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Specifications (4) IVlS HKIA FILE C CONSULTIN AND STRUCTURAL ENGINEERS SINCE 1919 OFFICE COPY N D43 2 Tigard High School ADDITION /REMODEL — PHASE 2 STRUCTURAL CALCULATIONS May 3, 2004 Project Manager Robert A. Aman, P.E. Principal -In- Charge Gerald L. Gotchall, P.E., S.E. U /92 —_ Client S� p u �NAn. fP DOWA ? 000 c�EG PR Ofts •�i do-0 F OR � v /'Q 4'rY i 6 ■ q1 P v .4 ° . L. G4,IG EXIRES: ^' . °. S" f Table of Contents Design Criteria 2. Gravity Loads 3. Foundation Design 4. Column Design 5. Beam Design 6. Lateral System 7. Music Room 8. Appendix 0 cit% 70 Project TIGARD HIGH SCHOOL — REMODEL PHASE 2 By RAA Sheet No. Nishkian Dean Location TIGARD, OREGON Date 05.03.04 Consulting and Structural Engineers 1 Client DOWA Rev. Project No. 432.00 Title /Subject General Criteria Narrative Description Phase 2 — Addition and remodel to existing high school. Existing structure is a 1 -story building with concrete and wood frame perimeter walls, with wood frame roof and floor, founded on continuous slabs /footings and retaining walls. The new remodel will consist of a 2 -Story steel frame building supported by spread footings with a steel deck roof and steel deck with concrete slab. The second floor system is composite steel beams. The ground floor is slab on grade with some retaining walls. The lateral system is Special Concentric Braced Frames (SCBF). A seismic joint has been added to separate the new structure from the existing structure. Existing roof framing has been reinforced for snow drift due to the new structure height. In addition, the existing Music room will be expanded using concrete walls and a wood frame roof. This area includes seismic improvements to the existing structure. Design Criteria Summary A. Code 1. 1998 Oregon Structural Specialty Code B. Loads and Allowables 1. Live Load: a. Classroom Areas 40 psf b. Corridor, Exits 100 psf c. Roof Equipments Actual Weight — See Plan d. Roof 25 psf plus snow drift 2. Geotechnical Criteria: Geotechnical Report (No.: 25696560.10001) prepared by URS Dated 01/30/04 a. Allowable Soil Bearing Pressure 3,500 psf b. Passive Lateral Earth Pressure 180 pcf c. Allowable Subgrade Friction Coefficient 0.40 3. Seismic: a. Seismic Zone 3 b. Zone Factor, Z 0.3 c. Soil Profile Type SD d. Seismic Source Type A e. Spectral Acceleration Factor, Ca 0.36 f. Spectral Acceleraton Factor, Cv 0.54 g. Importance Factor, I 1.0 h. System Ductility Factor, R 6.4 SCBF i. System Amplification Factor, S2o 2.2 j. System Ductility Factor, R ' 4.5 Concrete/Wood Shear Wall 4. Wind: a. Basic Wind Speed 80 mph b. Exposure Category B Project TIGARD HIGH SCHOOL — REMODEL PHASE 2 . By RAA Sheet No. Nishkian Dean Location TIGARD, OREGON Date 05.03.04 2 Consulting and Structural Engineers Client DOWA Rev. Project No. 432.00 Tide /Subject General Criteria Material Properties A. STRUCTURAL STEEL 1. W Shapes ASTM A992 2. Plates and other Rolled Shapes , ASTM A36 3. Rectangular, Square, and Round Tubing..ASTM A500, Grade B 4. Fasteners a. Standard Anchor Bolts ASTM F1554, GRADE 36 b. Frame Anchor Bolts ASTM F1554, GRADE 55 c. Wood Connections Bolts ASTM A307 5. Welding a. Electrode E70XX 6. Misc. Hardware a. Threaded Rod ASTM A36 B. CONCRETE 1. 28 -Day Compressive Strength a. Slab -on -grade & Footings 3,000 -psi NWT 2. Reinforcing Steel a. Typical ASTM A615, Grade 60 b. Welded ASTM A706 C. WOOD FRAMING, JOISTS, STUDS, BEAMS 7. D.Fir- Larch, No. 2, S -dry 8. Plywood 5 -Ply, "C -D" Interior, APA Rated 9. Glue Laminated Beams 24F -V8 10. Glue Laminated Columns 22F -Comb 4 • N )1 d Lrb N I S H K I A N • • DEAN JOB TIGARD HIGH SCHOOL SHEET NO. Otte-1 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 5-.3 -D 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 DESIGN LOADS Level Flo Dead Loads Slab /Deck Beam Girder Column Seismic Slab /Deck 64 64 • 64 64.'', 64 M & E Flooring Susp. Clg. • 2, 2 2 2 2 Sprinklers 4 3 2? 1 z : Partition E. 5 4� ` ,.,a,. r , _ 8 Misc. 15 1.5 ;15 15 1 rt, Beam 3 ° 5 3 5 3 5 3 5 Girder ° • 2 5 2 5 2 5 Column 70.5 78 79.5 81.5 87 USE 80 88i psf Live Loads RAMSTEEL ETABS Classrooms 40 psf Reducible + 20 psf partition DL Corridors 100 psf Reducible Stairs 100 psf Reducible Level Roof Dead Loads Mtl Deck Beam /Joist Girder Column Seismic • • Mtl Deck 3 5 3 5, 3 5 3 5}: 3 5: M &E 2 2 ;2'• .2`, 2': Susp. Clg. Sprinklers 4. -3 2 1 Insul /Roofing 6 6 ;',6;' 6' ,: 6 d. - , ,- Misc. �� ' 4 Partition 1 5.: �1 5 1 5 1 5. . i Beam/Joist 1 1. 2 2 L. Girder ,Z• . 2 2 Column 1.5 i S 15 20 21 22.5 2 5 21 psf 25; psf Live Loads RAMSTEEL ETABS Snow 25 psf Nonreducible Mech. Areas 50 psf Nonreducible N I S H K I A N DEAN JOB SHEET NO. el OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY K DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 SNOW DRIFT CALCULATION - 1997 Uniform Building Code - Appendix Section 1637 LOW ROOFS AND DECKS : FILE:SNOWDRIFT.XLS . UBC 1644.2 Design Snow Load(Pg) _>F2510 ( psf — Minimum Allowed At End of Drift Slope Ce = 0 7 - UBC Table A -16 -A = Mb , ; - Importance Factor Roof Snow Load (Pf) = 17.5 psf — For Drift Calculation Only Building Width (Wb) = ag1, 90 1) „' ft. Max Dimension of Adjacent Higher Roof Height Difference (hr) = Upper Roof Slope :12 = 0 375 -- Include Sliding Snow of (1.4hd < hr -hb) for slope > 2:12 UBC Formulas: Snow Density(D) = 17.25 pcf D = 0.13Pg + 14 <= 35 Drift Height (hd) = 4.50 ft. hd = 0.43(Wb +10) - 1.5 Design Snow Height (hb)= 1.01 ft. hb = Pf /D Snow Height (hb +hd) = 5.52 ft. (hr Max.) Max. Snow Load(Pm) = 95.2 psf Pm= D(hb +hd) 15 p , s , Drift Width (4hd) = 18.01 ft. Pf = Ce I Pg L II Aer Drift Width 4(hr -hb) = 55.94 ft. 5 r (� r Use Drift Width 18.01 ft. < -- -Use smaller Drift Width 1 U2-4 7 Q Pm Decreases to Pg linearly - ` N I S H K I A N DEAN JOB SHEET NO / ^ _ ) OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY ` DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 SNOW DRIFT CALCULATION -1997 Uniform Building Code - Appendix Section 1637 LOW ROOFS AND DECKS : FILE:SNOWDRIFT.XLS UBC 1644.2 Design Snow Load(Pg) = 250 ; °` psf – Minimum Allowed At End of Drift Slope Ce = C4X1rici – UBC Table A -16 -A I = Wtolv - Importance Factor Roof Snow Load (Pf) = 17.5 psf – For Drift Calculation Only Building Width (Wb) = �„ `a190 0 ft. Max Dimension of Adjacent Higher Roof Height Difference (hr) titzvaui ft. &— Upper Roof Slope :12 = 0 ' <' – Include Sliding Snow of (1.4hd < hr -hb) for slope > 2:12 UBC Formulas: Snow Density(D) = 17.25 pcf D = 0.13Pg + 14 <= 35 Drift Height (hd) = 4.50 ft. hd = 0.43(Wb °'33 )((Pg +10)' )-1.5 Design Snow Height (hb)= 1.01 ft. hb = Pf /D TO ,,, t. Snow Height (hb +hd) = 5.52 ft. (hr Max.) Max. Snow Load(Pm) = 95.2 psf Pm= D(hb +hd) { `7 .1' _ PP-( P` A T tO NJ Drift Width (4hd) = 18.01 ft. Pf = Ce I Pg Drift Width 4(hr -hb) = 31.94 ft. C / val"'t r, A Use Drift Width = 18.01 ft. < -- -Use smaller Drift Width Pm Decreases to Pg linearly �--� (7fi v5 • N I S H K I A N DEAN JOB SHEET NO. 1 Y - 4 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 SNOW DRIFT CALCULATION -1997 Uniform Building Code - Appendix Section 1637 ADJACENT LOWER STRUCTURE (Within 20 ft.) : FILE:SNOWDRIFT.XLS UBC 1644.3 Design Snow Load(Pg) = a = IJ < psf — Minimum Allowed At End of Drift Slope Ce =A 7 — UBC Table A -16 -A I = ri;,1 0 -- Importance Factor Roof Snow Load (Pf) = 17.5 psf — For Drift Calculation Only Building Width (Wb) = , w160 0 _;, ft- Height Difference (hr) = :",h:;t4:00 ft. Space Between (S) = i,_ s „ ft. Upper Roof Slope :12 = 0 375 `�s ' -- Include Sliding Snow of (1.4hd < hr -hb) for slope > 2:12 UBC Formulas: Snow Density(D) = 17.25 pcf D = 0.13Pg + 14 <= 35 Drift Height (hd) = 3.07 ft. hd = (20- S) /20[0.43(Wb +10) 1 5] Design Snow Height (hb)= 1.01 ft. hb = Pf /D Snow Height (hb +hd) = 4.08 ft. (hr Max.) r0114' V Max. Snow Load(Pm) = 70.4 psf Pm= D(hb +hd) - 1 O. 7 Zy .wA p iz- I F r A r Drift Width (4hd) = 12.28 ft. Pf = Ce I Pg ..-- Drift Width 4(hr -hb) = 67.94 ft. �R I � � t4-'—' Use Drift Width = 12.28 ft. <- - - -Use smaller Drift Width 1" 62- tt® 0. O Pm Decreases to Pg linearly • N I S H I C I A N DEAN JOB SHEET NO. /n L , c OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY ��''11 DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 • SNOW DRIFT CALCULATION - 1997 Uniform Building Code - Appendix Section 1637 LOW ROOFS AND DECKS : FILE:SNOWDRIFT.XLS • UBC 1644.2 Design Snow Load(Pg) = 250 psf -- Minimum Allowed At End of Drift Slope Ce = < 07 . - UBC TableA -16 -A = 9 0 ,,, ` -- Importance Factor Roof Snow Load (Pt) = 17.5 psf — For Drift Calculation Only Building Width (Wb) = L 160 0 ft.. Max Dimension. of Adjacent Higher Roof Height Difference (hr) = ''_ ;20„0,0, A ft. Upper Roof Slope :12 = =0 375 ; Include Sliding Snow of (1.4hd < hr -hb) for slope > 2:12 UBC Formulas: Snow Density(D) = 17.25 pcf D = 0.13Pg + 14 <= 35 Drift Height (hd) = 4.17 ft. hd = 0.43(Wb +10) -1.5 Design Snow Height (hb)= 1.01 ft. hb = Pf /D Snow Height (hb +hd) = 5.18 ft. (hr Max.) TvTt4L Max. Snow Load(Pm) = 89.4 psf Pm= D(hb +hd) — -) Q1 0 P4F (■1 a (ri PP )Pr A r Drift Width (4hd) = 16.67 ft. Pf = Ce I Pg Drift Width 4(hr -hb) = 75.94 ft. .01/0 R D D F ttl E Use Drift Width = 16.67 ft. <----Use smaller Drift Width OP (� M I Pm Decreases to Pg linearly 1' t 60 S s 3 - 1 • d 0 rn N I S H K I A N DEAN JOB TIGARD HS SHEET NO. fp -. I OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE • 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 - 1843 FAX (503) 273 - 5696 SPREAD FOOTING REINFORCING (USD fy =60 ksi) SOIL BEARING PRESSURE 3 KSF LF= 1.6 WIDTH W/2 MOM /ft T D As FTG WT NET LOAD. #4 BARS #5 BARS #6 BARS #7 BARS USE 2.50 1.25 3.75 12 8 0.30 0.94 17.81 2 1 1 1 3- #4 3.00 1.50 5.40 15 11 0.36 1.69 25.31 2 2 1 1 4- #4 3.50 1.75 7.35 15 11 0.57 2.30 34.45 3 2 2 1 4- #4 4.00 2.00 9.60 15 11 0.85 3.00 45.00 5 3 2 2 5- #4 4.50 2.25 12.15 15 11 1.22 3.80 56.95 7 4 3 3 5.00 2.50 15.00 18 14 1.28 5.63 69.38 7 5 3 3 7- #4 5.50 2.75 18.15 18 14 1.71 6.81 83.94 6 4 3 6.00 3.00 21.60 18 14 2.22 8.10 99.90 8 6 4 8 - #5 6.50 3.25 25.35 18 14 2.82 9.51 117.24 10 7 5 7.00 3.50 29.40 18 14 3.52 11.03 135.98 12 8 6 8 - #6 7.50 3.75 33.75 18 14 4.33 12.66 156.09 14 . 10 8 8.00 4.00 38.40 24 20 3.59 19.20 172.80 12 9 6 9 - #6 8.50 4.25 43.35 24 20 4.31 21.68 195.08 14 10 8 9.00 4.00 38.40 24 20 4.04 24.30 218.70 14 10 7 10- #6 9.50 4.75 54.15 24 20 6.02 27.08 243.68 20 14 11 10.00 5.00 60.00 24 20 7.02 30.00 270.00 23 16 12 r L 1 z = Vytv11.4 v. tp'M. r5.?. • e cc) i061 S t 263 . _ � �p r Column Load Summary Column Load Summary j 7 RI RAM Steel v7.0 - • RAM Steel v7.0 Page 2/17 RAM DataBase: ND432 05/06/04 10:20:59 DataBase: ND432 05 /06/04 10:20:59 ""H'+.++ Building Code: UBC2 Steel Code: LRFD 2nd•Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. UNFACTORED COLUMN LOADS: V rz r1 Level Col# Height Dead Self 4-Live -Live MinTot MaxTot . r• !7 h " ►*1. A ( �'sY 34u) L!7 n . a t v " Roof • 7 15.00 6.7 0.5 8.9 -0.0 7.2 16.1 V F �� ff"1FF+MY•i•Y' Floor 7 14.00 32.2 1.0 21.0 -0.0 33.1 54.2 • .i 3" • . kips S Line 0.1 •-1OC A (3 M Column Line 0.8 -BF • • Level Col# Height - Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 1 15.00 1.7 0.5 2.7 0.0 2.2 4.9 Roof 8 15.00 5.1 0.5 6.6 0.0 5.6 12.3 . Floor 1 14.00 9.0 1.0 5.6 0.0 10.0 15.6 Floor 8 14.00 26.8 1.0 15.1 0.0 27.7 42.8 • I T A 511 _� � � . 1 r Co lumn Line • 0.8 - CC Column Line 0.1 - JJ - Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot• Roof 2 15.00 1.7 0.5 2.7 0.0 2.2 . 4.9 • Floor 9 14.00 3.4 0.5 1.4 0.0 3.9 5.2 Floor 2 14.00 9.0 1.0 5.6 0.0 10.0 15.6 ^ Column Line 0.8 - Q 1/1 v.) • Column Line 1 - MM Level Col# Height Dead Self 4-Live -Live MinTot MaxTot Level Col# • Height Dead Self +Live -Live MinTot MaxTot Floor 10 14.00 1.0 0.7 4.8 0.0 1.7 6.5 Roof 3 15.00 4.9 0.5 6.8 0.0 5.4 12.2 ( Floor 3 14.00 28.2 1.0 21.5 0.0 29.1 50.6 '4 1.....) Column Line 1 - D Column Line 0.8 - 1OC 13. Level Col# Height Dead Self +Live - -Live MinTot MaxTot " Roof 9 15.00 0.7 0.7 0.8 0.0 1.4 2.2 Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 1l 14.00 0.7 1.4 0.8 0.0 2.1 2.9 • Roof 4 15.00 10.5 0.5 13.2 0.0 11.0 24.2 Floor 4 14.00 59.6 1.0 27.5 0.0 60.6 88.0 W A L4' 1 // I Column Line 2 - BF Column Line 0.8 - JJ )fib Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 12 14.00 10.0 as 4.0 0.0 10.5 14.5 . Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 5 15.00 10.7 , 0.5 13.4 0.0 11.2 24.7 Floor 5 14.00 60.7 1.0 27.8 0.0 61.6 89.5 Column Line 2 -D 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot . Column Line 0.8 - GG Roof 10 15.00 2.3 0.7 28 0.0 3.1 5.8 Floor 13 14.00 2.3 1.4 2.8 0.0 3.8 6.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot ` 1 I Roof . 6 15.00 6.7 0.5 8.8 • 0.0 7.2 16.0 t IC 14 14#.5t& f y (4 Floor 6 14.00 34.1 1.0 22.0 0.0 35.1 57.1 .. . Column Line 2.3 - MM . . 1t,0 )0. Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 0.8 - FF5 Floor 14 14.00 2.1 0.7 102 0.0 2.8 13.0 • 10 Column Load Summary ri Column Load Summary RAM Steel v7.0 Page 3/17 RAM Steel v7.0 Page 4/17 RAIN DataBase: ND432 05/06/04 10:20:59 RAM DataBase: ND432 05/06/04 10:20:59 Building Code: UBC2 Steel Code: LRFD 2nd Ed. •"a. °u.0 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Column Line 3 - Q Level Col# Height Dead Self +Live -Live MinTot MaxTot . Roof 17 15.00 16.3 0.5 19.4 0.0 16.8 36.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 22 14.00 63.8 1.0 37.2 0.0 64.8 1020 Roof 11 15.00 5.3 0.5 7.1 0.0 5.8 12.9 . 1 � I 1 Floor 15 14.00 27.1 1.0 31.8 0.0 28.1 59.9 Column Line 3 - BF • Column Line 3 - LL.8 x Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 23 14.00 39.9 0.5 12.8 0.0 40.3 53.1 • Level Col# Height Dead Self +Live -Live MinTot MaxTot i3 e Roof 12 15.00 4.5 0.5 5.4 0.0 5.0 10.4 Column Line 3 - D Floor 16 14.00 35.9 1.0 16.3 0.0 36.9 53.2 . Level Col# Height Dead Self +Live -Live MinTot MaxTot . Column Line 3 - LL.3 � j l r/ Roof 18 15.00 5.9 0.7 7.0 0.0 6.6 13.6 �i Floor - 24 14.00 10.9 1.4 9.0 0.0 12.3 21.3 • Level Col# Height Dead Self 4-Live -Live MinTot MaxTot I.1 f Roof 13 15.00 5.5 0.4 6.6 0.0 5.9 124 Column Line 3.3 -MM • Floor • 17 14.00 32.0 0.7 16.2 0.0 32.7 48.9 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 3 - [QC V-7,. F. Floor 25 14.00 2.2 0.7 10.7 0.0 2.9 13.6 I Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 4 - D / 70 2 . S I Roof 14 15.00 10.6 0.5 12.7 0.0 11.1 23.8 Floor 18 14.00 57.5 0.9 35.4 0.0 58.4 93.8 Level Col# Height • Dead Self 4-Live -Live MinTot MaxTot p G Roof 19 15.00 4.6 0.7 5.4 0.0 5.3 10.7 17 • 1� Floor 26 14.00 4.6 1.4 5.4 0.0 6.0 11.4 Column Line 3 - JJ i I Level Col# Height Dead Self +Live . -Live MinTot MaxTot Column Line 4.7 -10C ` 1` _ 1.'"3 ,` Roof 15 15.00 18.3 0.5 24.0 0.0 18.8 42.8 . Floor 19 14.00 101.1 1.0 54.6 0.0 102.1 156.7 Level Col# Height Dead Self +Live -Live MinTot MaxTot 8 I Roof Floor 20 15.00 27 1400 6.0 17.2 0.5 I.0 7.1 15.4 0.0 0.0 6.5 18.2 13.5 Column Line 3 - GG 33.6 - -.ye' Col# Height Dead Self 4-Live -Live MinTot MaxTot Column Line 4.7 -GG f f 16 15.00 15.3 0.5 20.5 0.0 15.8 36.3 r 20 14.00 77.4 1.0 46.2 0.0 78.4 124.5 Level • Col# Height Dead Self +Live -Live MinTot MaxTot n ' Roof 21 15.00 2.4 0.5 2.8 0.0 2.9 5.7 Column Line 3 - G I7 Floor 28 14.00 12.6 1.0 10.6 0.0 13.6 24.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 5 -MM ', Floor 21 14.00 10.3 0.5 12.9 0.0 10.8 23.7 I � Level Col# Height Dead • Self . +Live -Live MinTot MaxTot Column Line 3 - FF - I I � I Floor 29 14.00 2.1 0.7 10.0 0.0 2.8 12.8 i1. 1" S I Column Load Summary Column Load Summary � "" ? - 3 r .v RAM Steel v7.0 Page 5/17 13 RAM Steel v7.0 / Page 6/17 RAM DataBase: ND432 05/06/04 10:20:59 RAM DataBase: ND432 05 /06/04 10:20:59 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Fd Column - Line 5 - D ' Column Line 5.2 - DD • vel Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot f 22 15.00 5.3 0.7 6.1 0.0 - 6.0 12.1 Floor 37 14.00 29.6 0.5 15.1 0.0 30.1 45.2 or 30 ' 14.00 14.2 1.4 9.6 0.0 15.6 25.2 5 J . C �b 7--2116 '(. Column 6 -D / Column Line 5.2 -Q yf� 5' Vj Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof . 29 15.00 3.1 0.7 3.7 0.0 3.8 7.5 Roof 23 15.00 8.2 0.5 10.2 0.0 8.7 18.8 Floor 38 14.00 3.1 1.4 3.7 0.0 4.5 8.2 Floor 31 14.00 35.5 1.0 34.9 0.0 36.5 - 71.3 f fl Column Line 6.5 - MM '} (b = ( ' I 5)4 5 Column Line 5.2 -!GC vt I"� Level Col# Height Dead Self +Live -Live MinTot MaxTot Level • Col# Height Dead Self +Live -Live MinTot MaxTot Floor 39 14.00 1.5 0.7 . 7.2 0.0 2.2 9.4 Roof 24 15.00 10.8 0.5 12.8 0.0 11.3 24.1 Floor 32 14.00 53.7 1.0 41.1 0.0 54.7 95.8 1 S • Column Line 6.8 -R Column Line 5.2 -JJ 12 7 . P Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 40 14.00 1.4 0.8 6.9 0.0 2.2 9.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot I v Roof 25 15.00. 11.6 0.5 " 11.6 0.0 12.1 23.7 Column Line 6.8 - Q Floor 33 14.00 51.9 1.0 41.5 0.0 52.9 94.4 • Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line5.2 -GG.3 5 . P Roof 30 15.00 8.4 0.5 10.0 0.0 8.9 18.8 Floor 41 14.00 36.9- 1.0 36.8 0.0 37.9 74.7 Level Col# Height Dead Self +Live -Live MinTot MaxTot A Q7 Roof 26 15.00 8.5 0.5 7.9 0.0 9.0 16.9 f ' T ' Column Line 6.8 - ICK Floor 34 14.00 44.4 1.0 27.9 ' 0.0 45.3 73.2 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 5.2 - GG Roof 31 15.00 10.9 0.5 13.0 0.0 11.4 24.5 Floor 42 14.00 54.8 1.0 40.8 0.0 55.7 96.5 .Level Col# Height Dead Self +Live -Live MinTot MaxTot l'P Roof 27 15.00 7.8 0.5 7.8 0.0 8.3 16.1 Column Line 6.8 - JJ Floor 35 14.00 37.3 1.0 33.5 0.0 38.3 71.8 (1j 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot . Column Line 5.2 - FF 1r Roof 32 15.00 16.3 0.5 16.0 0.0 16.8 32.8 Floor 43 14.00 76.3 1.0 48.4 0.0 77.2 125.7 Level Col# Height Dead Self +Live -Live MinTot MaxTot g t , 5 i Roof 28 15.00 13.8 0.5 12.2 0.0 - 14.3 26.4 /_ Floor 36 14.00 46.4 1.0 37.0 0.0 47.3 84_4 Column Line 6.8 - GG • • El Column Load Summary � � Column Load Summary RAM Steel v7.0 Page 7/17 RAM Steel v7.0 Page 8/17 RAM DataBase: ND432 05/06/04 10:20:59 RAM DataBase: ND432 05 /06/04 10:20:59 Building Code: UBC2 Steel Code: LRFD 2nd Ed u Building Code: UBC2 Steel Code: LRFD 2nd F.A. . Level - Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 9 -R Roof 33 15:00 12.3 0.5 12.1 0.0 12.8 24.9 ' Floor 44 14.00 61.5 1.0 41.4 0.0 62.5 103.9 Level Col# Height Dead Self +Live -Live MinTot - MaxTot P I P Floor 52 14.00 2.7 0.8 12.9 0.0 3.5 • 16.4 Column Line 6.8 -FF C I i-1- -5 I Column Line 9 - Q Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 34 15.00 14.1 0.5 12.5 0.0 14.6 27.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Floor 45 - 14.00 53.2 1.0 38.0 0.0 54.1 • 1 92.1 Roof 39 15.00 9.5 _ 0.5 11.3 0.0 10.0 213 /n u ! _ Floor 53 14,00 '60.6 1.0 44.5 0.0 61.6 106.1 Column Line 6.8 - DD u� ! - (� ^ Column Line 9 -ICIC td Level Col# Height Dead Self 4-Live -Live MinTot MaxTot Floor 46- 14.00 • 32.1 0.5 15.6 0.0 32.6 48.2 I Level Col# Height Dead Self +Live -Live MinTot MaxTot 1 r Roof 40 15.00 16.1 0.5 19.9 0.0 16.6 36.5 Column Line 7 - D • Floor 54 14.00 85.3 1.0 44.8 0.0 86.2 - 131.0 F! Level Calif Height Dead Self +Live -Live MinTot MaxTot Column Line9 -33 Y f Roof 35 15.00 5.3 0.7 6.1 0.0 6.0 12.1 • Floor 47 14.00 15.7 1.4 10.3 0.0 17.2 27.4 Level Cot# Height Dead Self +Live -Live MinTot MaxTot A- 10 > (4 3 r Roof 41 15.00 13.2 0.5 16.5 0. 0 13.7 30.2 Column Line 73 - ICIC Floor 55 14.00 61.0 1.0 40.3 0.0 61.9 4ry�j 102.2 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Li'ne9 -CG3 `C Roof 36 15.00 6.2 0.5 7.4 0.0 6.7 14.1 Floor 48 14.00 16.8 1.0 15.6 0.0 17.8 33.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 42 15.00 9.6 0.5 11.4 OA 10.1 21.5 • Column Line 7.3 -GG Floor 56 14.00 61.4 1.0 26.0 0.0 62.4 88.4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 9 - GG % 1 Roof 37 15.00 2.5 0.5 2.9 0.0 3.0 5.9 Floor 49 14.00 13.1 1.0 11.0 0.0 14.1 25.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 43 15.00 10.3 0.5 12.3 0.0. 10.8 23.0 imn Line 7.7 -R Floor 57 14.00 53.3 1.0 37.4 0.0 54.3 �? 91.7 ..gel Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 9 - FF f 7 r Floor SO 14.00 2.1 0.8 10.2 -0.1 2.7 13.1 /.L 1.. .5 I Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 8 -D' f_ Roof 44 15:00 16.1 0.5 19.1 0.0 16.6 35.6 Floor 58 1400 55.7 1.0 38.9 0.0 56.6 95.6 • Level Coi# Height Dead Self +Live -Live MinTot MaxTot Roof 38 15.00 4.8 0,7 5.7 0.0 5.5 111� A t ' I I Floor 51 14.00 5.3 1.4 5.9 0.0 6.8 12.7 Column Line9 =D I -.. \ d ( L % '!.$ K- (i r I Lj t C olumn Load Summary Column Load Summary -� I V RAM Steel v7.0 Page 9/17 ri \` RAM Steel v7.0 Page 10/17 R AM DataBase: ND432 05/06/04 10:20:59 RAM DataBase: ND432 05 /06/04 10:20:59 • ' 4 a^wr** Building Code: UBC2 Steel Code: LRFD 2nd Ed ".' *w Building Code: UBC2 Steel Code: LRFD 2nd Ed Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 11 - GG Roof 45 15.00 4.8 0.7 5.7 0.0 5.5 11.2 'nor 59 14.00 30.1 1.4 15.0 0.0 31.5 46.4 Level • Col# Height Dead Self +Live -Live MinTot MaxTot � ' ;Q IG /1 / Roof 50 15.00 9.8 0.5 11.7 0.0 10.3 22.0 ,lumn Line 9.2 - EE v r lV 10 Floor 67 14.00 44.0 1.0 30.8 0.0 45.0 75.8 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 11 - G c * 41 f Floor 60 14.00 42.9 0.5 13.3 0.0 43.3 56.7 ( ` f Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 9.8 - .1.1.5 .1.1.5 X � _ S 1 /` _ v .*-4 i 5 1L9 F Floor L 68 14.00 37.0 0.5 30.3 0.0 37.4 67.7 Level Col# Height Dead Self +Live -Live MinTot MaxTot -� 1 Floor 61 14.00 56.6 0.5 17.5 0.0 57.1 74.6 Column Line 11 - FF / ^1 I Level Cal# Height . Dead Self +Live -Live MinTot MaxTot • Column Line 10 -D V » . Roof 51 15.00 13.9 0.5 16.5 0.0 14.4 30.9 Level Col# Height Dead Self +Live -Live MinTot MaxTot r co ''4 Roof 46 15.00 4.6 0.7 5.4 0.0 5.3 10.7 Column Line 11 - EE r� Floor 62 14.00 5.6 1.4 5.8 0.0 7.0 12.8 Level Col# Height Dead Self +Live -Live MinTot Mai t 1 , + (® 1,!& 14. °1 1 }, Floor 69 14.00 38.8 0.5 17.0 0.0 39.3 56.3 Column Line 10.5 -R (� C Column Line 11 - D 13 f Level Col# Height Dead Self +Live . -Live MinTot - MaxTot • Floor 63 14.00 1.8 0.8 10.0 -1.0 1.6 12.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot �` Roof 52 15.00 5.7 0.7 6.7 0.0 6.4 13.1 Column Line 11 -Q - )41 '� Floor 70 14.00 28.0 • 1.4 15.1 0.0 29.4 44.6 c Level Col# Height Dead Self +Live -Live MinTot MaxTot ColummLine 11.2 -R I ��'J 1 � = SS Roof 47 15.00 6.5 0.5 7.7 0.0 7.0 14.7 Floor 64 14.00 30. 1.0 27.8 0.0 31.7 59.5 Level Col# Height Dead Self +Live -Live MinTot MaxTot � ` Floor 71 14.00 1.8 0.8 8.0 0.0 2.6 10.6 Column Line 11 - LL t ( ' Column Line 11.8 -R / t ' Level Col# Height Dead Self +Live -Live MinTot MaxTot ' Roof 48 15.00 17.8 0.5 22.7 0.0 18.3 41.0 Level Col# Height Dead Self +Live -Live . MinTot MaxTot Floor 65 - 14.00 53.9 1.0 34.7 0.0 54.8 89.6, Roof 53 15.00 0.1 0.8 0.2 0.0 1.0 1.1 Column Line ll - HH 1 (�1' Column Line 11.8 - EE Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 49 15.00 16.4 0.5 21.0 0.0 16.9 37.9 Floor 72 14.00 5.7 as 2.3 0.0 6.1 8.4 Floor 66 14.00 53.6 1.0 33.2 0.0 54.6 87.8 • l 1 1 ' . • Column Load Summary Column Load Summary Fil RAM Steel v7.0 Page 11/17 111 RAM Steel v7.0 Page 12/17 • RAM DataBase: N13432 05/06/04 10:20:59 RAM DataBase: N1)432 . 05/06/04 10:20:59 ...wt*w Building Code: UBC2 Steel Code: LRFD 2nd Ed. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Column Line 12 - Q Level Cot# Height Dead Self ' +Live -Live MinTot MaxTot Floor . 80 14.00 9.4 0.5 3.7 0.0 9.8 13.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot I I C W Floor 73 14.00 7.9 0.5 5.7 0.0 8.3 • 14.0 Column Line 12.8 -1111 Column Line 12 - LL I/ Level Col# Height Dead Self +Live - -Live MinTot MaxTot Floor . 81 14.00 9.4 0.5 3.7 0.0 9.8 13. i f Level Col# Height Dead Self +Live -Live MinTot MaxTot O - 74 (, Floor 74 14.00 12.0 0.5 4.8 0.0 12.4 x/ 17 2 Column Line 12.8 - EE • Column Line 12 - HH �' T` (4 I Level Col# Height . Dead Self +Live -Live MinTot MaxTot . Floor 82 14.00 7.8 0.5 3.1 0.0 8.3 11 -4 Level Col# Height Dead Self +Live -Live MinTot MaxTot • Roof 54 . 15.00 2.3 0.5 2.8 0.0 2.8 5.6 Column Line 12.8 -CC FW Floor 75 14.00 10.9 . 1.0 • 6.2 0.0 11.8 18.0 n Level Col# Height Dead Self +Live -Live MinTot - MaxTot Column Line 12 - GG.5 • I`7 Floor 83 14.00 10.1 as 4.0 0.0 10.5 14.6 Level Col# Height Dead Self . +Live -Live MinTot MaxTot Column Line 13 - R e'74 / • Roof 55 15.00 2.9 as 3.5 0.0 3.4 6.9 . Floor 76 14.00 10.8 1.0 6.8 • 0.0 11.7 18.5 • Level Col# Height Dead Self +Live -Live MinTot MaxTot . (22 __, ( " Roof 58 15.00 0.3 0.7 0.3 0.0 1.0 1.3 C Column Line 12 -GC Floor 84 14.00 0.3 1.4 0.3 0.0 1.7 2.0 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 13 - Q "J • 21 Roof 56 15.00 2.4 0.5 2.9 0,0 2.9 5.8 Floor 77 14.00 13.3 1.0 13.2 0.0 14.2 . 27.4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 59 15.00 4.2 0.7 5.0 0.0 4.9 • 9.9 Column Line 12 - G Floor 85 14.00 4.2 1.4 5.0 0. 0 5.6 10.6 Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 13 -P ✓i Floor 78 14.00 10.1 0.5 11.9 0.0 10.6 22.5 / l (,� I Level Col# Height Dead Self +Live -Live MinTot MaxTot . Imo Line 12 - D - t 1 Roof 60 - 15.00 5.3 0.7 6.3 0.0 6.1 12.4 Floor 86 14.00 5.3 1.4 6.3 0.0 6.7 13.1 Level Col# Height Dead Self +Live -Live MinTot MaxTot I 1� )4 [J Roof 57 15.00 1.8 0.7 2.1 0.0 2.5 4.6 • Column Line 13 -N I ' -{ Floor 79 14,00 2.3 1.4 2.3 0.0 3.7 6.0 . Level � j I I Level Col# Height Dead Self +Live -Live MinTot MaxTot Column Line 12.8 - LL 1 Y "- I O (L. L4 ,A L' Roof 61 15.00 5.1 0.7 6.1 0.0 5.8 11.9 Floor 87 14 .00 5.1 ' 1.4 6.1 0.0 6.5 12.6 Column Load Summary Column Load Summary -� r e . la RAM Steel v7.0 Page 13/17 r RAM Steel v7.0 Page 14/17 RA RA DataBase: ND432 05 /06/04 10:20:59 DataBase: ND432 05 /06/04 10:20:59 '^a' Building Code: UBC2 Steel Code: LRFD 2nd Ed .. Building Code. UBC2 Steel Code: LRFD 2nd Ed • Column Line 13 - M Column Line 13 -E el Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot f 62 15.00 5.4 0.7 7.1 0.0 6.1 13.3 Roof 69 15.00 5.2 0.7 6.2 0.0 6.0 12.2 ,,or 88 14.00 32.3 1.4 18.0 0.0 33.7 l 51.7 Floor 95 14.00 5.2 1.4 6.2 0.0 6.6 12.9 • I �,)' Column Line 13 - L sk S Column Line 13 - D Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot . • Roof •63 15.00 5.4 0.7 7.2 0.0 6.2 13.4 Roof 70 15.00 3.0 0.7 3.5 0.0 3.7 7.2 Floor 89 14.00 32.4 1.4 • 18.0 0.0 33.8 51.8 • Floor 96 14.00 3.0 • 1.4 3.5 0.0 4.4 7.9 Cf )C 5l ,/� , f Column Line 13 - K Column Line 13 - C l!/ Lc, Level Col# Height Dead _ Self +Live -Live MinTot MaxTot - Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 64 15.00 4.3 0.7 5.1 0.0 5.0 10.1 Roof 71 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Floor 90 14.00 4.3 1.4 5.1 0.0 5.7 10.8 Floor 97 14.00 2.2 1.4 2.6 0.0 3.6 6.3 f ,t , Column Line 13 - J ` Column Line 13 - B N ' I )4 L 1 Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height • Dead Self +Live -Live MinTot MaxTot Roof 65 15.00 3.5 • 0.7 • 4.2 0.0 4.3 8.5 Roof 72 15.00 2.1 0.7 2.4 0.0 2.8 5.2 Floor 91 14.00 3.5 1.4 4.2 0.0 4.9 9.1 Floor 98 14.00 2.1 1.4 2.4 0.0 3.5 5.9 • I I ColumnLinel3 -H v1 ` I Column Linel3 -A 1 `I Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Cot# Height Dead Self +Live -Live MinTot MaxTot . Roof 66 15.00 4.3 0.7 ' 5.2 0.0 5.1 10.2 Roof 73 - 15.00 '2.0 0.7 2.3 0.0 2.7 5.0 Floor 92 14.00 7.7 1.4 9.4 0.0 9.1 18.5 Floor 99 14.00 2.0 1.4 2.3 0.0 , 3.4 5.7 Column Line 13 - G V f 'y- 1 Column Line 13 - 8.A . W A Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 67 15.00 5.8 0.7 6.9 0.0 6.5 13.4 Roof 74 15.00 1.1 0.7 1.3 0.0 1.8. . 3.1 Floor 93 14.00 9.2 1.4 11.1 0.0 10.6 21.7 Floor 100 14.00 1.1 1.4 1.3 0.0 2.5 3.8 1 1 • Column Line13 -F N �` - C olumn Llnel4 -R % ,I tTW Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 68 15.00 - 5.3 0.7 6.3 0.0 6.0 12.3 Roof 75 15.00 0.1 0.7 0.2 0.0 0.9 1.0 Floor 94 14.00 5.3 1.4 6.3 0.0 6.7 13.0 Floor 101 14.00 0.1 1.4 0.2 0.0 1.6 1.7 . lY • �� Column Load Summary Column Load Summary • RAM Steel v7.0 Page 15/17 RAM Steel v7.0 Page 16/17 RAM DataBase: ND432 05/06/04 10:20:59 RA M DataBase: ND432 05/06/04 10:20:59 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Column Line 14 - Q Column Line 14 - H • • Level Col# _Height Dead Self +Live -Live •MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 76 15.00 1.8 0.7 21 0.0 2.5 4.6 Roof 83 15.00 r 2.4 0.7 2.9 0.0 3.2 6.1 Floor 102 14.00 1.8 1.4 2.1 0.0 3.2 5.3 ' Floor 109 14.00 2.4 1.4 2.9 0.0 3.8 6.7 Column Line 14 -P GV5 Column Line 14 -G 3 )4 Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Calif Height Dead Self +Live • -Live MinTot MaxTot Roof . 77 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Roof 84 15.00 2.4 0.7 2.9 0.0 3.2 6.1 Floor 103 14.00 2.2 1.4 2.6 0.0 3.6 6.3 Floor 110 14.00 2.4 1.4 2.9 0.0 3.8 2 2 6.7 Column Line 14 - N * 3 Column Line 14 - F ry r J Level Colt; Height Dead Self ' +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 78 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Roof 85 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Floor 104 14.00 2.2 1.4 2.6 0.0 - 3.6 6.3 Floor III 14.00 • 2.2 1.4 2.6 0.0 3.6 6.3 Column Line 14 -M • 3 7 4.3 Column Line 14 -E . 17 Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 79 15.00 ' 2.2 0.7 2.6 0.0 2.9 5.6 . Roof 86 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Floor 105 14.00 22 1.4 2.6 0.0 3.6 6.3 Floor 112 14.00 2.2 1.4 2.6 • 0.0 3.6 6.3 Column Line 14 -L 3 r 3 Column Line 14 -D V f Level Col# Height Dead Self +Live -Live MinTot MaxTot Level Calif Height Dead Self +Live -Live MinTot MaxTot Roof 80 15.00 2.2 0.7 2.6 0.0 29 5.6 Roof 87 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Floor • 106 14.00 2.2 1.4 2.6 0.0 3.6 6.3 2 Floor 113 14.00 2.2 1.4 2.6 0.0 3.6 6.3 Column Line 14 -K 3 Column Line 14 -C W w ti Col# Height Dead Self +Live -Live MinTot MaxTot Level Col# Height Dead Self +Live -Live MinTot MaxTot 81 15.00 2.2 0.7 2.6 0.0 2.9 5.6 Roof 88 15.00 2.2 0.7 2.6 0.0 2.9 5.6 107 14.00 2.2 1.4 2.6 0.0 3.6 6.3 Floor 114 14.00 2.2 1.4 2.6 0.0 3.6 6.3 Column Line 14 -J Column Line 14 -B Level Col# Height Dead. Self +Live -Live MinTot MaxTot Level Col# Height Dead Self 4-Live -Live MinTot MaxTot Roof 82 15.00 2.2 0.7 2.6 0.0 2,9 5.6 Roof 89 15.00 2.1 0.7 2.4 0.0 2.8 5.2 Floor 108 14.00 2.2 1.4 2.6 0.0 3.6 6.3 Floor 115 14.00 2.1 1.4 2.4 0.0 3.5 5.9 • Column Load Summary •- RA �` RAM Steel v7.0 Page 17/17 RA +DataBase: ND432 05 /06/04 10:20:59 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Column Line 14 - A - - vel Colt/ Height Dead Self +Live -Live MinTot Maifot 90 15.00 2.0 0.7. 2.3 0.0 2.7 5.0 .ar 116 14.00 2.0 1.4 2.3 0.0 3.4 5.7 Column Line 14 - 0.A t Level Col# Height Dead Self +Live -Live MinTot MaxTot Roof 91 15.00 1.1 0.7 1.3 0.0 1.8 3.1 Floor 117 14.00 1.1 1.4 1.3 0.0 2.5 3.8 Vv r � V � • • • • • • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:19AM, 6 MAY 04 Description : Addition/Remodel Ft) ` Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW- 0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 - (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline AA Retaining Wall 11S4.1 i. H I Criteria Soil Data Footing Strengths & Dimensions , Retained Height = 6.50 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 - Heel Width = 4.33 Height of Soil over Toe = 0.00 in Passive Pressure = 180.0 Total Footing Width = 4.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 500.0 lbs Axial Load Eccentricity = 0.0 in ; „,4, Axial Live Load = 600.0 lbs Design Summary 4 Stem Construction Top Stem ems: . , sue. Stem OK Total Bearing Load = 5,368 lbs Design height ft = 0.00 ...resultant ecc. = 9.69 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,637 psf OK Thickness 8.05 # 5 Soil Pressure = @ Heel = 0 psf OK Rebar Size 3,500 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,592 psf fb /FB + fa/Fa = 0.332 ACI Factored @ Heel = 0 psf Total Force @ Section lbs = 1,256.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-# = 2,723.4 Footing Shear .@ Heel = 74.3 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi = 16.9 Wall Stability Ratios Overturning = 3.88 OK Shear Allowable psi = 93.1 Sliding = 1.79 OK Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 984.4 lbs Wall Weight = 96.7 Rebar Depth 'd' in = 6.19 Masonry Data • fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection Modular Ratio 'n' - - Toe Heel Short Term Factor = Factored Pressure = 3,592 0 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 0 0 ft-# Concrete Data Mu: Design = 0 • 2,723 ft-# fc psi = 3,000.0 Actual 1-Way Shear = 0.00 74.28 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 0.00 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing - = # 5 @ 12.00 in Heel: #4@ 16.25 in, #5@ 25.00 in, #6@ 35.50 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:19AM, 6 MAY 04 Description : Addition /Remodel - Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 Page 2 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design g (c)1983 -2003 ENERCALC Engineering Software nd432.ecw :Calculations ' Description Gridline AA Retaining Wall 1/S4.1 Summa of Overturnin• &Resistln• Forces & Moments OVERTURNING RESISTING Force Distance Moment . Force Distance Moment Item lbs ft ft-# lbs ft ft-# • Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel - 2,619.3 2.50 6,543.8 Toe Active Pressure = Sloped Soil Over Heel - Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 500.0 0.33 166.7 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 725.0 0.33 241.7 Total = 984.4 O.T.M. = 2,460.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.88 Footing Weight = 649.5 2.17 1,406.2 Vertical Loads used for Soil Pressure = 5,368.1 lbs Key Weight = Vert. Component = 274.4 .4.33 1,187.9 Vertical component of active pressure used for soil pressure Total = . 4,768.1 lbs R.M.= 9,546.3 • • • • • . ` - 8. m5ncnc & m 212¥o 10 s4z" 7":14 } . mE • 66 � } } } E } , Sliding Re Aat . 1 l V-0" �� \ , Designer sel e #5@12.in all +n +# , 4.-4" . ' @ Heel 4 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:31AM, 6 MAY 04 Description : Addition/Remodel t o m ., Scope : 1 �,A Code Ref: ACI 318- 02,.1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 II - (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations. Description Gridline 4.7 Retaining Wall - 5/S4.1 Criteria A Soil Data Footing Strengths & Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active. Pressure = 35.0 Toe Width = 1.50 ft Slope Behind Wall = 6.00:1 Toe Active Pressure = 0.0 - Heel Width = 2.83 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in @ Btm.= 3.00 in Surcharge Loads LLateral Load Applied to Stern r [Axial Load Applied to Stem Surcharge. Over Heel = 100.0 psf Lateral Load = 0.0 #/ft Axial Dead Load = 400.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 400.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary ., Stem Construction Top Stem -.: Stem OK Total Bearing Load = 5,031 lbs Design height ft = 0.00 ...resultant ecc. = 5.22 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,861 psf OK Thickn = 10.00 Soil Pressure @ Heel = 461 psf OK Rebar Size = # 5 3,000 p Rebar Spacing 16.00 Allowable = sf Rebar Placed at = = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,466 psf fb /FB + fa /Fa = 0.581 ACI Factored @ Heel = 611 psf Total Force @ Section lbs = 1,836.4 Footing Shear @ Toe = 16.2 psi OK Moment....Actual ft -# = 4,726.6 - Footing Shear @ Heel = 54.1 psi OK Moment Allowable = 8,130.8 Allowable = 93.1 psi Shear Actual psi = 19.1 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 2.77 OK Sliding = 1.18 Ratio < 1.5! Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 1,480.4 lbs Wall Weight = 120.8 Rebar Depth 'd' in = 8.00 Masonry Data fm psi Fs psi = Solid Grouting = Footing Design Results Special Inspection f -. Modular Ratio' n' Toe Heel Short Term Factor = Factored Pressure = 2,466 611 psf. Equiv. Solid Thick. = Mu' : Upward . = 2,534 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 236 4,128 ft-# Concrete Data Mu: Design = 2,297 4,128 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 16.20 54.08 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: #4@ 11.00 in, #5@ 17.00 in, #6@ 24.25 in, #7@ 32.75 in, #8© 43.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • • Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 7:31AM, 6 MAY 04 Description : Addition/Remodel Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 _ Rev: 580000 Page e 2 User. KW -0603678, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design (c)1983'2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 4.7 Retaining Wall - 5/S4.1 • Summa of Overturnin • & Resistin Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft • ft-# Heel Active Pressure = 1,480.4 3.03 4,480.5 Soil Over Heel = 1,539.7 3.33 5,132.2 Toe Active Pressure = Sloped Soil Over Heel = 36.7 3.67 134.4 Surcharge Over Toe = Surcharge Over Heel . = 200.0 3.33 . 666.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 400.0 1.92 766.7 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,450.0 1.92 2,779.2 Total = 1,480.4 O.T.M. = 4,480.5 Earth @ Stem Transitions= Resisting /Overturning. Ratio = 2.77 Footing Weight = 649.9 2.17 1,408.1 • Vertical Loads used for Soil Pressure = 5,030.7 lbs Key Weight = Vert. Component = 354.4 4.33 1,535.4 Vertical component of active pressure used for soil pressure Total = 4,630.7 lbs R.M.= 12,422.5 • • • • • • 1 0.0005+000000001 Conc & #5 g mao , . { \ A \5 . " . . Si » \2 2 5? . . E /z \ . 9 \ 12 E 4 \ y � «2 J \ • 7'-0" `) • � / � � < � ± � / E . . . 10,1 } '00 SUm� saint ;OH' 1 \ / 3 .�... #5@12.in . . . . a @Toe Designer sel e #5@12.in 1'-6" 21e &n y reinf. w as @ Heel ¥ • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:39AM, 6 MAY 04 Description : Addition/Remodel _ 1. • Scope : . Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L ev: 580000 ser:n,t- Dec -g Cantilevered Retaining Wall Design Page 1 L c)l9:3-2oO3ENErcALcEnneenngsonware nd432.ecw:Calculations t Description Gridline 0.8 - 7' Retaining Wall - 9/S4.1 Criteria 4 Soil Data k Footing Strengths & Dimensions Retained Height = 6.50 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ Heel Width = 2.67_ Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 4.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in © Btm.= 3.00 in Surcharge Loads = Lateral Load Applied to Stem Axial Load Applied to Stem 4.4.x•• «_4. 44�. Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Axial Dead Load = 600.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 4.0 in Used for Sliding &.Overtuming Top Stem 6 R I 4- iL- Desi s n Summa Stem Construction p Stem OK . Total Bearing Load = 3,900 lbs Design height ft = 0.00 ...resultant ecc. = 4.19 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,407 psf OK Thickness = 8.05 # 5 Soil Pressure @ Heel = 465 psf OK Rebar Size = 3,500 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Center . Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,831 psf fb /FB + fa /Fa = 0.671 ACI Factored @ Heel = 605 psf Total Force @ Section lbs = 1,397.6 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-# = 3,460.4 Footing Shear @ Heel = 45.8 psi OK Moment Allowable = 5,154.8 Allowable = 93.1 'psi Shear Actual psi = 29.1 Wall Stability Ratios Overturning = 3.40 OK Shear Allowable psi = 93.1 Sliding = 1.60 OK Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.25 Lateral Sliding Force = 1,079.8 lbs Wall Weight = 96.7 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 1,364.9 lbs Masonry Data psi = fm Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results =` Special Inspection ,,,„,„ _, Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,831 605 psf Equiv. Solid Thick. Mu' : Upward = 1,894 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 410 0 ft-# Concrete Data Mu: Design = 1,485 3,460 ft-# fc psi = 3,000.0 - Actual 1 -Way Shear = 10.48 45.83 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: #4@ 12.75 in, #5@ 19.50 in, #6@ 27.75 in, #7@ 37.75 in, #8@ 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:39AM, 6 MAY 04 Description : Addition/Remodel Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW- 0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 0.8 - 7' Retaining Wall - 9/S4.1 • Sum of Ovev rturnin & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment . Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,079.8 2.61 2,818.9 Soil Over Heel = 1,430.2 • 3.17 4,529.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge'Over Toe = Surcharge Over Heel = 80.0 3.17 253.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 600.0 1.50 900.0 Load @ Stem Above Soil = Soil Over Toe = 165.0 0.75 123.8 . SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 725.0 1.83 1,329.2 Total = 1,079.8 O.T.M. = 2,818.9 Earth @ Stem Transitions= ResistinglOverturning Ratio = 3.40 Footing Weight = 625.0 2.08 1,302.3 Vertical Loads used for Soil Pressure = 3,899.6 lbs Key Weight = Vert. Component = 274.4 4.17 1,143.2 Vertical component of active pressure used for soil pressure Total = 3,899.6 lbs R.M.= 9,581.1 • • • • • • • • • • • • • • rrl — 8.00005in Conc w/ #5 @ 12.in o/c H a 1•• 7' -6 W two, . 6' -6" 3 w s. Air- in 74 w • S 1' -0,. \ \� > \ 6" . A'� S p + `. . e lm f _ l . ... , nz iF 3" #5 @12.in @Toe Designer select 1'-6" . 2' 8" #5 @12.in all horiz. reinf. • @ Heel 4' -2" • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:39AM, 6 MAY 04 Description : Addition /Remodel -12 . „ I I @ Scope : @ Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678, Ver 5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations. Description Gridline 0.8 - 4' Retaining Wall - 9/S4.1 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 4.00 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure 35.0 Toe Width = 1.50 ft Toe Active Pressure = 0.0 Heel Width = 1.67 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 3.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in @ Btm.= 3.00 in Surcharge Loads r Lateral Load Applied to Stem LAxial Load Applied to Stem Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0 # /ft . Axial Dead Load = 650.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 4.0 in Used for Sliding & Overturning Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 2,375 lbs Design height ft = 0.00 ...resultant.ecc. = 1.24 in Wall Material Above "Ht" = Concrete Soil Pressure Toe = 897 psf OK Thickn = 8.00 Soil Pressure @ Heel = 603 psf OK Rebar Size = # 5 3,500 p Rebar Spacing 16.00 Allowable = sf Rebar Placed at = = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,192 psf fb /FB + fa /Fa = 0.282 ACI Factored @ Heel = 801 psf Total Force @ Section lbs = 562.5 Footing Shear @ Toe = 6.0 psi OK Moment....Actual ft -# = 1,111.1 Footing Shear @ Heel = 16.7 psi OK Moment Allowable = 3,945.8 Allowable = 93.1 psi Shear Actual psi = 11.7 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 4.96 OK Sliding = 2.38 OK Bar Develop ABOVE Hi in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 501.1 lbs Wall Weight = 96.7 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 831.4 lbs Masonry Data psi = fm Added Force Req'd = 0.0 lbs OK ....for 1.5: Stability = 0.0 lbs OK Fs psi = Solid Grouting Footing Design Results Special Inspection , Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,192 801 psf Equiv. Solid Thick. = Mu' : Upward = 1,271 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 410 649 ft-# Concrete Data Mu: Design = 862 649 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 6.04 16.69 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:39AM, 6 MAY 04 Description : Addition/Remodel -1 • Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 Page .2 User. KW- 0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design 9 (c)1983- 2003'ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 0.8 - 4' Retaining Wall - 9/S4.1 Summa of Overturnin • & Resistin • Forces & Moments _ OVERTURNING RESISTING Force Distance Moment Force Distance Moment - Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 501.1 1.77 888.3 Soil Over Heel 440.1 2.67 1,173.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 40.0 2.67 106.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 650.0 1.50 975.0 Load @ Stem Above Soil = Soil Over Toe = 165.0 0.75 123.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 483.3 1.83 886.1 Total 501.1 O.T.M. = 888.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.96 Footing Weight = 475.0 1.58 . 752.2 Vertical Loads used for Soil Pressure = 2,375.5 lbs Key Weight Vert. Component = 121.9 3.17 386.2 Vertical component of active pressure used for soil pressure Total = 2,375.5 lbs R.M.= 4,403.8 • • • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:05AM, 6 MAY 04 • Description : Addition/Remodel f 1 Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 Us820603678,Ver5.8.0,1- Dec -2003 Cantilevered Retaining Wall Design Page . 1 (c)191983- 3 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description 8" Ret Wall at Sidewalk - 10/S4.1 Criteria isi Soil Data Footing Strengths & Dimensions � Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.83 ft Slope Behind Wall - 0.00: Toe Active Pressure = 0.0 - Heel Width = 2.50 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 3.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 - Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads - Surcharge Over Heel = 100.0 psf Surcharge Over Toe = 0.0 psf , , �, fe � a∎ , _ Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summa Stem Construction ` 1 Top Stem . Stem OK Total Bearing Load = 2,139 lbs Design height ft = 0.00 ...resultant ecc. = 2.88 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 919 psf OK Thickness z = 8.00 Soil Pressure @ Heel = 364 psf OK Rebar Size = # 4 3,000 p Rebar Spacing = 16.00 Allowable = sf Rebar Placed at. = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,213 psf fb /FB + fa /Fa = 0.259 ACI Factored @ Heel = 481 psf Total Force @ Section lbs = 692.4 Footing Shear © Toe = 1.0 psi OK Moment....Actual ft-#= 1,067.4 Footing Shear @ Heel = 19.9 psi OK Moment Allowable = 4,119.2 Allowable = 93.1 psi Shear Actual psi = 9.2 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 3.71 OK Sliding = 1.86 OK Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 596.6 lbs Wall Weight = 96.7 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd' in = 6.25 less 100% Friction Force= - 748.5 lbs Masonry Data psi - fm Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = . 0.0 lbs OK Solid Grouting = Footing Design Results i 7 Special Inspection = Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,213 481 psf Equiv. Solid Thick. = Mu' : Upward = 400 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 126 0 ft-# Concrete Data - Mu: Design = 273 1,067 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 1.02 19.93 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • Title : Tigard HS Job # ND432.00 . • • Dsgnr: RAA Date: 8:05AM, 6 MAY 04 , Description : Addition/Remodel $'"-9 -'(j Scope: • Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: 'KW -0603678,Ver5.8.0,1- Dec -2003 Cantilevered Retaining Wall Design Page 2 • (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculatlons • Description 8" Ret Wall at Sidewalk - 10/S4.1 Summa of Overturnin. & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment . Force Distance Moment Item . lbs ft ft-# lbs ft ft-# Heel Active Pressure = 596.6 1.89 1,126.9 Soil Over Heel = 806.7 2.42 1,949.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 183.3 2.42 443.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 91.6 0.42 38.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 435.0 1.17 507.4 Total = 596.6 O.T.M. = 1,126.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.71 Footing Weight = 499.9 1.67 833.2 Vertical Loads used for Soil Pressure = 2,138.5 lbs Key Weight = Vert. Component = 121.9 3.33 406.4 Vertical component of active pressure used for soil pressure Total = - 2,138.5 lbs R.M.= 4,177.3 • • . V - • • • • 100•psf a3. y x 3. , F .. 3 Ply � P p= 3 60 # x� 596'.59# 364.29psf 918.94psf b 8.00005in Conc w/ #4 @ 16.in o/c 6 „ • , N ilk ' • 4' -6" 1 3/4" 4' -0" 1' 0" 3" 1 , -0 " AMA" A PWZAAA . .. -; jai' 3" #0 @0.in @Toe Designer select #0@0.in all horiz. reinf. 10" 2-6" @ Heel 3'-4" Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:55AM, 6 MAY 04 Description : Addition/Remodel tr iggt Scope : X V i� Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 II (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 1 - 7' Retaining Wall - 11/S4.1 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 6.50 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.00 ft Slope Behind Walt = 0.00:1 Toe Active Pressure = 0.0 _ Heel Width = 2.67 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 3.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 6.00 in @ Btm.= 3.00 in Desi• n Summary - I Stem Construction . Top Stem � .,. 1 � ,, ,. ... Stem OK Total Bearing Load = 3,090 lbs Design height ft = 0.00 ...resultant ecc. = 4.95 in Wall Material Above "Ht" = Concrete Soil. Pressure @ Toe = 1,412 psf OK Thickness = . 8.00 Soil Pressure @ Heel = 273 psf OK Rebar Sizz e - # 5 3,500 Rebar Spacing - 12.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design' Data ACI Factored @ Toe = 1,801 psf fb /FB + fa /Fa = 0.528 ACI Factored @ Heel = 349 psf Total Force @ Section lbs = 1,256.9 Footing Shear @ Toe = 3.9 psi OK Moment....Actual ft -# = 2,723.4 Footing Shear @ Heel = 43.8 psi OK Moment Allowable = 5,154.8 Allowable = 93.1 psi Shear Actual psi = 26.2 Wall Stability Ratios .Overturning = 2 78 OK Shear Allowable psi = 93.1 Sliding = a to <1 .51 Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 984.4 lbs NI rri 1. Wall Weight .. = 96.7 less 100% Passive Force= - 360.0 lbs ')j ° t® Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 1,081.4 lbs t9VL Masonry y n Data n psi - Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 35.2 lbs NG S psi = Solid Grouting = Footing Design Results D Special Inspection ,a�s;£u , .r;r,�� :� Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,801 349 psf Equiv. Solid Thick. _ Mu' : Upward = 834 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 182 0 ft -# Concrete Data Mu: Design = 652 2,723 ft-# fc psi = 3,000.0 • Actual 1 -Way Shear = 3.94 43.77 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: #4@ 16.25 in, #5@ 25.00 in, #6@ 35.50 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key Reinforcing. = None Spec'd Key: No key defined `1( W4t.t. $ t10 Al- . P 4 a.. do d SiMA edn 0,-1 • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:55AM, 6 MAY 04 Description : Addition /Remodel Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 • User: KW -0603678,Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design Page 2 I I (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 1 - 7' Retaining Wall - 11/S4.1 • L Summa of Overturnin• & Resistin . Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 1,430.2 2.67 3,814.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 'SeismicLoad = Surcharge Over Toe = Stem. Weight(s) = 725.0 - 1.33 966.7 Total = 984.4 • O.T.M. = 2,460.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.78 Footing Weight = 550:0 1.83 1,008.5 Vertical Loads used for Soil Pressure = 3,089.6 lbs Key Weight = Vert. Component = 274.4 3.67 1,006.0 • Vertical component of active pressure used for soil pressure Total = 3,089.6 lbs R.M.= 6,850.4 • • • • • • 0 4. 21 • smmencn& m @12no/c < « WilkW . . \ƒ . . • § \ . f - 7-6" . :/ � se ; Ati • r . xx»: X " 1' \/ ; 6" \ V . : . \\ y . . ,..�� w , « #, \ ^ C 3" 7@,2n gee Designer s e . . 7g,2n 1'-0" Z-8" all horiz. k# gym . : 3E Title : Tigard HS Job # N0432.00 Dsgnr: RAA Date: 7:57AM, 6 MAY 04 Description : Addition/Remodel B 5 Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 - User: KW-0603678, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations . Description Gridline 1 - 4' Retaining Wall - 11/S4.1 Criteria Soil Data Footing Strengths & Dimensions . ,_ ,.z.:t ;, ..,H2 . .. , k , ... Retained Height = 4.00 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.00 ft Slope Behind Wall = 0.00:1. Toe Active Pressure = 0.0 Heel Width = 2.17 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 3.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIlSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in @ Btm.= 3.00 in Design Summary 4 Stem Construction Top Stem , _ Stem OK. Total Bearing Load = 1,850 lbs Design height ft= 0.00 ...resultant ecc. = 1.47 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 720 psf OK Thickness = 8.05 Soil Pressure @ Heel = 449 psf OK Rebar Size = # 5 3,500 p Rebar Spacing 12.00 Allowable = sf Rebar Placed at = = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 941 psf fb /FB + fa/Fa = 0.123 ACI Factored @ Heel = 587 psf Total Force @ Section lbs = 476.0 Footing Shear @ Toe = 1.6 psi OK Moment....Actual ft-# = 634.7 Footing Shear @ Heel = 21.9 psi OK Moment Allowable = 5,154.8 Allowable = 93.1 psi Shear Actual psi = 9.9 Wall Stability Ratios Overturning = 4.71 OK Shear Allowable psi = 93.1 Sliding = 2.30 OK Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = . 6.00 Lateral Sliding Force = 437.5 lbs Wall Weight = 96.7 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 647.7 lbs Masonry Data psi = fm Added Force Req'd ' = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Fs - psi = Solid Grouting Footing Design Results Special Inspection = ,,,�,:,, , ... Modular Ration' - Toe Heel Short Term Factor = Factored Pressure = 941 587 psf Equiv. Solid Thick. = Mu' : Upward = 452 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 182 0 ft-# Concrete Data Mu: Design = 270 635 ft -# fc psi = 3,000.0 Actual 1 -Way Shear = 1.60 21.92 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 . 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:57AM, 6 MAY 04 Description : Addition /Remodel . pete Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678,Ver 5.6.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 • (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline 1 - 4' Retaining Wall - 11/S4.1 • I Summary of Overturning & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft . ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 660.1 2.42 1,595.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on,Stem = 0.00 Load © Stem Above Soil = Soil Over Toe • = 110.0 0.50 55.0 SeismicLoad = Surcharge Over Toe. = Stem Weight(s) = 483.3 1.33 644.4 Total = 437.5 O.T.M. = 729.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.71 Footing Weight = 475.0 1.58 752.2 Vertical Loads used for Soil Pressure = 1,850.5 lbs Key Weight = Vert. Component = 121.9 3.17 386.2 Vertical component of active pressure used for soil pressure Total = 1,850.5 lbs R.M.= 3,433.3 • • • • • • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:11AM, 6 MAY 04 Description : Addition /Remodel Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline BB Retaining Wall - 13/S4.1 Criteria i Soil Data i Footing Strengths & Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 - Heel Width - 4.00 Height of Soil over Toe = . 0.00 in Passive Pressure = 180.0 Total Footing Width = 5.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness 12.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00 in @ Btm.= 3.00 in Surcharge Loads LLateral Load Applied to Stem LAzial. Applied to Stem t>. fl .• ,„ , m om, Y 1 . d ,. .: «..t,:. Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Axial Dead Load ' = 2,200.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 1,500.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Top Stem Design Summa Stem Construction p , ,,,,,, , -,....11J?", 4< Stem OK Total Bearing Load = 8,294 lbs Design height ft = 0.00 ...resultant ecc. = 7.69 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,935 psf OK Thickness = 10.05 # 5 Soil Pressure @ Heel = 382 psf OK Rebar Size - 3,500 Rebar Spacing - 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 4,114 psf fb /FB + fa/Fa = 0.472 ACI Factored @ Heel = 536 psf Total Force @ Section lbs = 1,609.2 Footing Shear @ Toe = 10.9 psi OK Moment....Actual ft-# = 3,931.5 Footing Shear @ Heel = 73.1 psi OK Moment Allowable = 8,327.0 Allowable = 93.1 psi Shear Actual psi = ' 16.4 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 4.92 OK Sliding = 2.02 OK Bar Develop ABOVE Ht. in = 21.36 • Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 6.00. Lateral Sliding Force = 1,221.8 lbs Wall Weight = 120.8 Rebar Depth 'd' in = 8.19 Masonry Data - fm psi = . Fs psi = Solid Grouting = Footing Design Results Special Inspection = � ,�,e, , Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 4,114 536 psf Equiv. Solid Thick. = Mu' : Upward = 1,938 0 ft -# Masonry Block Type = Normal Weight Mu' : Downward = 105 0 ft -# Concrete Data Mu: Design = 1,833 3,932 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 10.86 73.10 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S' Fr Heel Reinforcing = # 5 @ 12.00 in Heel: #4@ 11.25 in, #5@ 17.25 in, #6@ 24.50 in, #7@ 33.25 in, #8@ 43.75 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 8:11AM, 6 MAY 04 Description : Addition /Remodel Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW-0603678, Ver 5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations., Description Gridline BB Retaining Wall 13/S4.1 Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING • RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,221.8 2.78 3,393.9 Soil Over Heel = 2,438.3 3.42 8,331.0 Toe Active Pressure - Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 126.7 3.42 432.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,200.0 1.42 3,116.7 Load © Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 966.7 1.42 1,369.4 Total = 1,221.8 O.T.M. = 3,393.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.92 Footing Weight = 750.0 2.50 1,875.0 Vertical Loads used for Soil Pressure = 8,293.8 lbs Key Weight = Vert. Component = 312.1 5.00 1,560.7 Vertical component of active pressure used for soil pressure Total = 6,793.8 lbs R.M.= 16,685.6 • • • • • • • • °.' • m.00 05+««00«1 Conc w/ #5 @ 16.ino ^ 1'-0" . \ }' 1 34z` 2f} sE z $ K•1, \ e Sliding Re A&m . } � � :, �� 1, £ a . y.: & � 3 . < 722k 27/ Designer sel e «222 all kn +4 4'-0" rte® 5-E Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:10AM, 6 MAY 04 Description : Addition /Remodel ,/, . Scope : „ Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 _(c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline BB Retaining Wall - w/o Col load - 13/S4.1 Soil g Strengths Criteria Soll Data Footin Stren &Dimensions - ,.. Retained Height = 7.00 ft Allow Soil Bearing = 3,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % 0.0014 • Heel Active Pressure = 40.0 Toe Width = 1.00 ft Slope Behind Wall = 6.00:1 Toe Active Pressure = 0.0 - Heel Width - 4.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 5.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft - Y P Footing Thickness 12.00 in FootingliSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 6.00. in @ Btm.= 3.00 in Surcharge Loads 9 [Lateral Load Applied to Stem Axial Load Applied to Stem Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft .Axial Dead Load = 350.0 lbs Used To Resist Sliding & Overturning ...Height.to Top = 0.00 ft Axial Live Load = 400.0 lbs Surcharge. Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summa Stem Construction I Top Stem vce, a Stem OK Total Bearing Load = 5,458 lbs Design height ft = 0.00 ...resultant ecc. = 6.89 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,844 psf OK Thickness = 8.00 S ss Rebar S Soil Pressure @ Heel = 339 psf OK ize = # 5 3,500 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable . Design Data ACI Factored @ Toe = 2,441 psf fb /FB + fa /Fa = 0.548 ACI Factored @ Heel = 449 psf Total Force @ Section lbs = 1,839.1 Footing Shear @ Toe = 6.2 psi OK Moment....Actual ft-# = 4,493.2 Footing Shear @ Heel = 80.5 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi = 24.8 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 3.12 OK Sliding = 1.19 Ratio <.1.5! Bar Develop ABOVE Ht. in = 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 1,588.4 lbs Wall Weight = 96.7 Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 2,441 449 psf Equiv. Solid Thick. = Mu' : Upward = 1,154 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 105 0 ft-# Concrete Data Mu: Design = . 1,049 4,493 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 6.21 80.51 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = .# 5 @ 12.00 in Heel: #4@ 11.00 in, #5@ 17.00 in, #6@ 24.25 in, #7@ 32.75, in, #8@ 43.25 in, #9@ 4 Key Reinforcing = None Spec'd Key:. No key defined • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:10AM, 6 MAY 04 Description : Addition/Remodel `,� . Y II Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678,Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design Page 2 i (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Gridline BB Retaining Wall - w/o Col load - 13/S4.1 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,588.4 2.96 4,707.3 Soil Over Heel = 2,566.7 3.33 8,555.6 Toe Active Pressure = Sloped Soil Over Heel = 101.9 3.89 396.1 Surcharge Over Toe = Surcharge Over Heel = 133.3 3.33 444.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 350.0 1.33 466.7 Load © Stem Above Soil = Soil Over Toe SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 773.3 1.33 1,031.1 Total = 1,588.4 O.T.M. = 4,707.3 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.12 Footing Weight = 750.0 2.50 . 1,875.0 Vertical Loads used for Soil Pressure = 5,458.1 lbs Key Weight = Vert. Component = 382.9 5.00 1,914.5 Vertical component of active pressure used for soil pressure Total = 5,058.1 lbs R.M.= 14,683.4 • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:23AM, 6 MAY 04 Description : Addition/Remodel ( Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 User: KW -0603678,Ver5.8.0,1 -Dec -2023 Cantilevered Retaining Wall Design Page 1 r (c)1983 -2003 ENERCALC Engineering Software nd432.ecw.Calculations Description 12" Ret Wall at Canopy over 3' (1 ( "I 1 5 4 1 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 4.50 ft ✓ Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.83 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 2.50 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 3.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Surcharge Over Toe = 0.0 psf -,.- , Used To Resist Sliding & Overturning Used for Sliding & Overturning - Design Summa s R Stem Construction 1 Top Stem Stem OK Total Bearing Load = 2,357 lbs Design height ft= 0.00 ...resultant ecc. = 3.79 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,109 psf OK Thickness = 12.00 S ss Soil Pressure @ Heel = 305 psf OK Rebar Size = # 4 3,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,455 psf fb /FB + fa/Fa = 0.213 ACI Factored @ Heel = 400 psf Total Force @ Section lbs = 845.8 Footing Shear @ Toe = 1.3 psi OK Moment....Actual ft-# = 1,451.3 Footing Shear @ Heel = 18.2 psi OK Moment Allowable = 6,819.2 Allowable = 93.1 psi Shear Actual psi = 6.9 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 3.19 OK Sliding = 1.51 OK Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs .(Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force . = 704.4 lbs Wall Weight = 145.0 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd' in = 10.25 less 100% Friction Force= - 707.0 lbs Masonry ny Data psi Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ration' _ Toe Heel Short Term Factor = Factored Pressure = 1,455 400 psf. Equiv. Solid Thick. = Mu' : Upward = 474 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 126 0 ft-# Concrete Data Mu: Design = 348 1,451 ft -# fc psi = 3,000.0 Actual 1 -Way Shear = 1.31 18.24 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • • Title : Tigard HS • Job # ND432.00 Dsgnr: RAA Date: 7:23AM, 6 MAY 04 Description : Addition/Remodel .-*/) /� Scope : • Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 _User. KW -0603678,Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 (c) 1983 -2003 ENERCALC Engineering Software _ nd432.ecw:Calculations Description 12" Ret Wall at Canopy over 3' Summa of Overturnin• & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs' ft ft-# lbs ft ft-# Heel Active Pressure = 704.4 2.06 1,451.8 Soil Over Heel = 742.5 2.58 1,917.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 150.0 2.58 • 387.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 91.6 0.42 38.2 SeismicLoad = Surcharge Over Toe. = Stem Weight(s) = 725.0 1.33 966.4 Total = 704.4 O.T.M. = 1,451.8 Earth © Stem Transitions= Resisting /Overturning Ratio = 3.19 / Footing Weight 499.9 1.67 833.2 Vertical Loads used for Soil Pressure = 2,356.6 lbs 1/ Key Weight Vert. Component = 147.5 3.33 491.7 Vertical component of active pressure used for soil pressure Total = 2,356.6 lbs R.M.= 4,634.8 • • l • • 12.0005in Conc w/ #4 @ 16.in o/c • 3/4" 5' -0" 4' -6" • '4F ' s 1' -0 i ` A=Wer 3" #0 @0.in @Toe Designer select #0 @0.in a ll horiz. reinf. 10 2' -6" @ Heel 3,-4„ Title : Tigard HS Job '# ND432.00 Dsgnr: RAA Date: 7:24AM, , 6 MAY 04 Description : Addition/Remodel °*2 5 Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Lk Rev: 580000 Page 1 User: 3- 2 CALCEngin eying 03 Cantilevered Retaining Wall. Design lc 1 (c)1983- 2003'ENERCALC Engineering Software nd432.ecw:Calculations Description 12" Ret Wall at Canopy Under 3' Criteria Soil Data Footing Strengths & Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.83 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 12.00 in Passive Pressure = 180.0 Total Footing Width = 2.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Surcharge Over Toe = 0.0 psf ,� v , ,' - Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summary I Stem Construction Top Stem :��. Stem OK Total Bearing Load = 1,574 lbs Design height ft = 0.00 • ...resultant ecc. = 3.32 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 958 psf OK Thickness = 12.04 # 4 Soil Pressure @ Heel = 223 psf OK Rebar Size = Allowable = 3,000 Rebar Spacing 16.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,258 psf fb/FB + fa /Fa = 0.111 ACI Factored @ Heel = 292 psf Total Force @ Section lbs = 553.8 Footing Shear @ Toe = 1.1 psi OK Moment....Actual ft -# = 756.5 Footing Shear @ Heel = 9.2 psi OK Moment Allowable = 6,819.2 Allowable = 93.1 psi Shear Actual psi = 4.5 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 2.95 OK Sliding = 1.67 OK Bar Develop ABOVE Ht. in = 17.09 Sliding Caics (Vertical Component Used) Bar Lap /Hook BELOW .Ht. in = 6.00 I Lateral Sliding Force = 497.6 lbs Wall Weight = 145.0 less 100% Passive Force= - 360.0 lbs Rebar Depth 'd'. in = 10.25 less 100% Friction Force= - 472.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi - ....for 1.5 : 1 Stability = 0.0 lbs OK S psi = Solid Grouting Footing Design Results - Special Inspection = r , , r�;. a;uu rr - - - Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,258 292 psf Equiv. Solid Thick. = Mu' : Upward = 401 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 126 448 ft-# Concrete Data Mu: Design = 275 448 ft-# fc psi = . 3,000.0 Actual 1 -Way Shear = 1.06 9.15 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr • Key Reinforcing = None Spec'd Key: No key defined • • Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 7:24AM, 6 MAY 04 • Description : Addition/Remodel !��.131 _ Scope : �° o Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 — User: KW -0603678,Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:CalculaGons Description 12" Ret Wall at Canopy Under 3' Summa of Overturnin • & Resistin s Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 497.6 1.72 853.7 Soil Over Heel = 320.7 2.25 721.4 The Active Pressure = Sloped Soil Over Heel =. Surcharge Over Toe = Surcharge Over Heel = 83.3 2.25 187.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 91.6 0.42 38.2 SeismicLoad = Surcharge Over Toe = . Stem Weight(s) = 580.0 1.33 773.1 Total = . 497.6 O.T.M. = 853.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.95 Footing Weight = 399.9 1.33 533.1 Vertical Loads used for Soil Pressure = 1,574.3 lbs Key Weight = Vert. Component = 98.8 2.67 263.3 Vertical component of active pressure used for soil pressure Total = 1,574.3 lbs R.M.= 2,516.5 • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 11:58AM, 6 MAY 04 Description : Addition /Remodel f0. Scope : ` Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Beam on Elastic Foundation Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculationss i Description Grade Beam Along Grid Q General Information Beam Span 85.750 ft Elastic Modulus 3,122.0 ksi Load Factoring... Depth 59.75 in Subgrade Modulus 200.00 pci Dead Loads 1.400 Width 54.00 in I Gross 959,900.55 in4 Live Loads 1.700 Left End Fixity Free Beta 5.638 Short Term Loads 1.000 Right End Fixity Pinned Overall Factor 1.000 Load Combination DL +LL +ST Deflections Calc'd using Unfactored Loads Rotations Calc'd using Unfactored Loads Soil Pressure Calc'd using Unfactored Loads Point Loads Dead. Load Live Load Short Term Load Location #1 29.00 k 22.00 k k 2.000 ft #2 • 28.00 k 32.00 k k 28.000 ft #3 . 36.00 k 35.00 k k 55.000 ft • #4 37.00 k 37.00 k k 73.000 ft . Summary Max Shear 67.41 k at 54.880 ft Defl:a 0.062 in R:a 0.00 k Min Shear -62.20 k at 2.058 ft Defl:b 0.000 in R:b 25.78 k - Max Moment 464.83 k -ft at 73.059 ft - Max Defl 0.00 in at 85.750 ft Ma 0.00 k -ft Min Moment - 302.24 k -ft at 13.377 ft Min Defl -0.04 in at 0.000 ft Mb 0.00 k -ft Max Rotation 0.00017 rad at 85.750 ft Max SP 1,169.66 0.000 ft Theta :a 0.00022 rad Min Rotation 0.00000 rad at 49.049 ft Min SP 0.00 psf at 0.000 ft Theta:b 0.00027 rad Rotations Calc'd using Unfactored Loads Deflections Calc'd using Unfactored Loads Soil Pressure Calc'd using Unfactored Loads 1 (10 psf 44 - 35=30 a, li— . 1 1 — ( 112 .4 12 • • 6TD.- 78A k 93.6t k 109.TO k 114.70 k 85.75 ft 0 Mmax = 464.83 k-ft at 73.05 ft from left Mmin = -302.23 k-ft at 13.37 ft from left Dmax = 0.0000 in at 85.74 ft from left Dmin = -0.0406 in at 0.00 ft from left • RI = 0.000 k Vmax = 67.40 k at 54.87 ft from left Rr = 25.783 k Vmin = -62.19 k at 2.05 ft from left IA m 4:vs v. ( D •'-(4 ( 0,S ( (.5 q5 0.1 L)Co. v ,c- .H,) 0,1,09 0.001% 4 LI' / . il-tSA 1 . 1-tdpC Ct = 1'6 14 .1 Vt - 7 25 (p-1-4) (40) 1 (4 60P r - roP 436 r • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 12:34PM, 6 MAY 04 Description : Addition/Remodel fec? �a ,�,� ' Scope : �11 • Rev 580000 User. KW- 0603678,Ver580 1-Dec-2003 Beam on Elastic Foundation Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecwCalculations Description Grade Beam Along Grid AA General Information Beam Span 36.000 ft Elastic Modulus 3,122.0. ksi Load Factoring... Depth 18.00 in Subgrade Modulus 200.00 pci Dead Loads 1.400 Width 36.00 in I Gross 17,496.00 in4 Live Loads 1.700 Left End Fixity Free Beta 5.820 Short Term Loads 1.000 Right End Fixity • Free Overall Factor 1.000 Load Combination DL +LL +ST DO F ÷ FL-pot-4 Deflections Calc'd using Unfactored Loads Rotations Calc'd using Unfactored Loads l Soil Pressure Calc'd using Unfactored Loads Point Loads lo f5-; (16) (1') �j PSF (II) (14) Dead Load Live Load Short Term Load . Location #1 19.00 k 12.50 k k 6.000 ft #2 19.00 k 12.50 k k 18.000 ft #3 19.00 k 12.50 k k 30.000 ft • Summary • Max Shear 26.09 k at 29.952 ft Defl:a 0.029 in R:a 0.00 k Min Shear -26.09 k at 6.048 ft Defl:b 0.029 in R:b 0.00 k Max Moment 57.48 k -ft at 6.048 ft Max Defl 0.00 in at 0.000 ft Ma 0.00 k -ft Min Moment -21.85 k -ft at 23.760 ft Min Defl -0.03 in at 18.000 ft Mb 0.00 k -ft Max Rotation 0.00025 rad at 36.000 ft Max SP 976.11 psf ..t 18.000 ft Theta:a -0.00037 rad Min Rotation - 0.00025 rad at 0.000 ft Min SP 0.00 psf at 0.000 ft Theta :b 0.00037 rad Rotations Calc'd using Unfactored Loads Deflections Calc'd using Unfactored Loads . Soil Pressure Calc'd using Unfactored Loads • ° C *o tL _• `II P 5-F (I' ) = 1 151 -.P5F P 1-I li L 4 .- c� 3v-. • • ' � ,4,v1V • • N-4o. • g ( . • E r► P Go y4A ► 9 Go e.' a rJ D Gc L 47.A k 47.8% k • 47.8 k IttA pi ISMEMNA OB MO, > ssEB. ,. M,IE::: EWES _ INVE .. -_ ...' :; , . �,s., .: s , a M _ , 3 >:»..: ? We„ ye Y „ „`; ''` FY ., A 36.00 ft 9 Mmax = 57 411-ft at 6.04 ft from left Mmin = -21.84 k -ft at 23.75 ft from left Dmax = 0.0000 in at 0.00 ft from left .Dmin = - 0.0338 in at 17.99 ft from left • RI = 0.000 k Vmax = 26.08 k at 29.95 ft from left Rr = 0.000 k Vmin = -26.08 k at 6.04 ft from left • cc col 1) Cei.)e0 /o.ss (:17)C3./.) — (r ,M t J = 0.9 C a, LI H (.5) (010 C t ti) tt- Ct. vc,. 7 - 0-1 '6) ( 3 ‘..) -- A • r -^ 1 • rou, JOB I I L1 t4 `7/ 7 NO. N I S H K I A N DEAN SHEET NO. "' OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /'J o 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY I DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE i Fp G IA CAI- 64PLIAAA P p a P ,, + M e.¢ Ke ∎I PV 4 F + M.e � P oi My L 6 M � �• 1 ! 4 97" I + /1, 4 1 = (fl Z O M �( � A f 41./J Pri.1 bE 161 ‘01- N S 1k 1 I v%.) Mb s r 1,e1A-r24 1 A,61 4 - ) I 6`f 4 -tda 1 ) 14 b Aua tJ t er+7/7 ' - Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:35PM, 6 MAY 04 Description : Addition/Remodel Scope: Rev 580000 User KW-0603678, Ver 5.8 0 1- Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations s' k' ��a., v- 'S'- �.T.SWi.�L°:fs�?�.°aF..,". .,?' »'��'�.272°hy.']Nf.. ` X42" 'iF;.$WtR�c?;..fl�?�'a•'.A,3FA�k rT.r.F3Rbim"i'. m �aa�'„3};3Ya5M1 b�1...�:Pl.w... 4dYtM!.&9i.F*.4�.. w.&a'�. Description W8x31 Grid LU11 xa1T. Cot.- 2 Si General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 z Steel Section W8X31 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads I. Axial Load... Dead Load 60.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 30.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load Applied Moments X -X Axis Moments DL LL ST At TOP 5.00 k -ft Height Between Ends 2.00 k -ft 0.000 ft At BOTTOM k -ft Y -Y Axis Moments DL LL ST At TOP 4.00 k -ft Height Between Ends 2.00 k -ft 0.000 ft At BOTTOM k -ft Summary Column Design OK Section : W8X31, Height = 13.00ft, Axial Loads: DL = 60.00, LL = 30.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.6038 0.1683 0.8170 1 0.5880 41.0 Olc AISC Formula H1 - 2 0.4299 0.1095 0.5394 0.4056 AISC Formula. H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc XX Axis : I Beam, Major Axis, (102,000 * Cb / Fv) ^ .5 <= L /rT <_ (510,000 * Cb 1 Fy) ^.5 , Fb per Eq. F1 -6 XX Axis : I Beam, Major Axis, Fb per Eq. Fl -8, Fb = 12,000 Cb Af 1(I * d) YY Axis : Fa calc'd per Eq. E2-1, K *L/r < Cc . YY Axis : I Beam, Minor Axis, Passes Table 85.1, Fb = 0.75 Fv per Eq. F2 -1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short' Fa : Allowable 19.53 ksi 19.53 ksi 19.53 ksi 25.97 ksi fa : Actual 6.57 ksi 3.29 ksi 9.86 ksi 9.86 ksi Fb:xx : Allow [F1 -6] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : xx Actual 2.18 ksi 0.00 ksi 2.18 ksi 2.18 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi Fb:yy : Allow [F1 -7] & [F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi fb : yy Actual 5.18 ksi 0.00 ksi 5.18 ksi 5.18 ksi Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:35PM, 6 MAY 04 Description : Addition/Remodel r Scope : C Rev 580000 Page 2 User: KW-0603678, Ver580, 1- Dec -2003 Steel Column g (c)1983 2003 ENERCALC Engineering Software nd432 ecw:Calculations Description W8x31 Grid LL/11 Analysis Values F'ex : DL +LL 73,931 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 24,935 psi Cm:y DL +LL 1.00. Cb:y DL +LL 1.00 F'ex : DL +LL +ST 98,328 psi Cm:x DL +LL +ST 1.00 Cb:x DL+LL +ST 1.00 Fey : DL +LL +ST .33,163 psi Cm:y DL +LL +ST 1.00 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.019 in at 8.407 ft Max Y -Y Axis Deflection -0.040 in at 8.667 ft Section Properties W8X31 • rte" „roRt?Sa :-- &�' : 's.,,- s rZ -. " ° i b' Y „ , ,,,,,, ,--- ,,,,,, , Depth 8.000 in We 31.01 #/ft Values for LRFD Design.... Web Thick. 0.285 in Ixx 110.000 in4 J 0.540 in4 Width 7.995 in lyy ' 37.100 in4 Cw 530.00 in6 Flange Thick 0.435 in Sxx 27.500 in3 Zx 30.400 in3 Area 9.13 in2 Syy 9.270 in3 • Zy 14.100 in3 Rt - 2.180 in Rxx 3.470 in K 0.829 in Ryy • 2.020 in Section Type = W • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:36PM, 6 MAY 04 Description : Addition /Remodel +� Scope : CP - ` Rev: 580000 User: KW- 0603678,Ver58.0,1- Dec2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description W8x31 Grid FF /3 " 4 r. C b L 'L bpi`{ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - 443�85"ow.•::.. FSiffixt8l`,. kFk#i.&'U. :t`3 3.. 1 . ifib. 3T• e�' M1#'..°-.' 3P &A1:.�°"SC- ,''.S+CbS;'a`i`YA�i` Steel Section W8X31 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads Axial Load... Dead Load 65.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 35.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments X -X Axis Moments DL LL ST At TOP 7.00 2.00 k -ft . Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Y -Y Axis Moments DL LL ST At TOP 4.00 2.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Summary ti Column Design OK Section : W8X31, Height = 13.00ft, Axial Loads: DL = 65.00, LL = 35.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 1 0.5481 0.2637 0.8747 0.6277 AISC Formula H1 - 2 0.4772 0.2259 0.7031 0.5287 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc XX Axis : I Beam, Maier Axis, (102,000 *Cb I Fv) ".5 <= L1rT <_ (510,000 * Cb I Fy) ".5 , Fb per Eq. F1 -6 XX Axis : I Beam, Maior Axis, Fb per Eq. F1 -8, Fb =12,000 Cb Af 1 (I * d) YY Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc YY Axis : I Beam, Minor Axis. Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses ' Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 19.53 ksi 19.53 ksi 19.53 ksi 25.97 ksi fa : Actual 7.12 ksi 3.83 ksi 10.95 ksi 10.95 ksi Fb:xx : Allow [F1 -6] 30.00 ksi 30.00 ksi ' 30.00 ksi ' 39.90 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : xx Actual 3.05 ksi 0.87 ksi 3.93 ksi 3.93 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi fb : yy Actual 5.18 ksi 2.59 ksi 7.77 ksi 7.77 ksi • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:36PM, 6 MAY 04 Description : Addition /Remodel � Scope : 0V ` 5 Rev. 580000 1. User. KW -0603678, Ver5.8.0, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software - nd432.ecw:Calculatio ns Description W8x31 Grid FF /3 Analysis Values F'ex : DL +LL 73,931 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 24,935 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 98,328 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 33,163 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.053 in at 7.540 ft Max Y -Y Axis Deflection -0.104 in at 7.540 ft Section Properties W8X31 Depth 8.000 in Weight 31.01 #/ft Values for LRFD Design.... Web Thick 0.285 in Ixx 110.000 in4 J 0.540 in4 Width 7.995 in lyy 37.100 in4 Cw 530.00 in6 Flange Thick 0.435 in Sxx 27.500 in3 Zx 30.400 in3 Area 9.13 in2 Syy 9.270 in3 Zy 14.100 in3 Rt 2.180 in Rxx 3.470 in K 0.829 in Ryy 2.020 in Section Type = W . • Title : Tigard HS Job # ND432.00 . Dsgnr: RAA Date: 1:36PM, 6 MAY 04 Description : Addition/Remodel Scope: C '' V Rev: 580000 User: KW -0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Caiculations :�..a�u..- �sc�s - .. ;;. .• ...,:.: �. e��m °�s�'"u;v -. � ..kaa.- ::�.a:;s��*suawe.mr;*�e �erca��m�.•�krs:�szxa'�:•»�. .., wn.,,'.�+ Description W8x40 Grid JJ /3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X40 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads Axial Load... Dead Load 100.00 k 1 Ecc. for X -X Axis Moments. 0.000 in Live Load 60.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Applied Moments X -X Axis Moments DL LL ST At TOP 4.00 2.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Y -Y Axis Moments DL LL ST At TOP 3.00 1.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft 0 . Summary 1 Column Design OK Section : W8X40, Height = 13.00ft, Axial Loads: DL = 100.00, LL = 60.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen AISC Formula H1 - 1 0.5334 0.2935 0.8753 . 0.6341 AISC Formula H1 - 2 0.4087 0.2197 0.6284 0.4725 AISC Formula H1 - 3 4. 1 .0 XX Axis : Fa calc`d per Eq. E2 -1, K *Ltr < Cc XX Axis : I Beam, Maior Axis, (102,000 * Cb / Fv)A.5 <= LIrT <_ (510,000 * Cb 1 Fv)".5 , Fb per Eq. F1.6 XX Axis : I Beam, Maior Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Aft (I * d) YY Axis : Fa ca[c'd per Eq. E2.1. K *Ur < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2-1 - Stresses _., Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 19.77 ksi 19.77 ksi 19.77 ksi 26.30 ksi fa : Actual 8.55 ksi 5.13 ksi 13.68 ksi 13.68 ksi Fb:xx : Allow [F1 -6] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : xx Actual 1.35 ksi 0.68 ksi 2.03 ksi 2.03 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi Fb :yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi fb : yy Actual 2.95 ksi 0.98 ksi 3.93 ksi 3.93 ksi . Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:36PM, 6 MAY 04 Description : Addition /Remodel OP — 7 Scope: Rev 580000 Page 2 User KW- 0603678,Ver5.8.0, 1- Dec -2003 Steel Column g (c)1983-2003 ENERCALC Engineering Software nd432 ecw.Calculalions kF`M1f:3SR�"S" -4 E1?y,�'"�n _. '. `}5' NSF? EE �i? 3T. rRY�Lti3??�,' 1..'.} R975��F�P,& fi"= a. �aRY.: '@i'aT.MSyi3C.- !i.�£..'.�.,..• .... . g:S'L.bS2�.rila��£Rh- 1 1'...... .... g` V.' .Pxs't'9.ai9"4, =�"33i� %83SA&9. ._. Description W8x40 Grid JJ /3 Analysis Values . F'ex : DL +LL 76,572 psi. Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'gy: DL +LL 25,751 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 101,841 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 34,249 psi Cm:y DL +LL +ST 0.60 Cb :y DL +LL +ST 1.00 Max X -X Axis Deflection -0.027 in at 7.540 ft Max Y -Y Axis Deflection -0.053 in at 7.540 ft Section Properties W8X40 Depth 8.250 in Weight 39.74 #/ft Values for LRFD Design.... Web Thick 0.360 in Ixx 146.000 in4 J 1.120 in4 Width 8.070 in lyy 49.100 in4 • Cw 726.00 in6 Flange Thick 0.560 in Sxx 35.500 in3 Zx 39:800 in3 Area 11.70 in2 Syy 12.200 in3 Zy 18.500 in3 Rt 2.210 in Rxx 3.530 in K 0.954 in Ryy 2.040 in Section Type = W ' • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:43PM, 6 MAY 04 Description : Addition /Remodel Scope C/T Rev: 580000 User: KW- 0603678. Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432 ecw Calculations Description W8x28 at Gridline AA/6 thru 12 . General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X28 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 11.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 11.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 11.000 ft Kyy 1.000 Loads Axial Load... Dead Load - 12.50 k Ecc. for X -X Axis Moments 3.000 in lmdS -4 J ki Live Load 19.00 k Ecc. for Y -Y Axis Moments 1.000 in ■ Short Term Load 10.00 k Applied Moments . 'Y-Y Axis Moments DL LL ST At TOP 8.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Summary Column Design OK ' Su , Section : W8X28, Height = 11.00ft, Axial Loads: DL = 12.50, LL = 19.00, ST = 10.00k, Ecc. = 3.000in Unbraced Lengths: X -X = 11.00ft, .Y -Y = 11.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.6551 0.5817 AISC Formula H1 - 2 0.7697 0.6703 AISC Formula H1 - 3 0.5687 0.2775 4' G ` 0 o1`- XX Axis : Fa calc'd per Eq. E2 -1, K *L/r < Cc XX Axis : I Beam, Major Axis, (102,000 * Cb I Fv) ".5 <= LIrT <_ (510,000 * Cb I Fy) ".5 , Fb per Eq. F1 -6 XX Axis : I Beam, Major Axis, Fb per Eq. Fl -8, Fb = 12,000 Cb Af 1 (1 * d) YY Axis : Fa calc'd per Eq. E2-1, K *Ltr < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fv ner Eq. F2 -1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 18.73 ksi 18.73 ksi 18.73 ksi 24.92 ksi • fa : Actual 1.52 ksi 2.30 ksi 3.82 ksi 5.03 ksi Fb:xx : Allow [F1 -6] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb xx Actual 1.54 ksi 2.35 ksi 3.89 ksi 5.12 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi fb : yy Actual 16.37 ksi 2.87 ksi 19.23 ksi 20.74 ksi Analysis Values F'ex : DL +LL 101,806 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 Fey : DL +LL 22,543 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 135,403 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 29,982 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection =0.049 in at 6.380 ft Max Y -Y Axis Deflection -0.244 in at 6.380 ft • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:43PM, 6 MAY 04 Description : Addition /Remodel rr,� Scope M2 •P Rev 580000 Pa e 2 User. KW-0603678, Ver 5.8.0, 1-Dec-2003 Steel Column g (c)1983 -2003 ENERCALC Engineering Software nd432.ecw.Calculations .'i.'S`h; k'P'a?¢k4S: a... %`St4. .:..& £:... . ?6.. W1niw`T...: &FsaM-' T'.St^`}.AC•"2$k'.d.� � tP :.i: ". i#S%'u 'thMR�.:w,,;+^531e'�S. S ^eiT3 :M:T'T1.'l4':.4' k %» ivy£:: ' .::mE 't?F.IE�P^e -7 ' 'a'.m3 @qfq;.....:% : 'J 3 Tu. Description W8x28 at Gridline AA/6 thru 12 Section Properties W8X28 Depth 8.060 in Weight 28.02 #/ft Values for LRFD Design.... Web Thick 0.285 in Ixx 98.000 in4 J 0.540 in4 Width 6.535 in lyy 21.700 in4 Cw 312.00 in6 Flange Thick 0.465 in Sxx 24.300 in3 Zx 27.200 in3 Area 8.25 in2 Syy 6.630 in3 Zy 10.100 in3 Rt 1.770 in Rxx 3.450 in K 0.859 in Ryy 1.620 in Section Type = W Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:39PM, 6 MAY 04 Description : Addition /Remodel Scope : V x * {° Rev: 580000 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecwcalculaUons cvu >?ssc..o„ ..xl�tc��;.=a, - .s- �3.gssi,.'�i flE,�' �:'a;,: a��sy;; �?_.. >.. .... .. ... 'l:.e"�,:€.z'Cdus°"mvre.«�ekss ..,u '?�i •tfL,.. s?ceatsS5..;?ECx�@+r Description W8x28 Grid AA/3 - Low Media Roof General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X28 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 18.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads Axial Load... Dead Load 5.00 k Ecc. for X -X Axis Moments 3.000 in Live Load 15.25 k Ecc. for Y -Y Axis Moments 5.000 in • Short Term Load k - Summary Column Design OK Section : W8X28, Height = 18.00ft, Axial Loads: DL = 5.00, LL = 15.25, ST = 0.00k, Ecc. = 3.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live D + LL 1 DL + ST + (LL if Chosen] AISC Formula H1 - 1 0.5120 ,0.7130 1 0.5111 AISC Formula H1 - 2 0.4582 0.6084 0.4575 AISC Formula H1 - 3 0.2020 G G • d XX Axis : Fa calc'd per Eq. E2.2, K *Lfr > Cc XX Axis : I Beam, Major Axis, LIrT > (510,000 * Cb / Fv) ".5 , Fb per Eq. F1.7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af 1(1 * d) YY Axis : Fa calc'd per Eq. E2 -2, K *L/r > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fv per Eq. F2.1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 8.42 ksi 8.42 ksi 8.42 ksi 11.20 ksi , fa : Actual 0.61 ksi 1.85 ksi 2.45 ksi 2.45 ksi Fb:xx : Allow [F1 -6] 20.95 ksi 20.95 ksi 20.95 ksi 27.86 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 20.95 ksi 20.95 ksi 20.95 ksi 27.86 ksi fb : xx Actual 0.62 ksi 1.88 ksi 2.50 ksi 2.50 ksi Fb:yy : Allow [F1 -6] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 37.50 ksi 37.50 ksi 37.50 ksi 49.88 ksi fb : yy Actual 3.77 ksi 11.50 ksi • 15.27 ksi 15.27 ksi Analysis Values F'ex : DL +LL 38,020 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 Fey : DL +LL 8,419 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 50,567 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 11,197 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 . Max X -X Axis Deflection -0.064 in at 10.440 ft Max Y -Y Axis Deflection -0.482 in at 10.440 ft • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:39PM, 6 MAY 04 Description : Addition/Remodel Scope : C1 \ Rev: 580000 a User KW- 0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw Calculations' Description W8x28 Grid AA/3 - Low Media Roof Section Properties W8X28 Depth 8.060 in Weight 28.02 #/ft Values for LRFD Design.... Web Thick 0.285 in Ixx • 98.000 in4 J • 0.540 in4 Width 6.535 in Iyy . 21.700 in4 Cw 312.00 in6 Flange Thick 0.465 in Sxx 24.300 in3 Zx 27.200 in3 Area 8.25 in2 Syy 6.630 in3 Zy 10.100 in3 Rt 1.770 in Rxx 3.450 in K 0.859 in Ryy 1.620 in , Section Type = W Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:47PM, 6 MAY 04 Description : Addition/Remodel Scope : C ;: 9 ~ n,,,-- • Rev: 580000 . User: KW- 0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations :m^. .,,,..::�a.• -... ss: aaaa ,r;.:r;x. =xces:�s �s�w=: cep•: i». vr•: xiaynsasc= �w,...su- �ievs�E >s^c�. < Description 8" Dia Pipe Column - Grid BB General Information • Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 .'n. .3i�SW�:. " 1�1? 3iN�g{�.£3'i'&8re?s'�£�:::•>s ' Steel Section P8STD Fy 35.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 26.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 26.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 26.000 ft Kyy 1.000 Loads - = WkA� 'e•�Y;3l:y.�'•"?tt..:i�??A�i l J �':1��. -., _. e`X1.AT,.'aR4:N!« ... Rtl _�.. w."n .... dE'{�4`Y' M::a`2.a`:.a'`.a... ..�. nX�&'n`• Axial Load... Dead Load 5.00 k , 10,44 , 6$, Ecc. for X -X Axis Moments 8.000 in Live Load 7.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.500 k 17.000 ft Along X -X ( y moments) k ft Applied Moments ; 1 Y -Y Axis Moments DL LL ST At TOP 8.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft , c- °,rte L<4,0watt Column Design OK Section : P8STD, Height = 26.00ft, Axial Loads: DL = 5.00, LL = 7.00, ST = 0.00k, Ecc. = 8.000in Unbraced Lengths: X -X = 26.00ft, Y -Y = 26.00ft I Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 F AISC Formula H1 - 3 0.3999 0.2136 1 0.6135 0.5374 XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc YY Axis : Fa calc'd per Eq. E2 -1. K *Ltr < Cc Stresses Allowable & Actual Stresses Dead . Live DL + LL DL + Short Fa : Allowable 12.03 ksi 12.03 ksi 12.03 ksi 16.00 ksi fa : Actual 0.60 ksi 0.83 ksi 1.43 ksi 1.43 -ksi Fb:xx : Allow [F1 -6] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : xx Actual 2.38 ksi 3.33 ksi 5.71 ksi 10.03 ksi Fb:yy : Allow [F1 -6] 23.10 ksi 23.10 ksi . 23.10 ksi 30.72 ksi . Fb:yy : Allow [F1 -7] & [F1 -8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : yy Actual 5.71 ksi 0.00 ksi 5.71 ksi 5.71 ksi Analysis Values F'ex : DL +LL 13,240 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 13,240 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 17,610 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST . 17,610 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.681 in at 14.387 ft Max Y -Y Axis Deflection -0.285 in at . 15.080 ft .--+ L. l Lis$ oic..-. Axial DL = 5.00k Axial L - 7.00k Axial S OOk 1 .0"... 00-:kiyoil . ® J 9 11,1114 . d f Y O .... 8.00 in . 17 (000 1142OF Wirt • x x ©. tW I (.1� b � rE , 26.00ft r fi 41 O • Y sk ( It. 12 ' X W a � 3 X -X Axis Point Load: DL =0.0, LL =0.0, ST =1.5 k @ 17.00ft . O S My:Top : DL =8.0, LL =0.0, ST =0.0 k -ft • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:58PM, 6 MAY 04 it Description : Addition/Remodel C-9- ii Scope: Rev: 580000 User: KW0603678,Ver5.8.0,1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw.Calculations. Description 8" Dia Pipe Column - Grid U13 - Floor. Load Case MA%A BSc- LofieD W '24 )c 44 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section P8STD Fy 35.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 13.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads Axial Load... Dead Load 32.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 15.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) k ft Along X -X (y moments) 13.500 3.500 4.000 k 13.000 ft Applied Moments Y -Y Axis Moments DL LL ST At TOP 8.00 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft r Column Design OK Section : P8STD, Height = 13.00ft, Axial Loads: DL = 32.00, LL = 15.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.0011 ■ Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.4825 0.5938 0.4406 AISC Formula H1 - 2 0.4288 0.5138 0.3863 AISC Formula H1 - 3 0.1012 es` XX Axis : Fa calc'd per Eq. E2 -1, K *LIr < Cc YY Axis : Fa calc'd per Ea. E2 -1, K *LIr <.Cc Stresses Allowable & Actual Stresses Dead . Live DL + LL DL + Short Fa : Allowable 17.64 ksi 17.64 ksi 17.64 ksi 23.46 ksi fa : Actual 3.81 ksi 1.79 ksi 5.60 ksi 5.60 ksi Fb:xx : Allow [F1 -6] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1 -6] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : yy Actual 5.71 ksi 0.00 ksi 5.71 ksi 5.71 ksi Analysis Values F'ex : DL +LL 52,962 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 52,962 psi Cm:y DL +LL 1.00 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 70,439 psi Cm :x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey: DL +LL +ST 70,439 psi Cm:y DL +LL +ST 1.00 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.071 in at 7.540 ft Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:10PM, 6 MAY 04 Description : Addition /Remodel rt Scope: 15. Rev: 580000 User: KW -0603678 Ver5.8.0, 1-Dec-2003 Steel Column Base Plate (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Typical W8x4O Non -Frame Column . CDR IAl $x • General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i4 U3:5 .,,,,,fi Cs #F .«C^ Xi "Cl!lH? 4: , . K 13 - VT, '., ', ‘ , v01,1A4T , , l .,,-, Yi t ^ , ..^ , i "^ R R.'a"@" ,< Loads Steel Section W8x40 Axial Load 150.00 k Section Length 8.250 in Section Width 8.070 in X -X Axis Moment 0.00 k-ft Flange Thickness 0.560 in Plate Dimensions Web Thickness 0.360 in Plate Length 16.000 in Allowable Stresses Plate Width 16.000 in Concrete fc 3,000.0 psi Plate Thickness 1.250 in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 rl Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 585.9 psi Allow per ACI318 -95, A3.1 Full Bearing : No Bolt Tension = 0.3 *• f'c * Sgrt(A2 /A1) * LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Thickness OK P L ` I( )4 I ■ X I ( Actual fb 25,618.5 psi Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k 1 • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:10PM, 6 MAY 04 Description : Addition /Remodel Scope : Mo.1I Rev: 580000 User. KW-0603678, Ver 5.8.0 1-Dec-2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Typical 8" Diameter Pipe Column General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section HSS8.625x0.375 Axial Load 75.00 k Section Length 8.625 in Section Width 8.625 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.375 in Plate Dimensions Web Thickness 0.375. in Plate Length 14.000 in Allowable Stresses Plate Width 14.000 in Concrete fc 3,000.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 1.500 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 382.7 psi Allow per ACI318 -95, A3.1 Full Bearing : No Bolt Tension = 0.3 * f'c * Sgrt(A2/A1) * LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 25,719.4 psi r` �p L 316 I I' Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:10PM, 6 MAY 04 Description : Addition/Remodel C/9 -1 Scope : Rev: 580000 User: KW -0603678,Ver5.8.0, 1- Dec -2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations fM..R.' T::.m ..4= `@ro�•s"±.. S,tS +: n:::bw P,iY. : t :'.cs'••:tiaMfi, `,N.*te&S4`C..fi:`a"f•1 ?: t 3,M133'c's: C" 'i as�.'•:S,As`"2€. §i K+... ti3 N s.�' d!%FFa> 'k-'W.ff�.: §'*n :E : ...kY^ PSM'n';r Description Typical W8x28 Non -Frame Column General Information • Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 _ _ :". „te a ,.... ,• x 11 - 1 , , ,, , . ;, •_ V Loads Steel Section W8x28. Axial Load 60.00 k Section Length 8.060 in Section Width 6.535 in • X -X Axis Moment 0.00 k -ft Flange Thickness 0.465 in Plate Dimensions Web Thickness 0.285 in Plate Length 16.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 3,000.0 psi Plate Thickness two in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 • Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442. in2 $lJ/17/I ary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 312.5 psi Allow per ACI318 -95, A3.1 Full Bearing : No Bolt Tension = 0.3 * f'c * Sqrt(A2/A1) * LDF 1,800.0 psi • Allow per AISC J9 2,100.0 psi Plate Bending Stress Thickness OK Actual fb 16,313.8 psi P 1 I '' `'L I b Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k F Allowable 5.500 k - I • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:10PM, 6 MAY 04 Description : Addition /Remodel GT7 -�t Scope : Rev: 580000 User: KW -0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Or- ,•.:: n=... .- ..:,x- r,»»m�+._,.e.a.: .<;,�'-;as:zen;.: s:,:.vma:..., maa,.maas.s:-.. ;. ;, ._ ..:; Description W8x40 at Elevator Pit General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 • . -., .tom 7r ;F , F esd . „ Loads Steel Section W8x40 Axial Load 120.00 k Section Length 8.250 in X-X Axis Moment 0.00 k -ft Section Width 8.070 in Flange Thickness 0.560 in Plate Dimensions Web. Thickness 0.360 in Plate Length 10.000 in Allowable Stresses Plate Width 10.000 in Concrete fc 3,000.0 psi Plate Thickness 1.250 in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist. from Plate Edge 2.000 in Pier Width • 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary D K -9f;tr Oe ra. t1. Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,200.0 psi Allow per ACI318 -95, A3.1 . Full Bearing : No Bolt Tension = 0.3 * f'c * Sgrt(A2/A1) * LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Thickness OK Actual fb 7,234.5 psi PL ( I , i ` CD Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000. k Allowable 5.500 k OA N Nishkian Dean Project Tigard HS By RAA Sheet No. Consulting and Structural Engineers Locatio Date 05/03/04 'D �' Client DOWA Rev. Project No. ND432 Title /Subject Bolted Connection Capacities Narrative Description Tabulate Single -Plate Shear Connection capacity. Allowable Bearing capacities established by AISC, 9 Edition, Table X -A through X -F. LRFD Bearing Capacities and Slip - critical Capacities are proportioned on the basis of relative allowables, i.e. LRFD Increase = (21.1kip /12.6kip) = 1.67; SC Reduction = (10.2kip /12.6kip) = 0.809 Design Summary Maximum No. of Shear LRFD 4)'vuable Allowable SC e W -Beam 7/8" Tab Weld Bearing Beang Bearing Size A325 Thickness Size Capacity 4i Capacity Bolts (in) (in) (kips) (kips) (kips) REMARKS W8 2 3/8 3/16 18 6 x° ,11 s,. 9.0 W10 2 3/8 3/16 18.6 141 9 . 0 W12 3 3/8 3/16 37.0 221 17.9 W14 3 3/8 3/16 37.0 ` rti_ 17.9 W16 4 1/2 1/4 59.3 ,� x 3€ A. 28.7 W18 5 1/2 1/4 82.2 494j 39 W21 6 1/2 1/4 105 .0 6iii 50.8 W24 6 5/8 1/4 105.0 fi 27 s . 50.8 W27 7 3/4 5/16 127.9 °; 7 ? 6q� 61.9 2/5/98 Calculation Sheet J08 -1 I�(G, A 1-D i-1-5 • NO N 1 S H K 1 A x'-0 N DEAN SHEET NO. 9 ' OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 y ' CALCULATED BY DATE C - 4-° 1 . 319 SW - Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE • SCALE v ID) ry `L kr JLd 1461 / 14 �JS . 4 - 103 , c.-0 l..- • 1 % /6 diameter bolts • A' ' ?) Table 4- 8.(cont). - Single -Plate Connections 15 o Vii Bolt, Weld, and Single -Plate Design Strength, kips I . ASTM Thread Support Hole Plate Thickness, In. n Desig. Cond. Cond. Type 1 /4 - 5 /16 3 /a 7 /16 / /2 9 /16 I f 3 A325 N Flexible STD 37.9 37.9 37:9 37.9 37.9 - 7 ( 77 (L.-, ` r 9) SSLT. 37.9 37.9 37.9 37.9 : 37.9 - I 1 7 H Rigid STD 48.9 56.7 56.7 56.7 - SSLT 392 48.9 56.7 56.7 56.7 X Flexible STD 39.2 • 47.4 47.4 47.4 47.4 SSLT 39.2 47.4 • 47.4 47.4 4'7.4 . w 11- Rigid STD 392 48.9 58.7 68.5 70.9 - RP vt rl I) op_ Q U l - N ( S SSLT 39.2 48.9 58:7 68.5 70.9 ' - A490 N Flexible STD 39.2 47.4 47.4 47.4 47.4 - SSLT 39.2 47.4 47.4 47.4 47.4 - .. Rigid STD 39.2 48.9 58.7 68.5 70.9 - SSLT 39.2 48.9 58.7 68.5 70.9 - t4D -I'ti : vs •• M (4 VA LL.( ? • X Flexible STD . 392 • - -48.9 58.7 59.2 59.2 - I" SSLT 392 48.9 58.7 59.2 592 - Rigid STD 392 48.9 58.7 68.5 78.3 - I I- L� 114 I �E�T SSLT 39.2. 48.9 58.7 68.5 78.3 - G A325 N Flexible STD 19.0 19.0 19.0 19.0 19.0 - 77 (‘-v-1 ` Z 0 �. L( if/eV . (L = 6) • SSLT 19.0 19.0 19.0 19.0 19.0 - ) ..-- '? Rigid STD 25.5 25.5 25.5 ' 25.5 25.5 - F ! SSLT 26.1 28.6 28.6 28.6 28.6 X Flexible STD 20.1 23.8 . 23.8 23.8 23.8 - 1 � SSLT 20.1 23.8 23.8 23.8 23.8 _ - M A-)4. tiv (' 1- Al" e I V`I to Rigid STO 26.1 31.9 31.9 31.9 31.9 - SSLT 26.1 32.6 - 35.7 35.7 35.7 - ' 1 / 7- U I ' A490 N Flexible STO 20.1 23.8 23.8 23.8 23.8 - ' Vt f. ( t , ka) t1 '' I i' SSLT 20.1 23.8 23.8 23.8 23.8 - Rigid 611) 26.1 31.9 31.9 31.9 31.9 - 44. q v- SSLT 26.1 32.6 35.7 35.7 35.7 - X Flexible STD 20:1 25.1 29.8 29.8 29.8 - C) l • SSLT 20.1 25.1 29.8 29.8 29.8 - Rigid STD 26.1 32.6 39.2 39.9 39.9 - STD = Standard holes SSLT -N 26.1 32.6 included 39.2 • _ 44.6 44.6 - A-4 Vv , I i C2 ( A"' 1-( F SSLT = Short- slotted holes transverse X = Threads excluded • Table 4-9. , (o id_ `, 4) ' q . ( Welds for Single - Plate Connections L L Minimum HSS Thickness (in.) Q (C.- Plate Weld Size Rectangular Resistance L Thickness (in.) 70 ksi (in.) (Fy = 46 ksi) Round 4)Rn (kiPsfin.) 5r0-> 0 J. 1 .13c 0 /3 i q L I '2 -- 11_ L 1/4 3/76 0.17 l - 10.3 / Fy 8.35 D I .(o �O . L t �� 2 i / L 1 546 1 /4 0.22 12.9/ Fy 11.14 i `b 3 46 5 /16 0.28 , 15.5 / F y 13.92 _ 11 1 . /16 3 /e 0.34 18.0/Fy 16.70 , v' 14 " = c A I t I 1 . 1/2 3 /e 0.34 20.6 / 16.7Q M1IJ t lb'17' c 11.S'C 9/16 7 /16 0.39 23.21 Fy 19 . 4 9 0IlA 4 C., r$ ).• R - W3 FORMLOKT"° • 61 in (165 mm) TOTAL SLAB DEPTH 4 Welds .; ,. • Normal Weight Concrete 3 Welds � ' : -...� 145 pcf (2,320 kg/m3) ,,` ,�, a fl . 60.4 psf (2,892 N /m ... Galvanized or Phosphatized /Painted • 1 Hour Fire Rating <----- 1`l • Deck Weight and Section Properties le Weight (psf, N /m) Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (lb, N) Gage Gall Phos/ I 4 +S - End Bearing • Interior Bearing 616.0 Painted in. in. in. 2 3 4 4 5 V 2180 mm mm mm 51 mm 76 mm 102 mm 102 mm 127 mm 2 2 1.9 1.8 0.718 0.418 0.444 190 228 267 601 701 22 91.0 86.2 980,492 22,473 23,871 2,773 3,327 3,897 8, 771 10,230 V • 21 2.1 2.0 0.837 0.495 0.531 240 286 331 781 906 100.5 95.8 1,142,997 • 26,613 28,548 3,503 4,174 4,831. 11,398 13,222 V • 2.3 2.2 0.896 ` 0.534 0.564 268 316 365 877 1014 V 20 . 110.1 105.3 . 1,223,567 28,709 30,322 3,911 4,612 5,327 12,799 14,798 Allowable Superimposed Loads (psf, kN/m ArtA11C µ45.l40 z.eD a) e Span (ft-in. mm) . cm as a 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10' -6" 11' -0" 11' -6" 12' -0" 12' -6" • 13' -0" 13' -6" 14' -0" 14' -6" 1 -0" V - 0 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,510 3,660 3,810 3,960 4,110 4,270 4,420 4,570 1 ;266 -235 209 x -186 166 149 V 134 1,120 :MA 08 ,97, it. 870 4 79 x =x'71 . 64 57 127 113 �w ]`Op 8 9 79 s =mot 71 84 5 7` g 52 46- �,4 38; 34, 3. 1 2:7 322 291 20 9 f 1 86 4 66 149 134 .f 120 108 ` Z97 187 4 7 9 , 71." 64 57 2 {00% . 8 9 79 ` 7 1r 6 -N .4 e57"1 - 46 A. 4 2 13 34 3.1 .. 2-'4 ,-', 3 22 154 13 9 322 291 265 242 1 . i66 149 (' f 134 ` 108 97 87 � 79 7 64 57:',k -�. V 15.4 13.9 12 7 11.6 9 . 7 �' 7 1 644 **gf57,,f52 6 fi 42_'� 38 34 3.1 2.7 1 356 322 4 '236 ; 211 ' 189 ;y 170, il i537138 125 113'; fi T 102 ° 93 84 76 69 e 170 15.4 :` 113 F 101 90 8 1 z 73 66 . 60 54 49 45 40 _ 3.6 39 2 356 322 293 267 189 , 1701'01 , ,g458' . ''" - , 4 ;‘,? - 488';V , 11 25 1 13° 102' X9 3 84 76 69 y y 21 170 15.4 14.0 12.8 90 81H 73 - 66 60 54 t. 49 ;.45 40 . , 3.6 3.3 • e > 356 322 293 267 246 226 r . 76 69 ` , 3 170 1 140 128 118 108 73 .*6:6 60 54 49 45 4.0 3.6 '3.3_ - e 1 373 337 250W 4 .224 201 x 181 =x 163 147 ; 133 r 1 21 110 100 90 82 74 or 179 16 1 120 ',, 107 96 87 78 70 3 s 64 . §58 ". t' 5 3 48 43. 3 3.5 : . 20 2 373 337 306 280 201 X 181 163 °1 133' '4121 11 100 90 82' 74 ' fp 17.9 16:1 14.7 13.4 .'96 8.7, 78 ,A 70 " t 64 ,58F 53, 4,8 4 :3 3. 3.5, 3 373 337 306 280 257 237 163 = '147 1 121 11 0', 1 00 90,. 82 741 179 16.1 14.7 13.4 12.3 11.3 7:8 58 ,5 3 4.8 V 4.3 . 3.9 3.5 AA 1,..0,14) Shoring required in'shaded are to nght'of heavy line Diaphragm Shear Values, q (plf, kN /m) w 0 Span (ft-in., mm) . ci' 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10' -6" 11' -0" 11' -6" 12' -0" 12' -6" 13' -0" 13' -6" 14' -0" 14' -6" 15' -0" ° 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,510 3,660 3,810 3,960 4,110 4,270 4,420 4,570 q3 2350 2340 2325 2315 2305 2300 2290 2285 2275 2270 2265 2260 2255 2250 2245 22 34.30 34.15 33.93. 33.78 33.64 33.57 33.42 33.35 33.20 33.13 33.06 32.98 32.91 32.84 32.76 2430 2410 2390 2375 2360 2345 2330 231 2300 2290 2280 2270 2265 2260 2250 q 35.46 35.17 34.88 34.66 34.44 34.22. 34.00 33.8 33.57 33.42 33.27 33.13. 33.06 32.98 32.8 • q3 2355 2340 2325 2315 2300 2295 2285 2275 2270 2260 2255 2250 2245 2240 2235 V 21 34.37 34.15 33.93 33.78 33.57 33.49 33.35 33.20 33.13 32.98 32.91 32.84 32.76 32.69 32.62 4 2460 2435 2410 2390 2370 2355 2340 2330 2320 2305 2290 2280 2270 2265 2260 4 q 35.90 3 35.17 34.88 34.59 34.37 34.15 34.00 33.86 33.64 33.42 33.27 33.13 33.06 32.98 2355 2340 2325 2315 2300 2290 2285 2275 2265 2260 2255 2245 2240 2235 2230 20 q 34.37 34.15 33.93 33.78 33.57 33.42 33.35 33.20 33.06 32.98 32.91 32.76 32.69 32.62 32.54 0 . 2480 2455 2430 2405 2380 2365 2350 2335 2320 2310 2300 2290 2280 2270 2260 q 36.19 35.83 35.46 35.10 34. 34.51 34.30 34.08 33.86 33.71 33.57 33.42. 33.27 33.13 32.98 W3 FORMLOK decks with structural concrete fill may be considered rigid diaphragms, with F <1 (5.7). - 4V f 76 a VERCO MANUFACTURING CO. Catalog VF1 • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 3:09PM, 5 MAY 04 Description : Addition /Remodel D 4 �. Scope : Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Composite Steel Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432 ecw:Calculations Description Composite Floor Beam at Chemistry Labs �16xti(o G - I �� Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 . Section Name W16X26 Fy 50.00 ksi Beam Span 31.000 ft ft 3,000.00 psi Beam Spacing 6.000 ft Concrete Density 145.00 pcf . Slab Thickness 6.500 in Stud Diameter 0.750 in Deck Rib Height 3.000 in Stud Height 5.000 in Rib Spacing 12.000 in Beam Weight Added Internally Rib Width 5.000 in Using Partial Composite Action Rib Orientation Perpendicular Elastic Modulus 29,000.00 ksi Beam Location Slab Both Sides Dead Loads (applied before 75% curing) Full Span Uniform Loads... / Point Loads... # 1 0.510k/ft 0 `�FwClrs , ) # 1 k ft Live Loads (applied after 75% curing) ii Full Span Uniform Loads... Point Loads... # 1 0.540k/ft (1+-o +II) �I k ft ✓ ' OK Shored & Unshored Using: W16X26, Span = 31.00ft, Slab Thickness = 6.500in, Deck. Rib Ht= 3.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab I Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 21,432.8 psi Allowable = 33,333.0 psi OK Unshored DL Stress Actual = 20,140.8 psi Allowable = 33,333.0 psi OK Actual Shear Stress Actual = 4,252.2 psi Allowable = 20,000.0 psi OK Unshored Stress Check.... (Mdl /Ss + MII /Strans) Actual = 30,896.2 psi Allowable = 45,000.0 psi OK MII / Strans(top) Actual = 296.9 psi Allowable = 1,350.0 psi OK Alternate Unshored Stress Check : (Mdl + MII) / Ss 40,428.5 38,000.0 psi Shored Concrete Stress Check....(Mdl + MII) / (Strans:top * n) 591.7 1,350.0 psi Shear Studs & Shear Transfer Actual # Studs 28 per 1/2 beam span Stud Capacity 10.86 k V'h : min 48.00 k Total req'd 1/2 Span 5studs Vh @ 100% 192.00k Vh : Used 192.00 k Zone 1 from 0.000 ft to 5.167 ft , Use 10 studs Zone 2 from 5.167 ft to 10.333 ft , Use 9 studs Zone 3 from 10.333 ft to 15.500 ft , Use 9 studs Zone 4 from 15.500 ft to 20.667 ft , Use 9 studs Zone 5 from 20.667 ft to 25.833 ft , Use 9 studs Zone 6 from 25.833 ft to 31.000 ft , Use 10 studs • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 3:09PM, 5 MAY 04 Description : Addition /Remodel 3 Scope: Rev: 580000 User KW -0603678, Ver 5.8.0, 1- Dec -2003 Composite Steel Beam Page 2 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations +eF +m, w� ".1.7, -.4 ,,, ;.zc -s ree ,,,, .. �, �.... �. , n . .? yza - .............. :. w::d ' Description Composite Floor Beam at Chemistry Labs Deflections : Transformed 1,280.76 in4 I : Effective 1,280.761n4 Shored shored // It Before 75 % Curing 0.300 in (after shores removed) r l.276in l.. _ v l3E p- 1 Construction Loads Only • 0.000 in 0.000 in After 75% Curing 0.302 in 0.302 in Total Uncured Deflection 0.300 in : L / 1241.0 1.276 in : L / 291.6 Composite Deflection 0.602 in : L / 618.0 1.577 in : L / 235.8 Reactions :,,n ,: r. ..:> s ....t :wir s. ne.r .y.... . ! , ,..-pK. ,∎,,,, :re :az ...... .... . . .... 'M. .1.. ' 'V "... T. ......... ..... Load Combinations... (7a Left 0 Right K Dead + Constuction 8.31 k 8.31 k 0 ,51 -r, - Composite 8.37 k 8.37 k L / U7 5� Max DL + LL 16.68 k 16.68 k r ( Analysis Values Maximum Moments Effective Flange Width... Dead Load Alone 64.40 k -ft Fb : Allow 33.00 psi Based on Beam Span 7.750 ft Dead + Const 64.40 k -ft n : Strength 9.29 Based on Beam Spacing • 6.000 ft Live Load Only 64.87 k -ft n : Deflection 9.19 Dead + Live 129.26 k -ft Effective Width 6.000 ft Support Shears Shear @ Left 16.68 k Shear @ Right 16.68 k Section Properties Section Name W16X26 Depth 15.690 in Ixx : Steel Section 301.00 in4 Width 5.500 in I transformed 1,278.21 in4 Flange Thick 0.345 in Strans : top 282.24 in3 Web Thick 0.250 in Strans : bot 72.37 in3 Area '7.680 in2 Strans : eff @ bot 72.37 in3 Weight 26.087 #/ft n *Strans : Ef @ top, 2,621.7 in3 I -steel 301.00 in4 X -X Axis from Bot 17.66 in S steel : top 38.37 in3 Vh @ 100% 192.00 k S steel : bottom 38.37 in3 Floor Map D- CP RAM Steel v7.0 RAM DataBase: ND432 05/03/04 17:00:13 N>o Building Code: UBC2 Floor Type: Floor • / • \ ..... . • it _ _ : Ap__ a.. o .:..0 . • •� • 0 0 .!+" CS7 Q •S1 0_ • O:. ` y & I c c W12x26 ill W12x2Ei, W16x26(22)c =12" 6 p - • E.\, 3M r : _ W16x26 (25) c m W16x26 (22)0 12•m 'm/16x 26 (18) ;it,' '• �� W16x (2 =3M' 6 W16x31 (25) 0=12 ": W16 76 (16) . 0 .. m .. .. 0 .. .•0••• i', E /' ::. .......... __:..__............ j......;.. ...... _ _.. 40(28)0 =1• M W16x26(16) 6z26 x26( ; ............... _.._ N , . W16x26(24)c 12 x W1 6x31 (25)c =12• :n W16x26j16)� I , ° .� W 17 9 - • (i �- -- N4 n ... .0. 0.:,. r rr : W16x31 (24) c=3/4" . i W16x31 (25) : 1 W 16x26 (16) I_W 16x26 (26)m =12• I W16x26 (22) ... , W16x26 18 I I �'� 1 .,, W12x19i4j ...Wi6x31(25F - Wt6x26(1 u.- 1 "_.�.. W16x26(22): .�N7 xn ., o.,.,. );.:...... :i /� - w ,11 . o :: : : c°•� .: ° ° , FF.8 e ._."oW12x19NV12x1m(4) W16x26(25)c= 12 "i W16x26(16) n : W16x26(26)c =3M" V W16x26 (22); 12x19(•'W12x19(� mI 2,/ 5� m � I - `` ____-_,. ✓V16x31 24 c 2• W (14) 1 W16x26 {16) _ 12x 6 iW 16x 36 {14) W16x26 (22)1 y.. 12x19 1 I s is 2x — , 12x26 1•4 .. _.......... \ : ' i I ........../ Cw12,x19 (. - � W16x26(24)c =12• W16x26(25)c =3M•; m W16x26,(16). W16x26 (26)0 =3M• ,. W16x26(22)c =12. 0I ° • 5 ... is ES N x.3.7. W l2x 19 (•: - °•1 I� W16x26 (24) c =12• W16x26 (25) c =3M•'. = R-, W16x26(16) ' W (26) c=3/4* _ W16x26 (22) - I ' Q - � ..__ W16x26 (24)c =2" 1 � W16x26(25)c=3/4 � W16x26(16( ` W16x26(26)c =3M' W18x35(22)c =12' 12x19(: ;:..)[,, ._ "•••J. W16x26(24)c =12" . W16x26(25)c =3M 3 k //16x26 } •k .. ~ W16x 26(26)c =3M 3 St 2x1!O . ) . .. W21x 44(34)c =3M•; 12x19$) W16x26 (24)c =12• Y W16x26(25)c =12• ; Y , W16x 26(26)0 =3M• W12x1!m ) ' W21x44(34)c 1: 0: 0.. ° : ° t( 8 6 J.J. 5" 12x19") W16x26 (24)c =12" ° W16x26 (25)c =12" iim : W16x26(26)c =3M• •12x19 ) W21x50(32)c =12•' ._.. _. ° WI \ •I 12x19 , - ) W16x 26(24)0 =12• -. W16x26)25)c =12•'. Yf ' 6(16) § W16x26(26)c =3 � M' W12x1! ) : W21x44 (34) c=1": ivi. ... " �" : : � ,�". W16x2 —6 ' '/ 14x22( W1x36 (14) 1 .. )x(6) ) :W16x36(14) 2x1! ° ) ; W21x44 (34) c=3/4'; ! i i W16x26(24) c -12' I 6 I. 2 W16261 w l�s 1 v T Q f 3 I,. o ..... • �� ?� - 3 : • W16x26 (26) c=3/4* W18 5(22)0 =12 12 19 4x22 \ � W16x26 (24)0 3M .. : (25)0 12 'z - 's ue ) f ry q i: -I : : W16x26 (26)0 m W14x 22(22) 6 W12x 19 (,7, t LP8 W16x26 (24) c =12" WIGx26 (25)0 314 ° - - 0 p W16x26(26)c =3M' W14 W12x 19( • W16x26 (24)c=1/2 W16x26 (25)c=1/2'; \ 3 W16x 31 (24); W16x31 (25)I : ' _. W12x26; _, : W16x31 (26)c =12• _, ; W16x31 (22) t14x22 101- 0 ,,... Q __ . ,.. ' c o' ;°; ' 0 '1 ; o • o : o • V ;0 : 0 0 0 ` .0 : 0 0 ; 0 0 • ( j/j ,_ O_ W1Cx22 O W1 x22 ( t y w1Cx22 p . W1Cx22 10x2" wlcx2z wuxzr w10 z 10x2 '0.1 : 0.8 22:5 ,3 : 33.:4 6:6[6.87-6.8 444952 ` 9929810 1031'1'1..'(1,£12 1211 14 • rill F • RAM Steel v7.0 Floor Map RAM DataBase: ND432 05/03/04 17:00:13 PJTE JAIICJNPI • Building Code: UBC2 Floor Type: Floor . • /- \ .._ / ._.. • . : .7 . ` 13.4..... .. : 0 ...... O ib '0 • • 4 � - 10' 0 Q f 145 0 8' O 8 O 1 1 • M13' ..._..._ ... 77 18 7 M - ; :\: : , ; ; : :. : • : : : : : : • o .�' �, 29 " . 38 71 ' : - 136 174 !209'.. `. E\; gip.... p. ..... • X D 27 fig 101 ?`,, ,', .... 7 134 . H : 17 ; 208 :, '21 5 _ 26 :68 - 100: 13 1 72 — m 2 06 f.: el': . : 25 - 67 99 � ,� 132 I. 171 e • ....1 : ..130..�.I .. .... • ..__... NI • • _. ,. _.. e _ 35 42 _ ' i64 ' m 96 `. i ` .' 129 168 o ;,202 .n 2 0 ._.... • j - ./-� 22 :63' 77 95 ' T2 :140 -i- 167 20L GG \ ', : . 7� 18 i - I : } ,1 _ ..1-.. 6 . ..... .. . ....... \ • - / i j 199! N • ��- 21 - 61 : 93 , - 126 , 165 - a� �� ,; 20... _._. ... _- _ so sz 12s � ; .:_ .. _ 1ss ± -O..._ O .1: '- .. i Z .... ''197'_m ... .... _. • ]/ , .. . 19 ; E 59 90 k ... : 124 162 .1 196'. . 920 _ • .... ... • m 0 6 18 _ X58 89 . _ 123 161 X185 I , • L \ 5 .. 16 ' :56 87 121 159 :184 ! I 0 .. / .. / - s �' 4 N 15 w - f55 n 120 158 1, 183 - \ • - a • ...' 3 14 t :54 ,86•':- _ : 119 157 : 181 _. _ ... T!�r ICI • • • ;/ }01K 1 2 13 ,= 53. 76 = . 85 =1 : F '139 1156' 180 :V, 11t 11 _ : 'S1 ... .; ......... 754 �±21 � f16 I.� T 194 _ 218 • a i 115 153 :193: • LPi\ 10 — 49 o o • 9. '47 ` 114 : 152 ..192' . • 8: - 46 82 113 151 191 • m MNII -. . . ... Q 3 :: 0 43 Q - 74 fl .ft 108 u_:106 :.... 143_ .. ,R - 789..0 . S 1 \:..:: "9.1 , .' 0 .81 (2 225 ':3 ' 33..1 44'15,5'2 $1 5' 8 Y9029.810 105.'1 it :1.' 12 1213 ` i, 14 I . ,./io• . . • R AM Steel v7.0 Floor Map RAM DataBase: ND432 05/03/04 17:00:13 IMETWTX N L Building Code: UBC2 • Floor Type: Floor A : To 1 � OA' • o p 7 ,.... • • 0 0 (/,(.9„"',‘J''. :.• .. •, .:. • •■ 0 1 i • 0 : O 926 -1 y v 10 ,: v. v , ., • • • ■ 0 • 8 kJ12x2817k12x.71.14k W16x26 14k : m m , 18k: W16x26 1910 1 7k W16x26 .171m 14 W16x2614I : • • - r`;} „ .. - .._..3 . .. ... • , Di-). , 18k W16x26. 18k 18k . 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FRI Floor Map 0. l RAM Steel v7.0 Page 2/2 RAM DataBase: ND432 05/03/04 17:00:13 INTRNAnCNAI Building Code: UBC2 Surface Loads Label DL CDL LL Reduction Mass DL psf psf psf Type psf Classrooms €j0 +'LO —)100.0 68.0 40.0 Reducible 0.0 A Corridor 80.0 68.0 100.0 Reducible 0.0 LowRoof 21.0 15.0 100.0 Unreducible 0.0 Line Loads R-1 T Label DL CDL LL Reduction Mass DL k/ft k/ft k/ft Type k/ft L1 OperPartFloor 0.000 0.000 0.130 Unreducible 0.000 L3 Stair A/B 0.480 0.000 0.550 Reducible 0.000 L4 Stair C 0.300 0.000 0.275 Reducible 0.000 • • • Vi Gravity Beam Design • Gravity Beam Design RAM Steel v7.0 RAM Steel v7.0 Page 2/287 DataBase: ND432 05/03/04 17:00:13 I DataBase: ND432 05/03/04 17:00:13 ` Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 - Steel Code: LRFD 2nd Ed. • Floor Type: Floor Beam Number = I • Floor. Type: Floor Beam Number =2 SPAN INFORMATION (ft): I -End (0.00,47.00) ,T-End (0.00,77.67) . SPAN INFORMATION (ft): I -End (0.00,47.00) J -End (9.50,47.00) Beam Size (User Selected) = W 18X35 Fy = 50.0 ksi Beam Size (User Selected) = Wl4X22 Fy = 50.0 ksi Total Beam Length (ft) = 30.67 Total Beam Length (ft) = 9.50 • .. OMPOSITE PROPERTIES (Not Shored): . COMPOSITE PROPERTIES (Not Shored): . Left Right Left Right • Concretethickness (in) 3.50 3.50 Concrete thickness (in) - 3.50 3.50 Unit weight concrete (pc() 145.00 145.00 Unit weight concrete (pc° 145.00 145.00 . fc (ksi) 3.00 3.00 • fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Fonnlok VERCO W3 Fonnlok Decking typo VERCO W3 Formlok VERCO W3 Formlok • ' beff(in) = 52.00 Ybar(in) = 17.80 beff(in) = 20.25 Ybar(in) = 13.18 Mnf (kip -ft) = 563.34 Mn Ocip -ft) = 508.82 Mnf (kip -ft) = 255.66 Mn (kip -ft) = 206.07 C (Trips) = 294.56 PNA (in) = • 17.33 C (kips) = " 73.64 PNA (in) = 10.07 Ieff (in4) = 1524.60 !ft (in4) = 1783.53 Leff (in4) = 507.78 In (in4) = 682.76 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 _ Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 45 Partial = 12 Actual = 28 # of studs: Max = 9 Partial = 5 Actual = 7 Number of Stud Rows = 1 Percent of Full Composite Action = 63.47 Number of Stud Rows = 1 Percent of Full Composite Action = 40.74 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CU. - Load Dist DL CDL . LL Red% Type CLL 8.33 3.64 2.48 1.46 0.0 0.00 0.00 0.0 0.00 Snow 0.73 1 0.00 0.417 0.283 0.167 0.0% Red 0.083 15.33 3.32 2.26 1.33 0.0 0.00 0.00 0.0 0.00 Snow 0.66 9.50 0.417 0.283 0.167 0.083 • 22.33 3.64 2.48 1.46 0.0 0.00 0.00 0.0 0.00 Snow 0.73 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.64 kips 0.90Vn = 85.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.76 kips 0.90Vn = 14337 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi 'Mn hip-ft ' ft ft kip-ft kip-ft ft ft kip -ft Center Pre Comp 1.2DL +1.6LL 5.3 4.8 - -- - 0.90 124.50 ' Center Pre Comp 1.2DL +1.6LL 63.4 15.3 -- -- 0.90 249.38 Inil DL 1.4DL - 4.5 4.8 - -- -- Inn DL . 1.4DL 53.2 15.3' . -- - Max + 1.2DL +1.6LL 8.6 4.8 - -- •-- 0.85 175.16 Max+ I.2DL +1.6LL 102.7 15.3 - -- 0.85 432.50 - Controlling 1.2DL +1.6LL 8.6 4.8 -- -- 0.85 175.16 Controlling 1.4DL 63.4 15.3 - - 0.90 249.37 REACTIONS (kips): - . REACTIONS (kips): . • • Left . Right Left Right Initial reaction 1.74 1.74 • Initial reaction 4.67 4.67 • DL reaction 1.98 1.98 DL reaction 5.30 5.30 Max +LL reaction 0.79 0.79 Max +LL reaction 2.12 ' 2.12 Max +total reaction (factored) 3.64 3.64 - Max +total reaction (factored) 9.76 9.76 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 4.75 ft = -0.009 LID = 12670 Initial load (in) at 15.33 ft = -0.414 IJD = 888 Live load (in) at 4.75 ft = -0.002 VD = 54961 Live load (in) at' 15.33 ft = -0.082 L/D = 4515 Post Comp load (in) at 4.75 ft = -0.004 L/D = 30534 Post Comp load (in) at 15.33 ft = -0.147 I1D = 2508 Net Total load (in) at 4•75 ft = -0.013 L/D = 8954 Net Total load (in) at 15.33 ft = -0.561 LID = 656 Gravity Beam Desig Gravity Beam Design El RAM Steel v7.0 Page 3/287 ' /.1 RAM Steel v7.0 Page 4 /287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 . I Building Code: UBC2 Steel Code: LRFD 2nd Ed. rso. Building Code: UBC2 Steel Code: LRFD 2nd Ed. - Floor Type: Floor Beam Number =3 Floor Type: Floor Beam Number = 4 SPAN INFORMATION (ft): 1 -End (0.00,5533) J -End (9.50,55.33) SPAN INFORMATION (ft): I -End (0.00,62.33) J -End (9.50,62.33) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 9.50 Total Beam Length (ft) = 9.50 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) ' 3.50 3.50 Unit weight concrete (pc() . 145.00 145.00 Unit weight concrete (pa) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 28.50 Y bar(in) = 13.24 • beff(in) = 28.50 Y bar(in) = 13.24 Mnf (kip -ft) = 241.73 Mn (kip -ft) = 174.54 • Mnf (kip -ft) = 241.73 Mn (kip -R) = 174.54 C(kips) - = 84.16 • PNA (in) = 9.66 C (kips) = 84.16 PNA (in) = 9.66 Ieff (in4) = 384.72 Itr (in4) = 572.84 Ieff (in4) . = 384.72 In (in4) = 572.84 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 - # of studs: Max = 9 Partial = 7 Actual = 8 # of studs: Max = 9 Partial = 7 Actual = 8 • Number of Stud Rows = 1 Percent of Full Composite Action = 33.08 • Number of Stud Rows = 1 Percent of Full Composite Action = 33.08 LINE LOADS (Wft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL 'Red% Type CLL. I 0.00 0.767 0.521 0.307 0.0% Red 0. 153 I 0.00 0.700 0.476 0280 0.0% Red 0. 140 9.50 0.767 0.521 0.307 0.153 9.50 0.700 0.476 0.280 0.140 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.70 kips 0.90Vn =77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.12 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Pli•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi.Mn kip-ft ft ft kip-ft kip-ft 11 ft hip-ft Center Pre Comp 1.2DL +I.6LL 9.8 4.8 -- -- 090 92.63 Center Pre Comp 1.2DL +1.6LL 9.0 4.8 - -- - 0.90 92.63 Init DL 1.4DL 8.2 4.8 - -- - Inil DL 1.4DL 7.5 4.8 - -- . --- Max + 1.2DL +1.6LL 15.9 4.8 - -- - 0.85 148.36 Max+ I1DL +1.6LL 14.5 4.8 -- -- 0.85 148.36 Controlling 1.2DL +1.6LL 15.9 4.8 - -- 0.85 148.36 Controlling 1.2DL +1.6LL 14.5 4.8 -- -- 0.85 148.36 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 3.20 3.20 • Initial reaction 2.93 2.93 DL reaction , 3.64 3.64 DL reaction 3.32 3.32 Max +LL reaction 1.46 1.46 ' Max +LL reaction 1.33 1.33 • Max +total reaction (factored) 6.70 6.70 Max +total reaction (factored) 6.12 6.12 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 4.75 ft = -0.025 VD = 4.498 Initial load (in) at 4.75 ft = -0.023 VD = 4927 Live load (in) at 4.75 ft = -0.005 IJD = 22631 Live load (in) at 4.75 It = -0.005 VD = 24786 Post Comp load (in) at 4.75 ft = -0.009 L/D = 12573 Post Comp load (in) at 4.75 ft = -0.008 VD = 13770 Net Total load (in) at 4.75 ft = -0.034 VD = 3313 Net Total load (in) at 4.75 ft = -0.031 L/D = 3629 Gravity Beam Design F111' {{ Gravity Beam Design '''''.4 RAM Steel v7.0 . Page 5/287 �IN RAM Steel v7.0 Page 6/287 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Ed. t=trwm# Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number .= 5 Floor Type: Floor Beam Number = 6 . SPAN INFORMATION (ft): I -End (0.00,6933) J -End (9.50,69.33) SPAN INFORMATION (ft): I -End (0.00,77.67) J -End (9.50,77.67) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = Wl4X22 Fy = 50.0 ksi Total Beam Length (ft) = 9.50 Total Beam Length (ft) = 9.50 _ )MPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): - Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pc() 145.00 145.00 Cc (ksi) 3.00 3.00 ' Cc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonulok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok • betT(in) = 28.50 Ybar(in) = 13.24 beff(in) = 20.25 Ybar(in) = 13.18 . Mnf (kip -ft) = 241.73 Mn (kip -ft) = 174.54 Mnf ( kip-ft) = • 255.66 Mn (kip -ft) = 206.07 C (kips) = 84.16 PNA (in) = 9.66 C (kips) = 73.64 ' PNA (in) . = 10.07 Ieff (in4) = 384.72 Itr (in4) = 572.84 • Ieff (in4) = 507.78 Itr (in4) = 682.76 Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn =, 21.0 Stud Capacity (lips) Qn = 21.0 . # of studs: Max = 9 Partial = 7 Actual = 8 - # of studs: Max = 9 Partial = 5 Actual = 7 Number of Stud Rows =1 Percent of Full Composite Action = 33.08 . Number of Stud Rows = 1 Percent of Full Composite Action = 40.74 • LINE LOADS (1c/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.767 0.521 0.307 0.0% Red 0.153 I 0.00 0.417 0.283 0.167 0.0% Red . 0083 • 9.50 0.767 0.521 0.307 0. 153 930 0.417 0.283 - 0.167 • 0.083 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.70 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =3.64 kips 0.90Vn = 85.33 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): Span _ Cond LoadCombo Mu @ Lb Co Phi Phi'Mn Span Coed LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft . fl kip-R kip-ft ft ft kip-ft Center •Pre Comp . 1.2DL +1.6LL 9.8 ' 4.8 -- - 0.90 92.63 Center Pre Comp 1.2DL +1.6LL 5.3 4.8 -- - - 0.90 124.50 InitDL 1.4DL 8.2 • 4.8 -- lnit DL -1.4DL 4.5 4.8 - -- - Max + 1.2DL +1.6LL ' 15.9 4.8 - -- - 0.85 148.36 - Max + 12DL +1.6LL 8.6 4.8 -- - 0.85 175.16 Controlling 1.2DL +1.6LL 15.9 4.8 -- - 0.85 148.36 Controlling 1.2DL +1.6LL 8.6 4.8 -- -- 0.85 175.16 REACTIONS (kips): • REACTIONS (kips): Left Right - Lett Right Initial reaction 3.20 3.20 Initial reaction 1.74 1.74 DL reaction 3.64 3.64 DL reaction 1.98 1.98 Max +L.L reaction 1.46 1.46 • Max +LL reaction 0.79 0.79 • Max +total reaction (factored) 6.70 670 Max +total reaction (factored) 3.64 3.64 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 4.75 ft = -0.025 L/D = 4498 • Initial load (in) at 4.75 ft = -0.009 L/D .= 12670 • Live load (in) at 4.75 ft = -0.005 L/D - 22631 Live load (in) at 4.75 ft = -0.002 1./D = 54961 Post Comp load (in) at 4.75 ft = -0.009 UD = 12573 Post Comp load (in)' at 4.75 ft = -0.004 UD = 30534 Net Total load (in) at 4.75 ft = -0.034 UD = 3313 Net Total load (in) at 4.75 ft = -0.013 UD = 8954 . Gravity Beam Design Gravity Beam Design i ICS RAM Steel v7.0 • ' Page 7/287 % I� RAM Steel v7.0 Page 8/287 RAM DataBase: ND432 . ' 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. + Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number =7 Floor Type: Floor Beam Number =8. ` SPAN INFORMATION (ft): I -End (9.50,13.33) J -End (9.50,47.00) SPAN INFORMATION (ft): I -End (9.50,13.33) J -End (35.50,1333) Beam Size (User Selected) = W21 X44 Fy = 50.0 ksi Beam Size (User Selected) = W 16X31 Fy = 50.0 ksi Total Beam Length (ft) = 33.67 Total Beam Length (ft) = 26.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right Concrete thickness (in) 3,50 3.50 Concrete thickness (in) 3.50 0.00 . Unit weight concrete (pc() 145.00 145.00 Unit weight concrete (pct) 145.00 0.00 • fc (ksi) 3.00 3.00 fc (ksi) 3.00 0.00 Decking Orientation parallel parallel Decking Orientation . perpendicular perpendicular - Decking type . VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok Non Composite bell (in) = 56.50 Y bar(in) = 19.73 bell (in) = 39.00 -Y bar(in) = 15.80 Mnf (kip -ft) = 757.84 Mn (kip -R) . = 660.73 • Mnf (kip ft) = 438.64 Mn (kip -it) = 392.06 C (kips) = 256.23 PNA (in) = 17.65 C (kips) = 208.78 PNA (in) = 15.43 Ieff (in4) = 2172.39 Itr (in4) = 2707.94 Ieff (in4) = 1091.50 Itr (in4) _ . 1300.14 Stud length (in) = 5.50 • Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 , Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 60 Partial = 15 Actual = 30 # of studs: Full = 41 Partial = 11 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 50.81 Number of Stud Rows = 1 Percent of Full Composite Action = 59.98 POINT LOADS (kips): - POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 6.83 8.88 6.04 3.55 14.3 0.00 0.00 0.0 0.00 Snow 1.78 3.50 0.51 0.36 0.00 0.0 2.42 0.00 0.0 0.00 Snow 0.48 13.67 10.94 7.44 4.38 14.3 0.00 0.00 0.0 0.00 Snow 2.19 10.75 1.01 0.72 0.00 0.0 4.83 0.00 0.0 0.00 Snow 0.97 23.67 13.00 8.84 5.20 14.3 0.00 0.00 0.0 0.00 Snow 2.60 18.00 1.07 0.76 0.00 0.0 5.08 - 0.00 0.0 0.00 Snow 1.02 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =30.50 kips 0.9OVn = 195.24 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL CDL LL Red% Type CLL Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn I 0.00 0.342 0.232 0.137 0.0% Red 0.068 kip-ft ft ft kip-ft 26.00 0.342 0232 0.137 0.068 • Center Pre Comp l.2DL +1.6LL 201.8 13.7 - -- -- 0.90 357.75 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.19 kips 0.90Vn = 117.91 kips knit DL 1.4DL 169.1 13.7 - -- -- Max+ 1.2DL +L6LL 310.7 13.7 - -- -- 0.85 561.62 MOMENTS (Ultimate): Span Cohd LoadCombo Mu @ Lb Cb Phi Phi'Mn Controlling t.4DL 201.8 13.7 -- • - 0.90 357 "75 kip-ft ft ft kip-ft °ACTIONS (kips): Center Pre Comp l.2DL +1.6LL 58.3 12.1 - -- -- 0.90 202.50 Left Right Inil DL 1.4DL 38.1 12.5 -- -- Initial reaction 15.35 13.54 ' Max + 1.2DL+1.6LL 148.3 10.8 - -- - 0.85 333.25 DL reaction 17.44 15.38 - Controlling 1.2DL +1.6LL 148.3 10.8 -- - 0.85 333.25 Max +LL reaction 5.98 5.28 REACTIONS (kips): Max +total reaction (factored) 30.50 26.90 Left Right DEFLECTIONS: (Camber = /4) Initial reaction 6,18 5.95 Initial load (in) at 16.67 0 = -0.983 L/D = 411 DL reaction 5.80 5.67 Live load (m) at 16.67 0 = -0.192 UD = 2099 Max +LL reaction 8.27 7.62 Post Comp load (in) at • 16.67 0 = -0.372 L/D = 1086 • Max +total reaction (factored) 20.19 18.99 . Net Total load (in) at 16.67 ft = -0.605 1./D = 668 Gravity Beam Design Gravity Beam Design s t RAM Steel v7.0 Page 9/287 RAM Steel v7.0 Page 10/287 Data ND432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. • am Building Coda UBC2 Steel Code: LRFD 2nd Ed. • DEFLECTIONS: Floor Type: Floor Beam Number =9 Initial load (in) at 13.00 ft = -0.304 IJD = 1026 SPAN INFORMATION (ft): I -End (9.50,20.17) J -End (35.50,20.17) Live load in at 13.00 ft = -0.238 L/D = 1311' Post Comp load (in) at 13.00 ft = -0.285 L/D = 1095 Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Net Total load (in) at 13.00 R = -0589 L/D = 530 Total Beam Length (R) = 26.00 COMPOSITE PROPERTIES (Not Shored): • Left Right - Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 fc (}5i) 3.00 3.00 • Decking Orientation ' perpendicular perpendicular • Decking type VERCO W3 Fonnlok VERCO W3 Formlok belt (in) = 78.00 Y bar(in) = 17.85 . Mnf(kip.R) = 428.15 Mn(kip -ft) = 373.18 C (kips) = 252.48 PNA (in) = 15.45 Ieft(in4) = 1110.55 Itr(in4) = 1299.39 . Stud length (in) _ • 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 LINE LOADS (k/ft): • Load Dist DL CDL ' LL Red% Type CLL ' 1 0.00 0.683 0.465 0.273 2.2% Red 0137 26.00 0.683 0.465 0.273 0.137 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.22 kips 0.90Vn = 104.34 kips • . • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb • Phi Phi *Mn kip-ft ft ft kip-ft ' • Center Pre Comp 1.2DL +1.6LL 65.6 13.0 - - 0.90 165.75 Init DL 1.4DL 55.0 13.0 - -- Max+ 1.2DL +1.6LL 105.4 13.0 - - 0.85 317.20 Controlling 1.4DL 65.6 . 13.0 - -- 0.90 165.75 REACTIONS (kips): • • Left Right • ' Initial reaction 7.82 7.82 • DL reaction ' 8.88 8.88 Max +LL reaction • 3.47 3.47 • Max +total reaction (factored) 16.22 16.22 _ . DEFLECTIONS: (Camber =1/2) . Initial load (in) at 13.00 ft -0.547 L/D = 570 Live load (in) at 13.00 R = -0.085 LID = 3656 Post Comp load (in) at 13.00 ft = -0.155 L/D = 2011 Net Total load (in) at 13.00 R = -0.202 L/D = 1541 • • El Gravity Beam Design �� Gravity Beam Design • RAM Steel v7.0 Page 1 1/287 R AM Steel v7.0 Page 12/287 . RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 • ..ate. 7+ Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFL) 2nd Ed. ( Floor Type: Floor Beam Number = 10 - - - Floor Type: Floor Beam Number =11 • I SPAN INFORMATION (ft): I -End (9.50,27.00) J -End (35.50,27.00) SPAN INFORMATION (ft): I -End (9.50,37.00) J -End (35.50,37.00) Beam Size (User Selected) _ W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 - COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right • Concrete thickness (in) 3.50 • 3.50 Concrete thickness (in) 3.50 3.50 • - Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pci) 145.00 145.00 fc (ksi) • 3.00 3.00 fc (ksi) - 3.00 3.00 . • Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok. VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Fonnlok beft(in) = 78.00 Y bar(in) = 17.85 beft(in) = 78.00 Y•bar(in) = 17.85 Mnf (kip-ft) = 428.15 Mn (kip -fl) = 373.18 Mnf (kip -ft) = 428.15 Mn (kip -fl) = 373.18 C (kips) = 252.48 PNA (in) = 15.45 C (kips) = 252.48 PNA (in) = 15.45 'left (in4) = 1110.55 • Itr (in4) = 1299.39 leff (in4) = 1110.55 Itr(in4) = 1299.39 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 24 8 of studs: Full = 37 Partial = 10 Actual = 24 • Number of Stud Rows = I Percent of Full Composite Action = 65.75 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 LINE LOADS (k/ft): • LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL I 0.00 0.842 0.572 0.337 5.5% Red 0.168 1 0.00 1.000 0.680 0.400 8.8% Red 0.200 26.00 0.842 0.572 0.337 0.168 26.00 • 1.000 0.680 0.400 ' 0.200 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 19.75 kips 0.9OVn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 23.19 kips 0.9OVn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft R R kip-ft kip-ft ft R kip-ft Center Pre Comp 1.2DL +1.6LL 80.8 13.0 -- -- 0.90 165.75 Center Pre Comp I.2DL +1.6LL 96.0 13.0 -- -- 0.90 165.75 Init DL 1.4DL 67.7 13.0 - -- - Init DL I.4DL 80.4 13.0 - -- -- Max+ 1.2DL +1.6LL 128.4 13.0 - -- 0.85 317:20 Max + l.2DL +1.6LL 150.7 13.0 - -- -- 0.85 317.20 Controlling 1.4DL 80.8 13.0 -- - 0.90 165.75 Controlling 1.4DL 96.0 13.0 - -- -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 9.63 9.63 Initial reaction 11.44 11.44 • DL reaction 10.94 10.94 DL reaction 13.00 13.00 Max +LL reaction 4.14 4.14 Max +LL reaction 4.74 4.74 Max +total reaction (factored) 19.75 19.75 • Max +total reaction (factored) 23.19 23.19 DEFLECTIONS: (Camber =4/2) DEFLECTIONS: (Camber = 3/4) Initial load (in) at 13.00 ft = -0.674 I/D = 463 Initial load (in) at 13.00 ft = -0.801 VD = 390 Live load (in) • at 13.00 ft = -0.102 VD = 3072 Live load (in) at 13.00 R = -0.116 LD = 2679 Post Comp load (in) at 13.00 ft = -0. 188 L/D = 1664 Post Comp load (in) at 13.00 ft = -0.219 VD = 1427 • Net Total load (in) at 13.00 ft = -0.362 L/D = 863 Net Total load (in) at 13.00 ft -0.270 L/D = 1157 • • • • .. • A I Gravity Beam Design Gravity Beam Design ' '''14'1 RAM Steel v7.0 gy Page 13/287 % �l l RAM Steel v7.0 Page 14/287 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed ......= Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type:.Floor Beam Number = 12 Floor Type: Floor Beam Number = 13 • cPAN INFORMATION (ft): I -End (9.50,47.00) J -End (9.50,77.67) SPAN INFORMATION (ft): I -End (9.50,47.00) J -End (35.50,47.00) - Beam Size (User Selected) = W2IX50 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 ' Fy = 50.0 ksi Total Beam Length (ft) = 30.67 • Total Beam Length (ft) = 26.00 _ OMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left . Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) - 3.50 3.50 . Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pc) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) •' 3.00 3.00 Decking Orientation parallel parallel • Decking Orientation perpendicular perpendicular , Decking type VERCO W3 Formlok VERCO W3 Fonnlok - Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff (in) = 92.00 Y bar(in) = 21.10 . • beff (in) = 78.00 Y bar(in) = 17.85 ' Mnf (kip -ft) • 940.10 Mn (kip -ft) = 763.27 Mnf (kip -ft) = 428.15 Mn (kip -ft) = 373.18 C (kips) = 294.56 PNA (in) = 18.17 C (kips) = 252.48 PNA (in) = 15.45 Ieff(in4) ' = 2514.33 Itr (in4) • 3401.36 Ieff(in4) = 1110.55 Itr (in4) = 1299.39 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = . 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) On = 21.0 'Stud Capacity (kips) Qn = 21.0 # of studs: Full = 70 Partial = 18 Actual = 28 • # of studs: Full = 37 Partial = 10 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 40.08 Number of Stud Rows = I ' Percent of Full Composite Action = 65.75 POINT LOADS (kips): . LINE LOADS (k/ft): Dist DL CDL RedLL Red% NonRLL StorLL Red% Roo/LL Red% CLL Load Dist . • DL CDL LL Red% ' Type CLL 8.33 13.61 9.25 5.44 19.7 0.00 0.00 0.0 0.00 Snow 2.72 1 0.00 0.917 0.623 0.367 7.1% Red 0.183 . 1533 12.42 8.45 4.97 19.7 0.00 0.00 0.0 0.00 Snow 2.48 26.00 0.917 0.623 0.367- 0.183 • 22.33 13.61 9.25 5.44 19.7 0.00 0.00 0.0 0.00 Snow 2.72 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =21.39 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 33.97 kips 0.90Vn = 213.72 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi' Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Fhi"Mn . kip-ft ft R kip-ft ' kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 88.0 13.0 -- -- 0.90 165.75 , Center Pre Comp I2DL +1.6LL 237.0 15.3 - -- 0.90. 412.50 lnit DL 1.4DL 73.7 13.0 - -- -- InitDL I.4DL -198.6 15.3 - -- . Max+ 1.2DL +1.6LL 139.0 13.0 - -- 0.85 317.20 . Max+ 1.2DL +1,6LL . 357.6 15.3 - - 0.85 648.78 Controlling 1.4DL 88.0 13.0 -- - 0. 90 165.75 • Controlling 1.4DL 237.0 15.3 - ' - 0.90 412.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right • Initial reaction 10.49 10.49 • Initial reaction 17.44 17.44 ' DL reaction 11.92 11.92 DL reaction 19.82 19.82 Max +LL reaction . 4.43 4.43 Max +LL reaction 6.37 6.37 Max+total reaction (factored) 21.39 21.39 • Max +total reaction (factored) 33.97 33.97 DEFLECTIONS: (Camber =1/2) DEFLECTIONS: (Camber = 3/4) Initial load (in) at 13.00 ft = -0.734 LID = 425 Initial load (in) at 15.33 ft = -0.802 L/D = 459 Live load (in) at 13.00 ft = -0.109 . L/D = 2868 Live load (in) at 15.33 ft = -0.148 L/D = 2482 Post Comp load (in) at 13.00 ft = -0.202 'VD = 1541 Post Comp load (in) at 15.33 ft = 41296 L/D = 1243 Net Total load (in) at 13.00 ft = -0.437 L/D = 715 Net Total load (in) at 15.33 ft = -0.348 L/D = 1057 . • ►gyp // Gravity Beam Design • ► Gravity Beam Design '/ I' RAM Steel v7.0 Page 15/287 % IV RAM Steel v7.0 Page 16/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ' ° Building Code: UBC2 Steel Code: LRFD 2nd Ed w Building Code: UBC2 Steel Code: LRFD 2nd Ed 1 Floor Type: Floor • Beam Number = 14 Floor Type: Floor Beam Number =15 SPAN INFORMATION (ft): I -End (9.50,55.33) J -End (35.50,55.33) SPAN INFORMATION (ft): I -End (9.50,6233) J -End (35.50,62.33) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W 16X2 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right , Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation , perpendicular ' perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok . • Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 78.00 Y bar(in) = 17.85 beff(in) = 78.00 Y bar(in) = 17.85 Mnf (kip -ft) = 428.15 Mn (kip -ft) = 373.18 Mnf (kip -ft) = 428.15 Mn (kip -It) = 373.18 C (kips) _ 252.48 PNA (in) = 15.45 C (kips) = 252.48 PNA (in) = 15.45 Ieff(in4) = 1110.55 In (in4) = 1299.39 leff(in4) = 1110.55 ' Itr(in4) = 1299.39 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = tO Actual = 24 # of studs: Full = 37 Partial = 10 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 Number of Stud Rows = I Percent of Full Composite Action = 65.75 , LINE LOADS (k/ft): - LINE LOADS (k/ft): • Load Dist. DL CDL LL Red% . Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.767 0.521 0.307 3.9% Red 0.153 I 0.00 0.700 0.476 0.280 2.6% Red 0.140 . 26.00 0.767 0.521 0.307 0.153 26.00 0.700 0.476 0.280 0.140 SHEAR (Ultimate): 'Max Vu (1.2DL +1.6LL) =18.09 kips 0.90Vn = 104.34 kips - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.59 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu , Q Lb Cb Phi Phi•Mn Span Cond , LoadCombo Mu @ Lb Cb Phi Phi•Mn - kip-ft ft ft kip-ft kip-ft It ft kip -ft Center Pre Comp 1.2DL +1.6LL 73.6 13.0 - -- - -- 0.90 165.75 Center Pre Comp 1.2DL +I.6LL 67.2 13.0 -- -- 0.90 165.75 Init DL 1.4DL 61.7 13.0 - -- knit DL 1.4DL 56.3 13.0 - - -. -- . Max+ 1.2DL +1.6LL 117.6 • 13 -0 - -- - -- 0.85 317.20 . Max+ 1.2DL +1.6LL 107.9 13.0 -- -- 0.85 317.20. Controlling 1.4DL 73.6 13.0 -- - -- 0.90 165.75 Controlling 1.4DL 67.2 13.0 -- -- 0.90 165.75 . REACTIONS (kips): REACTIONS (kips): Left Right Left Right • Initial reaction 8.77 8.77 Initial reaction 8.01 8.01 DL reaction 9.97 9.97 • DL reaction 9.10 9.10 Max +LL reaction 3.83 - 3.83 • Max +LL reaction 3.55 3.55 Max +total reaction (factored) 18.09 18.09 Max +total reaction (factored) 16.59 16.59 DEFLECTIONS: (Camber = 1/2) • DEFLECTIONS: (Camber = 1/2) Initial load (in) at 13.00 It = -0.614 LID = 508 Initial load (in) at 13.00 8 = -0,561 L/D = 556 Live load (in) at 13.00 ft = -0.094 LID = 3318 Live load (in) at 13.00 ft = -0.087 LTD = 3582 Post Comp load (in) at 13.00 ft = -0.172 LID = 1810 • Post Comp load (in) at 13.00 ft = -0.159 LID = 1967 Net Total load (in) at 13.00 ft = -0.286 L/D = 1089 Net Total load (in) at 13.00 8 = -0.219 LID = 1423 . • � j� Gravity Beam Design Gravity Beam Design ( 5 l RAM Steel v7.0 Page 17/287 RAM Steel v7.0 Page 18/287 RAM DataBase: ND432 05 /03/04 17:00:13 1 DataBase: ND432 05 /03/04 17:00:13 «� FD rar�.r Building Code: UBC2 Steel Code: LR 2nd Ed • • Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number =16 • Floor Type: Floor Beam Number =17 SPAN INFORMATION (ft): I -End (9.50,6933) J -End (35.50,69.33) SPAN INFORMATION (ft): I -End (9.50,77.67) J -End (9.50,11167) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Beam Size (User Selected) = W21 X44 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 35.00 .JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left _ Right • Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct). 145.00 145.00 ' fc (ksri) 3.00 3.00 fc (lai) 3.00 3.00 • Decking Orientation perpendicular perpendicular Decking Orientation parallel parallel Decking type VERCO W3 Foemlo• VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff(in) = 78.00 Y bar(in) = 17.85 - beli'On) = 58.50 Y bar(in) = 19.85 . -Mnf (kip -ft) = 428.15 Mn (kip -ft) = 373.18 Mnf (kip -ft) = . 765.20 Mn (kip -ft) 704.09 • C (kips) = 252.48 PNA (in) = 15.45 . C (kips) = 336.64 PNA (in) _ = 19.95 Ieff (in4) = 1110.55 Itr(in4) = 1299.39. Ieff(in4) = 2360.43 Itr (in4) • = 2732.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • . Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 24 # of studs: Full = 50 Partial = 13 Actual = 32 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 Number of Stud Rows = 1 Percent of Full Composite Action = 64.48 LINE LOADS (Mt): POINT LOADS (kips): . Load Dist DL CDL LL Red% Type CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% Ro0ILL Red% CLL I 0.00 0.767 0.521 0.307 3.9% Red 0.153 9.42 11.37 7.73 4.55 15.0 0.00 0.00 0.0 0.00 Snow 2.27 26.00 0.767 0.521 0.307 0.153 17.50 10.94 7.44 4.38 15.0 0.00 0.00 0.0 0.00 Snow 2.19 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 18.09 kips 0.90Vn = 104.34 kips- 26.25 11.37 7.73 4.55 15.0 0.00 0.00 0.0 0.00 Snow 2.27 MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 29.76 kips . 0.90Vn = 195.24 kips Span Cond - LoadCombo Mu @ Lb Cb 'Phi Phi *Mn MOMENTS (Ultimate): kip-ft ft ft' kip -ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Center Pre Comp 12DL +1.6LL - 73.6 13.0 - - -. 0.90 165.75 kip-ft ft ft kip-ft Init DL 1.4DL - 61.7 13.0 -- - Center . Pre Comp 1.2DL +1.6LL 226.1 17.5 - -- - 0.90 357.75 Max + I.2DL +1.6LL 117.6 13.0 - - 0.85 317.20 Init DL L4DL 189.5 17.5 -- - Controlling 1.4DL 73.6 13.0 -- - 0.90 165.75 Max+ 12DL +1.6LL 347.2 17.5 - -- - -- 0.85 598.48 REACTIONS (kips): Controlling 1.4DL 226.1 17.5 - -- 0.90 ' 357.75 Left Right REACTIONS (kips): Initial reaction 8.77 8.77 Left Right 'DL reaction 9.97 9.97 • Initial reaction 14.63 15.01 Max +IL reaction 3.83 3.83 DL reaction 16.63 17.06 Max +total reaction (factored) 18.09 18.09 Max +LL reaction 5.66 5.80 DEFLECTIONS: (Camber - Max 4-total reaction (factored) 29.01 29.76 . • Initial load (in) at 13.00 ft = -0.614 I/D = 508 DEFLECTIONS: (Camber = 1) live load (in) at 13.00 ft = • -0.094 UD = 3318 Initial load (in) at 17.50 ft = -1.162 L/D = 362 • Post Comp load (in) at 13.00 ft = -0.172 UD = 1810 Live load (in) at 17.50 ft = ' -0.208 UD = 2024 Net Total load (in) at 13.00 ft = -0.286 VI) •= 1089 Post Comp load (in) at 17.50 ft = -0.403 • UD = 1043 Net Total load (in) at 17.50 ft = -0.564 VD = 744 • • Gravity Beam Design El Gravity Beam Design • ' Ell RAM Steel v7.0 Page 19/287 % �l RAM Steel v7.0 Page 20/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 18 Floor Type: Floor Beam Number = 19 i SPAN INFORMATION (ft): I -End (9.50,77.67) J -End (35.50,77.67) SPAN INFORMATION (ft): I -End (9.50,87.08) J -End (35.50,87.08) Beam Size (User Selected) = W16)(26 . Fy = 50.0 ksi Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 • COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right • Left Right • Concrete thickness (in) . 3.50 3.50 Concrete thickness (in) 330 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3Fonniok bell (in) = 78.00 Y bar(in) = 17.85 bell (in) = 78.00 Y bar(in) = 17.85 Mnf (kip -ft) = 428.15 Mn ( kip-ft) = 373.18 Mnf (kip -it) = 428.15 Mn (kip -ft) = .373.18 C (kips) = 252.48 PNA (in) = 15.45 C (kips) = 252.48 PNA (in) . = 15.45 Ieff (in4) = 1110.55 Itr (i114) ' = 1299.39 left( s4) = 1110.55 Iir (in4) = 1299.39 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud capacity (kips) Qn = 21.0 Stud capacity (lops) Qn = 21.0 it of studs: Full = 37 Partial = 10 Actual = 24 it of studs: Full = 37 Partial = 10 Actual = 24 Number of Stud Rows = I Percent of Full Composite Action = 65.75 Number of Stud Rows = I Percent of Full Composite Action = 65.75 LINE LOADS (k/ft): LINE LOADS (Wft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL' LL Red% Type CLL t • 0.00 0.888 0.603 0.355 6.5% Red 0.178 1 0.00 0.875 0.595 0.350 6.2% Red 0. 175 26.00 0.888 0.603 0.355 0.178 26.00 0.875 0.595 0.350 0.175 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.75 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +l.6LL) =20.48 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-fl ft ft - kip-ft kip-ft ft 'ft kip-ft Center Pre Comp 1.2DL +1.6LL 85.2 13.0 -- -- 0.90 165.75 Center Pre Comp 1.2DL +I.6LL 84.0 13.0 -- -- 0.90 165.75 Inn DL 1.4DL 71.4 13.0 - -- Init DL 1.4DL • 70.4 13.0 -- -- Max+ 1.2DL +1.6LL 134.9 13.0 - -- -- 0.85 317.20 Max+ 1.2DL +1.6LL 133.1 13.0 - -- -- 0.85 317.20 Controlling 1.4DL 85.2 13.0 - -- 0.90 165.75 Controlling 1.4DL 84.0 13.0 - -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): • Left Right . Left Right Initial reaction 10.15 10.15 Initial reaction 10.01 10.01 DL reaction 11.54 11.54 , DL reaction 11.37 11.37 Max *IL reaction 4.32 4.32 Max +LL reaction 4.27 4.27 • Max. +total reaction (factored) 20.75 20.75 Max +total reaction (factored) 20.48 20.48 DEFLECTIONS: (Camber = 1/2) DEFLECTIONS: (Camber =1 /2) Initial load (in) at 13.00 ft = -0.711 UD = 439 Initial load (in) at 13.00 ft = -0.701 VD = 445 Live load (in) at 13.00 ft = -0.106 L/D = 2943 Live load (in) at 13.00 ft = -0.105 VD = 2977 Post Comp load (in) at 13.00 ft = -0.197 VD = 1586 Post Comp load (in) at 13.008 = -0.194 , VD = 1607 Net Total load (in) at 13.00 ft = -0.408 VD = • 766 Net Total load (in) at 13.00 ft = -0.395 UD = 790 �� 1 Gravity Beam Design � � Gravity Beam Design RAM Steel v7.0 Page 21/287 RAM Steel v7.0 Page 22/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd Ed. ...v.= Building Code: UBC2 • Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number =20 Floor Type: Floor Beam Number =21 ' PAN INFORMATION (ft): I -End (9.50,95.17) J -End (35.50,95.17) SPAN INFORMATION (ft): 1 -End (9.50,103.92) J -End (35.50,103.92) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 ' . .JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) • 3.50 . 3.50 • Concrete thickness (in) 3.50 3.50 Unit, weight concrete (pct) 145.00 145.00 Unit weight concrete (pc() 145.00 145.00 . Cc (ksi) 3.00 3.00 . Cc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok belf (in) = 78.00 Y bar(in) = 17.85 bell (in) = 78.00 Y bar(in) = 17.85 Mnf (kip-ft) = 428.15 Mn (kip-ft) = 373.18 Mnf (kipft) = 428.15 Mn (kip-ft) = 373.18 . C (kips) = 252.48 PNA (in) = 15.45 C (kips) = 252.48 PNA (in) = 1545 leff (in4) = 1110.55 Itr (in4) = 1299.39 - left' (in4) = 1110.55 Itr (in4) = 1299.39 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) . = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Siud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 24 # of studs: Full = 37 Partial = 10 Actual =24 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 • 'Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 LINE LOADS (k/ft): LINE LOADS (k/ft): . Load Dist DL CDL LL - Red% Type CLL . . Load. Dist DL CDL IL Red% Type CLL 1 0.00 0.842 0.572 0.337 5.5% Red 0.168 1 0.00 0.875 0.595 0.350 6.2% Red 0. 175 26.00 0.842 - 0.572 0.337 0.168 26.00 0.875 0.595 0.350 0. 175 ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 19.75 kips 0.90Vn =104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.48 kips 0.90Vn =104.34 kips MOMENTS (Ultimate): - MOMENTS (Ultimate): Span Cond LoadCombo . Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL - 80.8 13.0 -- -- 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 84.0 13.0 - - 0.90 165.75. Init DL 1.4DL 67.7 13.0 - -- Init DL 1.4DL 704 13.0 -- - Max + 1.2DL +1.6LL 128.4 13.0 -- - 0.85 . 317.20 Max + 1.2DL +1.6LL 133.1 13.0 - - 0.85 317.20 Controlling 1.4DL 80.8 13.0 - - 0.90 165.75 Controlling 1.4DL 84.0 13.0 -- -- 0.90 165.75 REACTIONS (kips): REACTIONS (hips): Left Right Left Right Initial reaction 9.63 9.63 Initial reaction 10.01 10.01 DL reaction 10.94 10.94 DL reaction • 11.37 11.37 • Max +LL reaction 4.14 4.14 Max +LL reaction 4.27 4.27 . Max +total reaction (factored) 19.75 19.75 . Max +total reaction (factored) 20.48 20.48 . DEFLECTIONS/ (Camber = 1/2) DEFLECTIONS; (Camber = 1/2) Initial load (in) at 13.00 ft = -0.674 Ill) = 463 Initial load (in) at 13.00 ft = -0.701 L/D = 445 Live load (in) at 13:00 ft = -0.102 L/D = 3072 Live load (in) at 13.00 ft = -0.105 LID = 2977 Post Comp load (in) at 13.00 ft = -0.188 L/D = 1664 Post Comp load (in) at 13.00 It = -0.194 LID = 1607 Net Total load (in) at 13.00 ft = -0.362 LJD = 863 Net Total load (in) at 13.00 8' = -0.395 LID = 790 • ►.� / /ytt Gravity Beam Design Gravity Beam Design i % R RAM Steel v7.0 - Page 23/287 . � RAM Steel v7.0 Page 24/287 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:(0:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. =vv Building Code: UBC2 Steel Code: LRFD 2nd Ed ■ Floor Type: Floor Beam Number = 22 Left Right Max +total reaction (factored) 23.86 36.50 . SPAN INFORMATION (ft): . 1 -End (9.50,112.67) 1-End (35.50,112.67) ' . Beam Size (User Selected) ' W 16X31 Fy = 50.0 ksi . DEFLECTIONS: (Camber = 1/2) Total Beam Length (ft) = 26.00 . Initial load (in) at 13.39 ft = -0.737 L/D = 423 . Live load (in) at 13.39 ft = -0.256 L/D = 1221 COMPOSITE PROPERTIES (Not Shored): Post Comp load (in) at 13.39 ft = -0.336 L/D = 928 Left Right Net Total load (in) at 13.39 ft = -0.573 L/D = 545 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc) 145.00 145.00 fc (ksi) 3.00 3.10 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 40.00 Y bar(in) = 15.88 • Mnf(kipft) = 442.31 Mn (kip-ft) = 394.47 C (kips) = 213.59 PNA (in) = 15.44 Ieff(in4) = 1097.65 Br(in4) = 1309.26 Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 • . # of studs: Full = 46 Partial = 12 Actual = 24 • Number of Stud Rows = I Percent of Full Composite Action = 52.46 POINT LOADS (kips): . . Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 3.50 0.00 0.00 8.17 1.89 1.61 2.37 10.3 0.00 0.00 0.0 0.00 Snow 0.47 20.00 6.21 4.76 6.95 10.3 0.00 0.00 0.0 0.00 Snow . 1.40 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL I 8.17 0.320 0.272 0.400 10.3% Red 0.080 26.00 0.320 0.272 0.400 0.080 2 0.00 0.438 0.298 0.175 10.3% Red 0.088 26.00 0.438 0.298 0.175 . 0.088 SHEAR'(Ultimate): Max Vu (1.2DL +1.6LL)= 36.50 kips 0.90Vn = 117.91 kips MOMENTS (Ultimate): In Cond . LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-ft ft ft kip-fl er Pre Comp 3.2DL +1.6LL 108.9 14.6 - -- -- 0.90 202.50 Inn DL I.4DL 91.3 14.6 - -- - Max + 1.2DL +1.6LL 209.4 15.0 - -- -- 0.85 33530 Controlling 1.2DL +1.6LL 209.4 15.0 -- -- 0.85 335.30 'REACTIONS (kips): Left Right Initial reaction 10.01 14.52 DL reaction 10.37 14.80 Max +LL reaction 7.13 11.71 Gravity Beam Design Gravity Beam Design 147 _ 7 ,-� / fr RAM Steel v7.0 Page 25/287 1 R RAM Steel v7.0 Page 26/287 • DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 - 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Bit • Floor Type: Floor Beam Number = 23 Floor Type: Floor Beam Number = 24 SPAN INFORMATION (ft): I -End (9.50,128.67) J -End (9.50,163.25) SPAN INFORMATION (ft): I -End (9.50,128.67) J -End (29.50,128.67) Beam Size (User Selected) = W21X44 Fy -= 50.0 ksi • Beam Size (User Selected) = W 16X26 . Fy = 50.0 ksi Total Beam Length (ft) = 34.58 - Total Beam Length (ft) = 20.00 _ OMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right • Left Right . Concrete thickness (in) 3.50 ' 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 • 145.00 fc (ksi) 3.00 3.00 fc (tai) 3.00 3.00 • Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonnlok • VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff (in) 57.88 Y bar(in) = 19.82 beff (in). = 31.00 Y bar(in) = 15.48 Mnf (kip -ft) = 762.91 Mn (kip -ft) = 686.26 Mnf (kip -ft) = 359.71 Mn (kip -ft) = 328.39 C (kips) = 299.13 PNA (in) = 18.88 C (kips) = 180.15 PNA (in) = 15.05 Ieff(in4) 2275.26 Itr(in4) = 2725.11 Ieff(in4) = 906.38 Itr (in4) _ • 1051.23 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • Stud Capacity (kips) Qn = 21.0 . # of studs: Full = 56 Partial = 14 Actual = 32 # of studs Full = 31 Partial = 8 Actual = 18 • . Number of Stud Rows = 1 Percent of Full Composite Action = 57.91 Number of Stud Rows = 1 Percent of Full Composite Action = 59.70 POINT LOADS (kips): POINT LOADS (kips): Dist DL CDL RrII t Red% NonRLL StorLL Rcd% RoofLL Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 6.33 12.07 8.00 6.28 16.8 0.00 0.00 0.0 0.00 Snow 2.35 3.50 0.00 0.00 • . 15.36 11.74 7.98 4.70 16.8 0.00 0.00 0.0 0.00 Snow 2.35 8.17 1.89 1.61 2.37 0.0 0.00 0.00 0.0 0.00 Snow 0.47 24.40 12.49 8.49 5.00 16.8 0.00 0.00 0.0 0.00 Snow 2.50 LINE LOADS (Wft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 36.34 kips 0.90Vn = 195.24 kips Load Dist DL CDL LL Red% Type CLL MOMENTS (Ultimate): 1 0.00 0.317 0.215 0.127 0.0% Red 0.063 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 20.00 0.317 0.215 0.127 0,063 kip-ft ft ft kip-ft . 2 8.17 0.320 0.272 0.400 0.0% Red 0.080 . Center Pre Comp 1.2DL +1.6LL 225.1 15.4 . - -- - 0.90 357.75 20.00 0.317 0.269 0.396 0.079 Init DL 1.4DL 188.7 . 15.4 - -- - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.78 kips 0.90Vn = 104.34 kips Max+ 1.2DL +1.6LL 352.0 15.4 -- -- 0.85 583.32 Controlling 1.4DL 225.1 15.4 - -- 0.90 357.75 • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn REACTIONS (kips): kip-ft ft ft kip-ft Left Right • Center Pre Comp 1.2DL +1.6LL 44.1 9.6 - -- • -- 0.90 165.75 Initial reaction 17.44 14.24 but DL L4DL 37.0 9.6 DL reaction 20.07 16.24 Max + I.2DL +1.6LL 88.1 9.5 -- - 0.85 279.13 . Max +LL reaction 7.67 5.63 Controlling 1.2DL +1.6LL 88.1 9.5 - -- 0.85 279.13 • Max +total reaction (factored) 36.34 28.49 • REACTIONS (kips): • DEFLECTIONS: (Camber =l) • Left Right Initial load (in) at 17.12 :8 = -1.138 L/D - 365 Initial reaction 5.25 6.55 Live load (in) at 17.12 ft = -0.222 LID = 1870 DL reaction 5.40 6.59 Post Comp load (n) at 17.12 ft = -0.424 L/D = 979 Max +LL reaction 4.06 5.55 Net Total load (in) at 17.12 ft = -0.562 L/D = 739 Max +total reaction (factored) 12.98 16.78 1 ��l Gravity Beam Design �p Gravity Beam Design RAM Steel v7.0 Page 27/287 `, RAM Steel v7.0 Page 28/287 • RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. r DEFLECTIONS: Floor Type: Floor Beam Number = 25 Initial load (in) at 10.10 ft = -0111 L/D 1135 • SPAN INFORMATION (ft): I -End (9.50,135.00) J -End (35.50,135.00) Live load (in) at 10.10 ft = -0.077 L/D = 3108 Beam Size (User Selected) = W I6X31 Fy = 50.0 ksi Post Comp load (in) at 10.10 ft = -0.098 UD = 2442 Total Beam Length (ft) = 26.00 Net Total load (in) . at 10.10 ft = -0.310 L/D = 775 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 • 3.50 . Unit weight concrete (pc) 145.00 145.00 Pc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonnlok VERCO W3 Formlok beff (in) = 40.00 Y bar(in) = 15.88. Mnf ( kip-ft) = 442.31 Mn (kip -ft) = 374.00 C (kips) = 169.82 PNA (in) = 14.12 ' Ieff(in4) = 1019.37 Itr (in4) = 1309.26 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips). Qn = 21.0 # of studs: Full = 52 Partial = 17 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 36.01 ' POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL Red% CLL 20.00 9.99 5.89 1029 9.4 0.00 0.00 0.0 0. 00 Snow 1.73 LINE LOADS (k/ft): • Load Dist DL CDL LL Red% Type CLL • 1 0.00 0.452 0.307 0.181 9.4% Red 0.090 26.00 0.452 0.307 0.181 0.090 . 2 0.00 0.317 0.215 0.127 9.4% Red 0.063 20.00 0.317 0.215 0.127 0.063 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =35.48 kips 0.90Vn = 117.91 kips • MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 102.4 15.3 - -- -- 0.90 202.50 hit DL 1.4DL 85.8 15.3 -- Max + l.2DL +1.6LL 203.6 17.3 - -- -- 0.85 317.90 Controlling l.2DL +l.6LL 203.6 17.3 -- -- 0.85 317.90 REACTIONS (kips): Left Right • • Initial reaction 10.35 13.17 DL reaction 12.07 15.99 • Max +LL reaction 5.69 10.18 Max +total reaction (factored) 23.60 35,48 • Nil Gravity Beam Design Gravity Beam Design 2 g1; ) .• ( i RAM Steel v7.0 Page 29/287 ' RAM Steel v7.0 Page 30/287 • • RAM DataBase: ND432 05 /03/04 17:00:13 , '• DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. . DEFLECTIONS: (Camber = 1/2) • Floor Type: Floor Beam Number =26 Initial load (in) at 13.52 ft = -0.690 W = 452 SPAN INFORMATION (ft): I -End (9.50,144.03) J -End (3530,144.03) L ive.load (in) at 13.52 ft = -0.221 L/D = 1410 Post Comp oad (n) at 13.52 ft = -0.359 L/D = 869 Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi P Total Beam Length (ft) = 26.00 Net Total load (in) at 13.52 ft = -0.549 L/D = 568 • COMPOSITE PROPERTIES (Not Shored): . . • Left Right . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 • fc (ksi) 3.00 3.00 . Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok bef(in) = 78.00 Ybar(in) . = 17.85 Mnf (kip -ft) = . 428.15 Mn (kip -ft) = 373.18 • C (lips) = 252.48. PNA (in) = , 15.45 Ietf (in4) = 1111155 Itr (in4) = 1299.39 Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 37 Partial = 10 Actual = 24 • • - Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 LINE LOADS (Wtt): Load Dist DL CDL LL Red% Type CLL . I • 0.00 0.903 . 0.614 0.361 6.8% Red 0.181 • ' 26.00 0.903 0.614 0.361 0181 - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 21.09 kips 0.9OVn = 104.34 kips • MOMENTS (Ultimate): Span Cond. LoadCombo Mu @ Lb Cb Phi Phi`Mn - kip-ft ft ft kip-ft • ' - Center Pre Comp 1.2DL +1.6LL 86.7 13.0 -- - 0.90 165.75 [nit DL I.4DL 72.7 13.0 - -- - Max + l.2DL +1.6LL 137.1 13.0 -- -- 0.85 317.20 Controlling 14DL 86.7 13.0 - -- 0.90 165.75 REACTIONS (kips): Left Right Initial reaction 10.33 1033 . DL reaction 11.74 11.74 , Max +LL reaction 4.38 4:38 ' ' - Max +total reaction (factored) 21.09 21.09 DEFLECTIONS: (Camber= 1/2) Initial load (in) at 13.00 ft = -0.723 L/D = 431 . • Live load (in) at 13.00 ft = -0.108 IJD = 2902 Post Comp load (in) at 13.00 ft = -0.200 L/D = 1562 Net Total load (in) at 13.00 ft = -0.423 LID = 737 • • I /`j • Gravity Beam Design Gravity Beam Design • % . RAM Steel v7.0 �� / / y Page 31/287 = il RAM Steel v7.0 Page 32/287, RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. 1 Floor Type: Floor Beam Number = 27 - Floor Type: Floor' Beam Number = 28 SPAN INFORMATION (ft): I -End (9.50,153.06) J -End (3050,153.06), SPAN INFORMATION (ft): I -End (930,163.25) J -End (9.50,168.50) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 . Total Beam Length (ft) = 5.25 COMPOSITE PROPERTIES (Not Shored): Mp (kip -ft) = 138.33 Left Right No Loads Concrete thickness (in) . 3.50 3.50 SHEAR (Ultimate): Max Vu (L2DL +1.GLL) = 0.00 kips 0.90V n = 85.33 kips Unit weight concrete (pct) 145.00 . 145.00 MOMENTS (Ultimate): fc (ksi) 3.00 3.00 Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn • Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok kip-ft ft ft kip-ft .00 bell (in) = 78.00 Ybar(in) = 17.85 Controlling I.4DL 0.0 13.0 0.0 1.00 0.90 0.00 Mnf (kip -ft) = 428.15 Mn (kip -ft) = 373.18 REACTIONS (kips): • C (kips) = • 252.48 - PNA (in) = 15.45 Left Right leff (in4) = 1110.55 itr (in4) = 1299.39 DL reaction 0.00 0.00 • Stud length (in) = 5.50 Stud diam (in) = 0.75 DEFLECTIONS: Stud Capacity (kips) Qn = 21.0 Dead load (in) at 5.22 ft = 0.000 # of studs: Full = 37 Partial = 10 Actual = 24 Live load (in) at 5.22 It = 0.000 Number of Stud Rows = 1 Percent of Full Composite Action = 65.75 Net Total load (in) at 5.22 ft = 0.000 ' LINE LOADS (k/f0: ' - Load Dist DL CDL LL Red% Type CLL t 0.00 0.961 0.653 0.384 8.0% Red 0.192 26.00 0.961 0.653 0.384 0.192 - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 22.35 kips 0.9OVn = 104.34 kips • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip -ft • Center Pre Comp 1.2DL +1.6LL 92.2 13.0 -- -- 090 165.75 Init DL 1.4DL 77.3 13.0 - -- -- Max + 1.2DL +1.6LL 145.3 13.0 - -- - -- 0.85 317.20 Controlling I.4DL 92.2 13.0 -- - 0.90 165.75 REACTIONS (kips): • ' Left Right Initial reaction 10.99 10.99 DL reaction 12.49 12.49 • Max +LL reaction 4.60 4.60 Max +total reaction (factored) 22.35 22.35 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 13.00 ft = -0.770 L/D = 405 Live load (in) at 13.00 ft = -0.113 L/D = 2763 , Post Comp load (in) at 13.00 ft = -0.211 IlD = 1478 Net Total load (in) at 13.00 ft = -0.231 • IiD = 1352 Gravity Beam Design • Gravity Beam Design .° 1 wf� RAM Steel v7.0 Page 33287 7 i RAM Steel v7.0 Page 34/287 RAM DataBase: ND432 05/03/04 17:00:13 RA M DataBase: ND432 05/03/04 17:00:13 '^e.'° ° Building Code: UBC2 Steel Code: LRFD 2nd Ed. ma Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 29 • Floor Type: Floor Beam Number = 30 SPAN INFORMATION (ft): I -End (9.50,163.25) J -End (23.50,163.25) SPAN INFORMATION (ft): I -End (9.50,168.50) J -End (35.50,168.50) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W14X22 - Fy = 50.0 ksi Total Beam Length (ft) = 14.00 • Total Beam Length (ft) = 26.00 • Mp (kip -ft) = 155.00 • COMPOSITE PROPERTIES (Not Shored): LINE LOADS (k/ft): Left Right Load Dist DL LL Red% Type . Concrete thickness (in) 3.50 - 3.50 1 0.00 0.772 0.309 0.0% Red Unit weight concrete (pet) 145.00 145.00. 14.00 0.772 0.309 fc (ksi) 3.00 3.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =9.94 kips 0.90Vn = 75.89 kips Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Fonnlok MOMENTS (Ultimate): betf(in) = 37.50 Y bar(in) • = 14.86 Span Cond LoadCombo Mu . @ Lb Cb Phi Phi °Mn Mnf (kip -ft) = 315.66 Mn (kip -ft) = 294.33 kip-ft ft ft lap-ft C (kips) = 252.44 PNA (in) = 13.60 Center Max+ • 1.2DL+1.6LL 34.8 7.0 0.0 1.00 0.90 139.50 Ietf(in4) = 743.30 Itr(in4) = 816.11 Controlling 1.2DL +1.6LL 34.8 7.0 0.0 1.00 0.90 139.50 Stud length (in) = 5.50 Stud diam (in) = 0.75 REACTIONS (kips): Stud Capacity (kips) Qn = 21.0 Left • Right it of studs: Max = 26 Partial = 9 Actual = 24 DL reaction 5.40 5.40 Number of Stud Rows = 1 Percent of Full Composite Action = 72.59 Max +LL reaction 2.16 2.16 POINT LOADS (kips): Max +total reaction (factored) 9.94 9.94 Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% ClL DEFLECTIONS: 14.00 0.00 ' 0.00 . Dead load (in) at 7.00 ft = -0.113 111) = 1490 LINE LOADS (k/ft): - Live load (in) at 7.00 ft = -0.045 L/D = 3724 Load Dist DL CDL LL Red% Type CIL Net Total load (in) at 7.00 ft = -0.158 L/D = 1064 I 0.00 0.262 0.179 0.105 0.0% Red 0.053 26.00 0.262 . 0.179 0.105 0.053 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.28 kips 0.90Vn = 85.33 kips . MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi °Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 25.2 13.0 -- 0.90 124.50 ' Init DL 1.4DL 21.1 13.0 . - - Max + 1.2DL +1.6LL 40.8 13.0 -- - 085 250.18 Controlling 1.4DL 25.2 13.0 - -- 0.90 124.50 • REACTIONS (kips): • Left • Right Initial reaction 3.00 3.00 • _ DL reaction 3.41 3.41 • Max +LL reaction 1.36 1.36 . _ Max +total reaction (factored) 6.28 6.28 • DEFLECTIONS: • . Initial load (in) at 13.00 ft = -0.318 I/D = 981 Live load (in) at 13.00 ft = -0.050 L/D = • 6229 • • �� / j y Gravity Beam Design rim Gravity Beam Design ' 7 El RAM Steel v7.0 Page 35/287 ( I RAM. AM Steel v7.0 Page 36/287 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05/03(04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Post Comp load (in) at 13.00 ft _ -0.090 L/D = 3461 ' Floor Type: Floor Beam Number= 31 Net Total load (in) at 13.00 ft = -0.408 L/D = 764 • y� . 'SPAN INFORMATION (ft): , I -End (13.00,0.00) J -End (13.00,1333) Beam Size (User Selected) = WI OX22 . Fy = 50.0 ksi . ' - Total Beam Length (ft) = 13.33 Mp (kip -ft) = 108.33 LINE LOADS (k/ft): • Load Dist DL IL 'Red% Type 1 0.00 0.076 0.363 -- NonR • ' 13.33 ' 0.076 0.363 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.48 kips 0.90Vn= 65.90 kips _ MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi °Mn . kip-ti ' ft ft kip -ft • Center Max+ 1.2DL +1.6LL 14.9 6.7 0.0 1.00 0.90 . 97.50 Controlling I.2DL +1.6LL 14.9 6.7 0.0 1.00 0.90 97.50 ' ' REACTIONS (kips): Left Right DL reaction 0.51 0.51 Max +LL reaction 2.42 2.42 Max +total reaction (factored) 4.48 4.48 DEFLECTIONS: Dead load (in) at 6.67 ft ' _ -0.016 LID = 10114 Live load (in) at 6.67 ft = -0.075 L/D = 2124 Net Total load (in) at 6.67 ft = -0.091 L/D = 1755 • • Gravity Beam Design Gravity Beam Design • • . ri RAM Steel v7.0 Page 37/287 RAM Steel v7.0 Page 38/287 RR DataBase: ND432 05 /03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 '"r"�** Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 ' Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 32 Floor Type: Floor Beam Number =33 SPAN INFORMATION (ft): 1 -End (13.00,0.00) J -End (27.50,0.00) SPAN INFORMATION (ft): I -End (13.00,112.67) J -End (13.00,128.67) . Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Beam Size (User. Selected) = HSS6X6X I/4 Fy = 50.0 ksi Total Beam Length (ft) = 14.50 Total Beam Length (ft) = 16.00 • ' Mp ( kip = 108.33 Mp (kip -ft) = 46.67 • . POINT ADS (kips): No Loads T. Dist DL RedLL Red% NonRLL StorLL Red% R0oILL Red% SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.00 kips- 0.90Vn= 75.49 kips 7.25 . 1.01 0.00 0.0 4.83 0.00 0.0 0.00 Snow MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 4.48 kips 0.90Vn = 65.90 kips Span Cond LoadCombo Mu @ Lb Cb . Phi Phi•Mn MOMENTS (Ultimate): _ . kip-ft ft R kip-ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mst Controlling l.2DL +1.6LL 0.0 7.3 0.0 1.00 0.90 0.00 kip-ft ft ft kip-ft REACTIONS (kips): Center Max+ I.2DL+1.6LL 32.4 7.3 0.0 1.00 0.90 97.50 - Left Right ' Controlling 1.2DL +1.6LL 32.4 7.3 0.0 1.00 0.90' 97.50 DL reaction 0.00 0.00 REACTIONS (kips): DEFLECTIONS: Left Right Dead load (in) at 15.92 ft = 0.000 DL reaction 0.51 0.51 Live load (in) at 15.92 ft = 0.000 Max +LL reaction 2.42 2.42 Net Total load (in) at 15.92 ft = 0.000 Max +total reaction (factored) 4.48 4.48 DEFLECTIONS: • Dead load (in) at 7.25 ft = -0.033 L/D = 5345 • • Live load (in) at 7.25 ft = -0.155 UD = . 1123 Net Total load (in) at 7.25 ft = -0.188 L/D = 928 . • • • • • • g�� Gravity Beam Design �� Gravity Beam Design • =/ RAM Steel v7.0 Page 39/287 RAM Steel v7.0 Page 40/287 RAM DataBase: ND432 ' 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFI) 2nd Ed. Floor Type: Floor Beam Number = 34 Floor Type: Floor Beam Number = 35 SPAN INFORMATION (ft): I -End (17.67,112.67) J -End (17.67,128.67) SPAN INFORMATION (ft): I -End (17.67,120.67) J -End (29.50,120.67) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (UserSelected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 16.00 Total Beam Length (R) = 11.83- ' COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left • Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 Cc (ksi) 3.00 3.00 • Cc (ksi) • 3.00 3.00 Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonnlok VERCO W3 Fonnlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 25.00 Ybar(in) = 14.82 beff(in) = 35.50 Ybar(in) = 13.75 Mnf (kip -ft) = 337.47 Mn (kip-ft) = 298.16 Mnf (kip -ft) = 256.26 Mn (kip-ft) = 175.34 . C (kips) = 126.24 PNA (in) ' • = 12.89 C (kips) = 84.16 PNA (in) _ . 9.66 Leff (in4) = 815.58 Itr (in4) =. 985.11 - leff (in4) = 391.94 Itr (in4) _ 606.50 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = • 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 it of studs: Full = 22 Partial = 6 Actual = 12 # of studs: Max = 11 Partial = 7 • Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 56.58 • Number of Stud Rows = 1 Percent of Full Composite Action = 30.22 . POINT LOADS (kips): LINE LOADS (k/ft): Dist DL CDL RedLL. Red% NonRLL StorLL Red% RoofLL Red% CLL Load Dist DL CDL LL Red% Type CLL 8.00 3.79 3.22 4.73 0.0 0.00 0.00 0.0 0.00 Snow 0.95 1 0.00 0.640 0.544 0. 800 0.0% Red 0.160 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.06 kips 0.90Vn= 104.34 kips 11.83 0.640 0.544 0.800 0.160 • MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 12.12 kips 0.9OVn = 77.16 kips Span Cond ' LoadCombo Mu @ Lb Cb Phi Phi•Mn MOMENTS (Ultimate): kip-It ft ft kip-ft - • Span Cond LoadCombo Mu @ Lb • Cb Phi Phi'Mn Center Pre Comp 1.2DL +1.6LL 21.5 8.0 -- - -- 0.90 165.75 kip-ft - ft ft hip-fl [nit DL • l.4DL 18.0 8.0 - -- -- Center Pre Comp 1.2DL +1.6LL 15.9 5.9 - -- -- 0.90 92.63 Max+ l.2DL +1.6LL 48.5 • 8.0 - - -- 0.85 253.44 _ Inn DL I.4DL 13.3 5.9 -- -- Controlling l.2DL +1.6LL 48.5 8.0 - -- 0.85 253.44 Max+ 1.2DL +1.6LL 35.8 5.9 - -- • 0.85 149.04 - REACTIONS (kips): Controlling 1.2DL +1.6LL 35.8 5.9 - -- - 0.85 149.04 Left Right REACTIONS (kips): ' Initial reaction . 2.08 2.08 Left Right DL reaction 1.89 1.89 Initial reaction 4.17 ' 4.16 Max +LL reaction 2.37 2.37 DL reaction - 3.79 3.79 Max +totalreaction(factored) 6.06 606 Max +LL reaction 4.73 4.73 . DEFLECTIONS: Max +total reaction (factored) 12.12 12.12 • Initial load (in) at 8.00 ft = -0.054 UD = 3532 ' DEFLECTIONS: Live load (in) at 8.00 ft = -0.030 LID = 6507 • Initial load (in) at 5.92 8 = -0064 L/D = 2231 Post Comp load (in) at 8.00 R = -0.033 L/D = 5810 Live load (in) at 5.92 R = -0.031 UD = 4573 Net Total load (in) at 8.00 R = -0.087 1./D = 2196 Post Comp load (in) at 5.92 ft = -0.035 L/D = 4083 Net Total load (in) at 5.92 ft = -0.098 UD = 1443 • Gravity Beam Design Gravity Beam Design 9 ` ri RAM Steel v7.0 Page 41/287 V RAM Steel v7.0 Page 42/287 RA DataBase: ND432 05 /03/04 17:00:13 lily DataBase: ND432 05 /03/04 17:00:13 Steel Co '"�*'°r^"+ Building Code: UBC2 Code: LRFD 2nd Ed. a Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 36 _ Floor Type: Floor Beam Number = 37 'PAN INFORMATION (ft): I -End (20.25,0.00) J -End (20.25,13.33) SPAN INFORMATION (ft): I -End (23.50,163.25) J -End (23.50,16850) Beam'Size (User Selected) = W 10X22 Fy = 50.0 ksi . Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi • Total Beam Length (ft) = 13.33 • Total Beam Length (ft) = 5.25 Mp (kip -ft) = 108.33 Mp (kip -ft) = 102.92 . LINE LOADS (k/ft): . No Loads . Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.00 kips 0.90Vn = 77.16 kips 1 0.00 .0.152 0.725 - NonR 13.33 0.152 0.775 MOMENTS (Ultimate): ' . • Span Cond LoadCombo Mu @ Lb Co Phi Phi "Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.95 kips 0.90Vn = 65.90 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): Controlling 1.2DL +1.6LL 0.0 6.7 0.0 1.00 0.90 0.00 Span Cond LoadCombo Mu @ Lb Cb . Phi Phi'Mn REACTIONS (kips): kip-ft ft ft - kip-ft Left Right • Center . Max+ 1.2DL +1.6LL 29.8 6.7 0.0 1.00 0.90 97.50 DL reaction - 0.00 0.00 Controlling 1.2DL +1.6LL 29.8 6.7 0.0 1.00 0.90 '97.50 DEFLECTIONS: REACTIONS (kips): Dead load (in) at 5.22 ft = 0.000 . Left Right Live load (in) at 5.22 ft = 0.000 DL reaction 1.01 . 1.01 •Net Total load (in) at 5.22 it = 0.000 Max +LL reaction 4.83 4.83 . Max +total reaction (factored) 8.95 8.95 DEFLECTIONS: Dead load (in) at 667 ft = -0.032 UD = 5057 Live load (in) • at 6.67 ft = -0.151 L/D = 1062 ' Net Total load (in) at 6.67 ft = -0.182 L/D = 878 . • • • • • • Gravity Beam Design Gravity Beam Design 1 FR \ RAM Steel v7.0 - Page 43/287 Fly RAM Steel v7.0 Page 44/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 .."x" Building Code: UBC2 Steel Code: LRFD 2nd Ed. � Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number =38 Floor Type: Floor Beam Number = 39 • SPAN INFORMATION (ft): I-End (23.50,163.25) J -End (35.50,163.25) SPAN INFORMATION (ft): I -End (27.50,0.00) J -End (27.50,13.33) • Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 . Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 13.33 . Mp (kip -ft) = 155.00 Mp (kip -ft) = 108.33 • LINE LOADS (1c/ft): LINE LOADS (k/fl): • Load Dist DL LL Red% Type . Load Dist DL LL Red% Type . 1 0.00 0.772 0.309 0.0% Red I 0.00 0.160 0.762 -- NonR 12.00 0.772 0.309 13.33 0.160 0.762 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.52 kips 0.9OVn= 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.41 kips 0.90Vn= 65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi. PhieMn Span Cond . LoadCombo Mu @ Lb Cb Phi Phi "Mn • kip-ft 8 It kip-ft kip-ft ft ft kip-ft . Center • Max+ 1.2DL +1.6LL 25.6 6.0 0.0 1.00 0.90 139.50 Center Max+ 1.2DL +l.6LL 31.4 6.7 0.0 1.00 0.90 97.50 Controlling • 1.2DL +1.6LL 25.6 6.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 31.4 6.7 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): . Left Right Left Right DL reaction 4.63 4.63 DL reaction 1.07 1.07 Max +LL reaction 1.85 1.85 Max +LL reaction 5.08 5.08 Max +total reaction (factored) 8.52 8.52 Max +total reaction (factored) 9.41 9.41 DEFLECTIONS: . DEFLECTIONS: Dead load (in) at 6.00 ft = -0.061 L/D = 2366 Dead load (in) at 6.67 ft = -0.033 L/D = 4808 Live load (in) at 6.0011 = -0.024 UD = 5914 Live load (in) at 667 ft = -0.158 IJD = 1010 Net Total load (in) at 6.00 ft = -0.085 VD = 1690 Net Total load (in) at 6.67 ft = -0.192 L/D = 835 • Gravity Beam Desien • � / /pr Gravity Beam Desien .-- - pi. L � RAM Steel v7.0 Page 45/287 • % i - 7v RAM Steel v7.0 - Page 46/287 M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Floor Beam Number = Floor Type: Floor Beam Number = 41 gPAN INFORMATION (ft): I -End (27.50,0.00) J -End (43.50,0.00) SPAN INFORMATION (ft): 1 -End (29.50,112.67) J -End (29.50,135.00) Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi • Beam Size (User Selected) = WI6X26 Fy = 50.0 ksi Total Beam Length (ft) = 16.00 Total Beam Length (It) = 22.33 ' Mp (kip - ft) = 108.33 COMPOSITE PROPERTIES Not Shored): POINT LOADS (kips): • LeR Right Dist DL RedLL Red% NonRLL StorLL Red% RootU. Red% - Concrete thickness (in) 3.50 3.50 8.00 1.12 0.00 0.0 5.33 0.00 0.0 0.00 Snow Unit weight concrete (pcf) - 145.00 145.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 4.94 kips 0.90V n = 65.90 kips fc (ksi) 3.00 3.00 MOMENTS (Ultimate): - • Decking Orientation parallel • parallel • Decking type VERCO W3 Formlok VERCO W3 Formlok Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn beff(in) = 34.50 Ybar(in) = 15.79 kip-ft ft ft kip-ft Mnf ( kip-ft) . = 372.50 Mn (kip -ft) _ - 294.01 Center Max + 1.2DL +1.6LL 39.5 8.0 0.0 1.00 0,90 97.50 C (kips) = 115.88 PNA (in) = 12.48 ' Controlling 1.2DL +1.6LL 39.5 8.0 0.0 1.00 0.90 97.50 Ieff(in4) • = 780.93 Ilr(in4) = 1083.33 . ' REACTIONS (kips): Stud length (in) = 5.50 Stud diam (in) = 0.75 Left Right Stud Capacity (kips) Qn = 21.0 . DL reaction 0.56 - 0.56 # of studs: Full = 51 Partial = 13 Actual = 18 Max +LL reaction 2.67 2.67 Number of Stud Rows =1 Percent of Full Composite Action = 35.44 Max +total reaction (factored) 4.94 4.94 - • POINT LOADS (kips): DEFLECTIONS: • Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL . Dead load (in) at 8.00 ft = -0048 IJD = 3979 8.00 5.65 4.80 7.06 as 0.00 0.00 0.0 0.00 Snow 1.41 • Live load (in) at 8.00 ft = -0.230 UD = 836 15.50 0.92 0.78 1.15 0.5 0.00 0.00 0.0 0.00 Snow 0.23 Net Total load (in) at 8.00 B = -0.278 I/D = 690 . 16.00 6.59 5.06 5.55 0.5 0.00 0.00 0.0 0.00 Snow 1.49 LINE LOADS (k/ft): • Load Dist •DL CDL LL Red% Type CLL • 1 16.00 0.480 0.000 0.550 0.5% Red 0.000 • . 22.33 0.480 0.000 0.550 0.000 2 15.50 0.007 0.006 0.008 0.5% Red 0.002 • 15.96 0.007 0.006 0.008 0.002 • • SHEAR (Ultimate): Max Vu (I.2DL +1.6LL) = 2837 kips 0.90Vn = 104.34 kips . ' MOMENTS (Ultimate): Span Conti , LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft R kip-ft Center Pre Comp 1.2DL +1.6LL 63.6 8.0 -- - 0.90 165.75 Init DL 1.4DL 53.3 8.0 - -- . • Max+ I.2DL +1.6LL 151.8 15.5 - -- - 0.85 249.91 • Controlling 1.2DL +1.6LL 151.8 15.5 - - 0.85 249.91 REACTIONS (kips): Left Right • Initial reaction 6.15 7.62 DL reaction 6.21 9.99 Max +LL reaction 6.91 10.24 r te / , ll Gravity Beam Desien Gravity Beam Design • 1 % ID RAM Steel v7.0 Page 47/287 VI RAM Steel v7.0 Page 48/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ,,,wexw Building Code: UBC2 Steel Code: LRFD 2nd Ed • Building Code: UBC2 . Steel Code: LRFD 2nd Ed. Lett Right Floor Type: Floor Beam Number = 42 Max +total reaction (factored) 18.51 28.37 - yam • . DEFLECTIONS: - SPAN INFORMATION (ft): l -End (29.50,120.67) J -End (35.50,120.67) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Initial load (in) at 11.39 ft = -0.402 I/D = 667 Total Beam Length (ft) = 6.00 Live load (in) at 11.39 ft = -0.226 I/D = 1186 Post Comp load (in) at 11.39 ft = -0.284 VD = 945 COMPOSITE PROPERTIES (Not Shored): ' Net Total load (in) at 11.39 ft = -0.686 L/D = 391 Left Right Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = . 18.00 Y bar(in) . = 12.06 Mnf (kip -ft) = 203.29 lvfn (kip-ft) = 142.30 • C (kips) = 42.08 PNA (in) = 7.87 Leff (in4) = 318.05 Itr (in4) = 497.45 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 # of studs: Max = 6 Partial = 4 Actual = 4 Number of Stud Rows = 1 Percent of Full Composite Action = 26.19 LINE LOADS (kilt): Load Dist DL • CDL LL Red% Type CLL I 0.00 0.620 0.527 0.775 0.0% Red 0.155 . 6.00 0.620 0.527 0.775 0.155 • . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.95 kips 0.9OVn = 77.16 kips MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip -ft Center Pre Comp 12DL +1•6LL 4.0 3.0 -- - 0.90 92.63 • brit DL 1.4DL 3.3 3.0 - --- Max + 1.2DL +1.6LL 8.9 3.0 - -- - 0.85 120.95 • Controlling 11DL +1.6LL 8.9 3.0 0.85 120.95 REACTIONS (kips): Lett Right Initial reaction 2.05 2.05 DL reaction 1.86 1.86 . Max +LL reaction 2.32 2.32 Max +total reaction (factored) 5.95 5.95 DEFLECTIONS: Initial load (in) at 3.00 ft = -0004 1/D = 17663 . Live load (in) at 3.00 ft = -0.002 1/D = 29386 • - Post Comp load (in) at 3.00 ft = -0.003 LD = 26237 Net Total load (in) at 3.00 ft = -0.007 111 = 10557 r ,� ( /y Gravity Beam Design G rp / ps Gravity Beam Design 1 RAM Steel v7,0 Page 49/287 % % RAM Steel v7.0 Page 50/287 RA DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 •=6 -=o.�v Building Code: UBC2 Steel Code: LRFD 2nd Ed awn= Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 43 Floor Type: Floor Beam Number = 44 SPAN INFORMATION (ft): I -End (29.50,128.17) J -End (35.50,128.17) SPAN INFORMATION (ft): I -End (35.50,0.00) J -End (35.50,13.33) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi • Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) . = 6.00 Total Beam Length (ft) = 13.33 " • _OMPOSITE PROPERTIES (Not Shored): Mp (kip = 108.33 Lett Right LINE LOADS (k/ft): . Concrete thickness (in) 3.50 3.50 Load ' Dist DL LL Red% Type Unit weight concrete (pcf) 145.00 145.00 1 0.00 0.168 0.800 - NonR fc (ksi) 3.00 3.00 13.33 0.168 0.800 Decking Orientation perpendicular perpendicular SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.88 kips 0.90Vn = 65.90 kips Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 10.00 Y bar(in) • = 10.48 MOMENTS(Ultimate): Mnf(kip -ft) = 169.36 Mn(kip -ft) = 141.01 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn • C (kips) = 42.08 PNA (in) = 7.87 kip-ft ft ft kip-ft leff(in4) = 314.84 In (in4) = 399.20 - Center Max+ 1.2DL +1.6LL 32.9 6.7 0.0 1.00 0.90 97.50 Stud length (in) • = 5.50 Stud diam (in) = 0.75 Controlling 1.2DL +l.6LL 32.9 6.7 0.0 1.00 0.90 97.50 Stud Capacity (kips) Qn = 21.0 REACTIONS (kips): • 8 of studs: Max = 6 Partial =3 Actual = 4 Left Right Number of Stud Rows = 1 Percent of Full Composite Action = 47.14 DL reaction 1.12 1.12 LINE LOADS (k/ft): • Max +LL reaction 5.33 5.33 Load Dist DL CDL LL Red% Type CLL Max +total reaction (factored) 9.88 9.88 1 0.00 0.307 0.261 0.383 0.090 Red 0.077 DEFLECTIONS: 6.00 0.307 0.261 0.383 ' 0.077 Dead load (in) at 6.67 ft = -0.035 1J13 = 4583 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 2.94 kips 0.90Vn = 77.16 kips Live load (in) at 6.67 ft = -0.166 L/D = 962 Net Total load (in) at 6.67 ft = -0.201 UD = 795 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn " - kip-ft ft ft kip-ft • - • Center Pre Comp I.2DL +1.6LL 2.0 3.0 -- - 0.90 92.63 Init DL I.4DL 1.6 3.0 - - • Max+ 1.2DL +1.6LL 4.4 3.0 -- -- 0.85 119.86 Controlling 1.2DL +1.6LL 4.4 3.0 -- -- 0.85 119.86 REACTIONS (kips): - Left Right • , Initial reaction 1.01 • 1.01 DL reaction 0.92 0.92 _ Max +LL reaction 1.15 1.15 Max +total reaction (factored) 2.94 2.94 DEFLECTIONS: - ' Initial load (in) at 3.00 ft = -0.002 UD = 35711 • . Live load (in) at 3.00 ft = -0.001 L/D = 58810 Post Comp load (in) at • 3.00 ft = -0.001 I/13 = 52509 . Net Total load (in) at 3.00 ft = -0.003 I/I) = 21255 • Gravity Beam Design \ n Gravity Beam Design F1\ RAM Steel v7.0 Page 51/287 r \ 1 \`" RAM Steel v7.0 Page 52/287 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 45 Floor Type: Floor Beam Number = 46 SPAN INFORMATION (ft): I -End (35.50,13.33) J -End (35.50,27.00) SPAN INFORMATION (ft): I -End (35.50,13.33) J -End (62.50,13.33) Beam Size (User Selected) = W 16X26 . Fy = 50.0 ksi Beam Size (User Selected) = WI 6X31 Fy = 50.0 ksi Total Beam Length (ft) = 13.67 Total Beam Length (ft) = 27.00 . COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right . Left Right Concrete thickness.(in) 3.50 3.50 Concrete thickness (in) 3.50 0.00 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pci) 145.00 . 0.00 fc (ksi) • 3.00 3.00 fc (ksi) 3.00 0.00 Decking Orientation • parallel parallel Decking Orientation perpendicular , parallel Decking type VERCO W3 Formlok VERCO W3 Formlok Decking. type VERCO W3 Formlok Non Composite beff (in) = 41.00 Y bar(in) = 16.29 beff (in) = 40.50 Y bar(in) = 15.92 Mnf (kip-41) - 395.86 Mn ( kip-ft) = 302.23 Mnf (kip -ft) = 444.14 Mn (kip -ft) = 394.98 C (kips) - 126.24 PNA (in) = 12.89 C (kips) • = 21430 PNA (in) = 15.44 leff(in4) = 790.05 ltr(in4) = 1133.62 Ietf(in4) = 1097.79 Itr(in4) = 1313.72 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • Stud Capacity (kips) Qn = 21.0 6 of studs: Full = 35 Partial = 9 Actual = 12 // of studs: Full = 43 Partial = 11 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 34.50 Number of Stud Rows = 1 Percent of Full Composite Action = 59.29 POINT LOADS (kips): POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL. Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 6.83 18.11 12.31 7.24 2.5 0.00 0.00 0.0 0.00 Snow 3.62 8.00 1.12 0.80 . 0.00 0.0 5.33 0.00 0.0 0.00 Snow 1.07 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.52 kips 0.90Vn = 104.34 kips 16.00 1.12 0.80 0.00 0.0 5.33 0.00 0.0 0.00 Snow 1.07 _ 24,00 ' 1.05 0.75 0.00 0.0 5.00 0.00 0.0 0.00 Snow 1.00 MOMENTS (Ultimate): LINE LOADS OM: Cond LoadCombo Mu @ Lb Cb • Phi Phi "Mn kip-ft ft ft kip-ft Load Dist DL CDL LL Red% Type CLL • • • Center Pre Comp 1.2DL +1.6LL 70.3 6.8 -- - 0.90 165.75 1 0. 0.342 0.232 0.137 0.0% Red 0.068 • knit DL 1.4DL 58.9 6.8 -- -- • 27.00 0.342 0.232 0.137 0.068 Max + 1.2DL +1.6LL 112.9 6.8 - -- -- 0.85 256.89 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 25.50 kips 0.90Vn = 117.91 kips Controlling 12DL +1.6LL 112.9 6.8 - -- 0.85 256.89 MOMENTS (Ultimate): • REACTIONS (kips): Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn Left Right kip-ft ft ft kip-ft Initial reaction 7.97 7.97 Center Pre Comp 1.2DL +1.6LL 64.9 14.8 -- - -- 0.90 202.50 3L reaction 9.05 9.05 Wt DL 1.4DL 41.9 14.3 - -- -- ,)lax +LL reaction 3.53 3.53 Max + 1.2DL +1.6LL 168.4 16.0 - -- -- 0.85 335.73 • Max +total reaction (factored) 16.52 16.52 Controlling I,2DL +1.6LL 168.4 16.0 - -- 0.85 335.73 DEFLECTIONS: REACTIONS (kips): Initial load (in) at 6.83 ft = -0.130 L/D = • 1265 Left Right Live load (in) at 6.83 ft = -0.028 I/D = 5789 Initial reaction 6.33 7.27 Post Comp load (in) at 6.83 ft = -0.052 1/D = 3180 DL reaction 5.97 6.54 Net Total load (in) at 6.83 ft = -0.181 L/D = 905 Max +LL reaction 8.33 11.03 Max +total reaction (factored) 20.49 25.50 -1"14.{--. . D Gravity Beam Design ,�fy Gravity Beam Design 1 RAM Steel v7.0 Page 53/287 1 iV RAM Steel v7.0 - Page 54/287 RAM DataBase: N13432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 99 T. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Me- UBC2 Steel Cod.: LRFD 2nd Ed DEFLECTIONS: Floor Type: Floor Beam Number =47 Initial load (in) at 13.50 ft = -0.362 UD" = 895 SPAN INFORMATION (ft): I -End (35.50,20.17) J -End (62.50,20.17) Live load (in) at 13.50 ft = -0.294 I/I) = 1102 Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi 'Post Comp load (in) at 13.50 ft = -0.350 UD = 927 Total Beam Length (ft) = 27.00 ' .Net Total load (in) at 13.50 ft = -0.712 L/D = 455 ' COMPOSITE PROPERTIES (Not Shored): Left ' Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc() 145.00 145.00 • • fc(ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular � Decking type VERCO W3 Formlok VERCO W3 Formlok • . beff (in) = 81.00 Y bar(in) = 17.93 Mnf(kip -ft) = 429.29 • Mn (kip-ft) = 378.47 C (kips) = 263.00 PNA (in) = 15.47 . Ieff (in4) = 1134.35 Itr (in4) = 1307.98 Stud length (in) = 5.50 . Stud diam (in) = 0.75 • • Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 37 Partial = 10 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 ' LINE LOADS (Wit): • ' Load Dist DL CDL LL Red% Type CLL . 1 0.00 0.683 0.465 0.273 2.8% Red 0.137 27.00 0.683 • 0.465 0.273 0.137 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.81 Idps 0.9OVn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo' Mu @ Lb Cb Phi • Phi•Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 70.7 13.5 -- - 0.90 165.75 Init DL 1.4DL 59.3 13.5 - -- -- Max + 1.2DL +1.6LL 113.5 13.5 - - 0.85 321.70 Controlling 1.4DL 70.7 13.5 - -- 0.90 165.75 REACTIONS (kips): Left Right Initial reaction 8.12 8.12 . DL reaction 9.22 9.22 ' Max +LL reaction . 3.59 3.59 Max +total reaction (factored) .16.81 16.81 DEFLECTIONS: (Camber =1/2) . Initial load (in) at 13.50 ft = -0.637 UD = 509 . Live load (in) at 13.50 ft = -0.097 I/D = 3354 • Post Comp load (in) at 13.50 ft = -0.176 UD = 1840 • Net Total load (in) at 13.50 ft = -0.313 UD = 1036 Gravity Beam Design Gravity Beam Design R RAM Steel v7.0 Page 55/287 (l RAM Steel v7.0 Page 56/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 t" 91,99, ' , 9 Building Code: UBC2 Steel Code: LRFD 2nd Ed t"@ + Building Code: UBC2 'Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number =48 • Floor Type: Floor - Beam Number =49 . SPAN INFORMATION (ft): 1 -End (35.50,27.00) J -End (35.50,37.00) SPAN INFORMATION (ft): I -End (35.50,27.00) J -End (62.50,27.00) . Beam Size (User Selected) = W 16X31 Fy = 50.0 ksi . Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 27.00 . Mp(kip -ft) = 225.00 COMPOSITE PROPERTIES No Loads (Not Shored): Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.00 kips 0.90Vn = 117.91 kips Concrete thickness (in) 3.50 3.50 MOMENTS (Ultimate): Unit weight concrete (pct) 145.00 145.00 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn fc (ksi) 3.00 3.00 kip-ft ft ft kip -ft Decking Orientation pupendicular perpendicular Controlling l.4DL ' 0.0 13.5 0.0 1.00 0.90 0.00 Decking type VERCO W3 Formlok VERCO W3 Formlok • beff(in) = 81.00 Y bar(in) = 17.93 REACTIONS (kips): Mnf(kip -ft) = 429.29 Mn (kip -ft) = 378.47 Left Right C (kips) = . 263.00 PNA (in) = 15.47 DL reaction 0.00 0.00 Ieff (in4) = 1134.35 ltr (in4) = 1307.98 DEFLECTIONS: Stud length (in) = 5.50 Stud diam (in) = 0.75 Dead load (in) at 9.95 ft = 0.000 • • Stud Capacity (kips) Qn = 21.0 Live load (in) at 9.95 ft = 0.000 9 of studs: - Full = 37 Partial = 10 Actual = 25 Net Total load (in) at 9.95 1t = 0.000 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.842 0.572 0.337 6.2% Red 0.168 27.00 0. 842 0.572 0.337 0.168 SHEAR (Ultimate): Max Vu (1.2DL +I.6LL) = 20.46 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn ' kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 87.1 13.5 -- -- 0.90 165.75 InitDL t.4DL 73.0 13.5 -- -- , Max+ 1.2DL +1.6LL 138.1 13.5 - -- -- 0.85 321.70 Controlling ' I.4DL 87.1 13.5 - -- -- 0.90 165.75 REACTIONS (kips): . Left Right Initial reaction 1000 10.00 • DL reaction 11.36 11.36 Max +LL reaction 4.26 4.26 Max +total reaction (factored) 20.46 20.46 • DEFLECTIONS: (Camber = 3/4) Initial load (in) at 1350 fl = -0.784 UD = 413 ' Live load (in) at 13.50 ft = -0.115 IJD = 2822 Post Comp load (in) at 13.50 ft = -0.213 UD = 1523 Net Total load (in) at 13.50 ft = -0.247 IJD = 1313 ► /p Gravity Beam Design ► ,� / /r Gravity Beam Design 7 i � RAM Steel v7.0 • Page 57/287 % i � RAM Steel v7.0 Page 58/287 RA m DataBase 1,11)432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00;13 w.4 Building Code: UBC2 Steel Code: LRFD 2nd Ed ".. Building Code: UBC2 Steel Code LRFD 2nd Ed Floor Type: Floor Beam Number = 50 Floor Type: Floor Beam Number = 51 . SPAN INFORMATION (ft): I -End (35.50 ,37.00) .1-End (35.50,47.00) SPAN INFORMATION (ft): I -End (35.50,37.00) J -End (62.50,37.00) Beam Size (User Selected) = W16)(31 Fy = 50.0 ksi Beam Size (User Selected) = W16)(31 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = ' 27.00 . • Mp (kip-ft) = 225.00 No Loads COMPOSITE PROPERTIES (Not Shored): Lett Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.00 kips 0.9OVn = 117.91 kips Concrete thickness (in) 3.50 330 MOMENTS (Ultimate): Unit weight concrete (pcf) 145.00 145.00 . • Span Cond LoadCombo Mu @ Lb Cb . Phi Phi•Mn . fc (ksi) 3.00 3.00 • kip-ft ft . ft kip-ft ' Decking Orientation • perpendicular perpendicular Controlling • 1.4DL 0.0 13.5 0.0 1.00 0.90 0.00 Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 81.00 Y bar(in) = 17.73 .REACTIONS (kips): Mnf(Itip -tt) = 506.77 Mn (kip-ft) (kilrft) 427.49 Left Right C (kips) = 263.00 PNA (in) = 15.53 DL reaction 0.00 0.00 Leff (in4) _ .1259.79 Itr (in4) = 1540.06 DEFLECTIONS: • Stud length (in) = 5.50 Stud diam (in) = 0.75 Dead load (in) • at 9.95 ft = 0.000 Stud Capacity (kips) Qn = 21.0 Live load (in) at 9.95 ft = 0.000 # of studs: Full = 44 Partial = 11 Actual = 25 Net Total load (in) at 9.95 ft = 0.000 . Number of Stud Rows = 1 Percent of Full Composite Action = 57.67 LINE LOADS (Wft): . Load Dist DL CDL LL Red% Type CLL 1 0.00 1.000 0.680 0.400 9.6% Red 0.200 ' 27.00 1.000 0.680 0.400 . 0.200 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 24.01 kips 0.90Vn = 117.91 kips • MOMENTS (Ultimate): • Span - : Cond LoadCombo Mu @ Lb Cb . Phi Phi•Mn • kip-ft ft 11 - kip-ft • Center Pre Comp 1.2DL +l.6LL 103.5 13.5 - -- 0.90 202.50 Init DL 1.4DL 86.8 13.5 - -- Max + l.2DL +1.6LL 162.1 13.5 - -- -- 0.85 363.37 Controlling 1.4DL 103.5 13.5 -- -- 090 202.50 " REACTIONS (kips): Left Right Initial reaction 11.88 11.88 , • • DL reaction 13.50 13.50 Max +LL reaction 4.88 4.88 . Max +total reaction (factored) 24.01 24.01 . • ' DEFLECTIONS: (Camber =1/2) • Initial load (in) at 13.50 ft = -0.748 L/D = 433 Live load (in) at 13.50 ft = -0.118 VD = 2738 . Post Comp load (in) at 13.50 ft = -0.223 VD = 1452 Net Total load (in) at 13.50 ft = -0.471 ' VD = 688 • • • ► r/j Gravity Beam Design Gravity Beam Design / 7 0 RAM Steel v7.0 Page 59/287 FIB RAM Steel v7.0 . Page 60/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 •... Building Code: UBC2 . Steel Code: LRFD 2nd Ed. , .. , w.. , Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 52 Live load (in) at 15.33 ft .0.247 L/D = 1488 Post Comp load (in) at 15.33 ft = -0.365 . IJD = 1007 • SPAN INFORMATION (ft): I -End (35.50,47.00) .1-End (35.50,77.67) Net Total load (in) at 15.33 ft = -0.489 L/D = 753 Beam Size (User Selected) = W24X55- Fy = 50.0 ksi Total Beam Length (ft) = 30.67 COMPOSITE PROPERTIES (Not Shored): Left Right • Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pcf) • 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok befT(in) = 92.00 Y bar(in) = 23.09 Mnf (kip -ft) = 1117.71 Mn (kip -ft) = 901.56 ' C (kips) = 294.56 PNA (in) = 19.24 Ieff (in4) = 3198.12 Itr (in4) = 4414.67 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 # of studs: Full = 77 Partial = 20 Actual = 28 Number of Stud Rows = 1 Percent of Full Composite Action = 36.37 . POINT LOADS (kips): Dist DL CDL ReSLL 'Red% NonRLL StorLL Red% RooILL Red% CLL 8.33 8.28 7.04 10.35 35.3 000 0.00 0.0 0.00 Snow 2.07 8.33 • 9.97 6.78 3.99 35.3 0.00 0.00 0.0 0.00 Snow 1.99 15.33 7.56 6.43 9.45 35.3 0.00 0.00 0.0 0.00 Snow 1.89 15.33- 9.10 6.19 3.64 35.3 0.00 0.00 0.0 0.00 Snow 1.82 • 22.33 8.28 7.04 10.35 35.3 0.00 0.00 0.0 0.00 Snow 2.07 22.33. 9.97 6.78 3.99 35.3 0.00 0.00 0.0 0.00 Snow t.99 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 53.49 kips 0.9OVn= 251.37 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft Center Pre Comp 12DL +1.6LL 353.9 15.3 - -- -- • 0.90 502.50 Init DL 1.4DL 296.6 15.3 - -- -- Max + 1.2DL +1.6LL 563.1 15.3 - 0.85 766.32 rolling 1.2DL +1.6LL 563.1 15.3 - -- -- 0.85 766.32 FACTIONS (kips): Left Right . . Initial reaction 26.04 26.04 • DL reaction 26.58 26.58 " Max +LL reaction 13.50 13.50 Max +total reaction (factored) 53.49 53.49 . • DEFLECTIONS: (Camber = 3/4) Initial Toad (in) at 15.33 ft = -0.873 VD = 422 • °mot' Gravity Beam Design �� Gravity Beam Design RAM Steel v7.0 Page 61/287 RAM Steel v7.0 Page 62/287 RR DataBase: ND432 05!03!04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 '^'y'r*++ Building Code: UBC2 Steel Code: LRFD 2nd Ed it Building (' dr UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor - Beam Number = 53 Net Total load (in) at 10.00 ft = -0.266 I/D = 901 SPAN INFORMATION (ft): 1 -End (35.50,47.00) J -End (55.50,47.00) Beam Size (User Selected) = W16X36 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 - OMPOSITE PROPERTIES (Not Shored): , • 'Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) . 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular ' Decking type • VERCO W3 Formlok VERCO W3 Formlok beff(in) = 60.00 Y bar(in) = 16.59 Mnf (kip -ft) = 560.83 Mn (kip -ft) = 408.20 C (kips) = 147.28 PNA (in) = 12.92 . Ieff (in4) = 1074.04 Itr (in4) = 1635.60 . Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 # of studs: Max = 40 Partial = 13 Actual = 14 • Number of Stud Rows = 1 Percent of Full Composite Action = 27.79 • ' LINE LOADS (k/ft): . . Load Dist DL CDL LL Red% Type CLL . 1 0.00 0.333 0.283 0.417 2.7% Red 0.083 20.00 0.333 0.283 0.417 0.083 • . 2 0.00 0.500' 0.340 • 0.200 2.7% Red 0.100 20.00 0.500 0.340 0.200 ' 0.100 SHEAR (Ultimate): Max Vu (1.20L +1.6LL) = 19.60 kips 0.90Vn =12632 kips MOMENTS (Ultimate): - ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft 11 kip-ft Center Pre Comp l.2DL +1.6LL 52.1 10.0. - -- - 0.90 240.00 Init DL 1.4DL 43.6 • 10.0 - -- . Max + L2DL +1.6LL 98.0 10.0 - - 0.85 346.97 Controlling t.2DL +1.6LL 98.0 10.0 -- -- 0.85 346.97 REACTIONS (kips): • Left Right • . Initial reaction 8.07 8.07 DL reaction 8.33 8.33 Max +IL reaction 6.00 6.00 - . Max +total reaction (factored) 19.60 19.60 DEFLECTIONS: . Initial load (in) at 10.00 ft = -0.173 L/D = 1390 • Live load (in) at 10.00 ft = -0.069 LJD = 3459 Post Comp load (in) at 10.00 ft = -0.094 IJD = 2563 I ,� / / y •Gravity Design �� Gravity Beam Design �� RAM Steel v7.0 Page 63/287 riff /j 1 V RAM Steel v7.0 Page 64 /287 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 . • 05/03/04 17:00:13 ,^r".d.. Building Code: UBC2 Steel Code: LRFD 2nd Ed • . Building Code: UBC2• Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 54 ' Floor Type: Floor Beam Number = 55 SPAN. INFORMATION (ft): I -End (35.50,55.33) J -End (62.50,55.33) SPAN INFORMATION (ft): I -End (35.50,62.33) J -End (62.50,62.33) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (11) = 27.00 Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc() 145.00 145.00 . Unit weight concrete (pct) 145.00 145.00 fc (ksi) • 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 81.00 Y bar(in) = 17.93 • beff(in) = 81.00 Y bar(in) = 17.93 • . Mnf (kip -ft) = 429.29 Mn (kip -ft) = 378.47 Mnf (kip -ft) = 429.29 Mn (kip -ft) = , 378.47 C (kips) = 263.00 PNA (in) = 15.47 C (kips) = 263.00 PNA (in) = 15.47 Ieff (in4) = 1134.35 Itr (in4) = .1307.98 Ieff (in4) = 1134.35 Itr (in4) = 1307.98 Stud length (in) = 5.50 Stud diam (in) = 0.75 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 25 . # of studs: Full = 37 Partial = 10 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 LINE LOADS (Wit): LINE LOADS (Wft): Load Dist DL CDL LL Red% Type CLL Load Dist ' DL CDL LL Red% Type CLL 1 0.00 0.613 0.521 0.767 4.6% Red 0.153 1 0.00 0.560 0.476 0.700 3.1% Red 0.140 27.00 0.613 0.521 0.767 0.153 27.00' 0.560 0.476 0.700 0.140 SHEAR(Ultimate): Max Vu (I.2DL +l.6LL) =25.74 kips 0.90Vn = 104.34 kips SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) = 23.72 kips 0.90Vn= 10434 kips _ MOMENTS (Ultimate): MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span . Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft • 11 kip-ft kip-ft ft ft kip-ft Center ' Pre Comp 1.2DL +1.6LL 79.4 13.5 -- -- 0.90 165.75 Center Pre Comp 12DL +1.6LL 72.5 13.5 - -- -- 0.90 165.75 _ bit DL 1.4DL 66.5 13.5 - -- -- Init DL 1.4DL 60.7 13.5 - -- - Max + 1.2DL +1.6LL 173.8 13.5 - -- • -- 0.85 321.70 Max + 1.2DL +1.6LL ' 160.1 13.5 - -- -- 0.85 321.70 • Controlling 1.2DL +1.6LL 173.8 13.5 -- -- .0.85 321.70 Controlling l.2DL +1.6LL 160.1 13.5 -- -- 0.85 321.70 REACTIONS (kips): • REACTIONS (kips): Left Right Left Right Initial reaction 9.11 9.11 Initial reaction 832 8.32 DL reaction 8.28 8.28 DL reaction 7.56 7.56 ' Max +LL reaction . 9.88 9.88 Max +LL reaction 9.15 9.15 ' Max +total reaction (factored) 25.74 25.74 Max +total reaction (factored) 23.72 23.72 DEFLECTIONS: (Camber = 1/2), DEFLECTIONS: (Camber= 1/2) Initial load (in) at 13.50 ft = -0.714 1/1) = 454 Initial load (in) at 13.50 ft = -0.652 L/D = 497 Live load (in) at 13.50 ft = ' -0.266 LJD = 1218 Live load (in) at 13.5011 = -0.247 VD = 1314 Post Comp load (in) at 13.50 ft = 4299 LID = 1082 Post Comp load (in) at 13.50 0 = -0.277 LD = 1170 • Net Total load (in) at 13.50 ft = -0.514 LID = 631 Net Total load (in) at 13.50 ft = -0.429 1)1) = 755 • Gravity Beam Design • / �� /} Gravity Beam Design F ` ' r V 1 RAM Steel v7.0 Page 65/287 7 1 V RAM Steel v7.0 Page 66/287 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 . Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Floor Beam Number = 56 Floor Type: Floor Beam Number = 57 SPAN INFORMATION (ft): 1 -End (35.50,69.33) J -End (62.50,69.33) SPAN INFORMATION (ft): I -End (35.50,77.67) J -End (35.50,112.67) Beam Size (User Selected) = W16X26 • Fy = 50.0 ksi Beam Size (User Selected) = W24X68 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 Total Beam Length (ft) • 35.00 JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right . Concrete thickness (in) 3.50 3.50 • Concrete thickness (in) 3.50 3.50 Unit weight concrete (pet) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) . 3.00 3.00 . fc (ksi) 3.00 3.00 Decking Orientation pt.,p„udicular perpendicular Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok • Decking type • VERCO W3 Fonnlok VERCO W3 Formlok beff (in) = 81.00 Y bar(in) _ = 17.93 beff (in) = 105.00 Y bar(in) • = 22.92 Mnf (kip -ft) = 429.29 Mn (kip -ft) = 378.47 . Mnf (lip -ft) = 1364.43 Mn (kip -ft) = 1136.81 C (kips) = 263.00 PNA (in) = 15.47 C (kips) = 357.68 PNA (in) = 20.48 leff (1n4) = 1134.35 Itr (in4) = 1307.98 Ieff (in4) = 4136.66 Itr (in4) = 5563.64 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 , ' Stud Capacity (kips) Qn = 21.0 it of studs: Full = 37 Partial = 10 Actual = 25 9 of studs: Full = 90 Partial = 23 Actual = 34 • Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 Number of Stud Rows = 1 Percent of Full Composite Action = 38.17 LINE LOADS (1c/ft): POINT LOADS (kips): Load Dist DL CDL LL Red% Type CLL ' Dist DL CDL RedLL Red% NonELL StorLL Red% • RoofLL Red% CLL 1 0.00 0.613 0.521 0.767 4.6% Red 0.153 9.42 23.19 15.77 9.27 40.0 0.00 0.00 0.0 0.00 Snow • 4.64 27.00 0.613 0.521 0.767 0.153 17.50 22.30 15.17 8.92 40.0 0.00 0.00 0.0 0.00 Snow 4.46 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 25.74 kips 0.90Vn = 104.34 kips 26.25 23.19 15.77 9.27 40.0 0.00 0.00 0.0 0.00 Snow 4.64 MOMENTS (Ultimate): • LINE LOADS (k/ft): Span Cond LoadCombo Mu @ Lb . Cb Phi Phi *Mn Load Dist DL CDL LL Red% Type CLL • kip-ft ft ft kip-ft 1 0.00 0.01X) 0.000 0.130 - NonR 0.000 Center Pre Comp 1.2DL +1.6LL 79.4 13.5 -- - 0.90 165.75 35.00 0.000 0.000 • 0,130 0.000 Init DL 1.4DL 66.5 13.5 -- - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 58.73 kips 0.90Vn = 265.89 kips Max + 1.2DL +1.6LL 173.8 13.5 -- -- 0.85 321.70 MOMENTS (Ultimate): • Controlling 1.2DL +1.61.1. 173.8 13.5 - - 0.65 321.70 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn , REACTIONS (kips): • kip-ft ft ft kip-ft ' Left Right . Center . Pre Comp 1.2DL +1.6LL 461.0 17.5 -- - 0.90 663.75 Initial reaction 9.11 9.11 Init DL 1.4DL 386.3 17.5 - - DL reaction 8.28 8.28 • Max + 1.2DL +1.6LL 674.6 17.5 - -- -- 0.85 966.29 Max +LL reaction 9.88 9 Controlling 1.2DL +1.6LL 674.6 17.5 -- - 0.85 966.29 Max +total reaction (factored) 25.74 25.74 REACTIONS (kips): DEFLECTIONS: (Camber= 1/2) • Left Right Initial load (in) at' 13.50 ft = -0.714 UD = 454 Initial reaction 29.83 30.61 Live load (in) at 13.50 ft = -0.266 UD = 1218 DL reaction 33.90 • 34.78 Post Comp load (in) at 13.501[ = -0.299 UD = 1082 Max +LL reaction 10.41 10.62 Net Total load (in) at 13.50 ft = -0.514 UD = 631 . Max +total reaction (factored) 57.33 58.73 • /Gravity Beam Design Gravity Beam Design 11 RAM v7.0 Page 67/287 i 1 V RAM Steel v7.0 . Page 68/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed i Building Code: UBC2 Steel Code: LRFD 2nd Ed. DEFLECTIONS: (Camber - 1) • Floor Type: Floor Beam Number = 58 Initial load (in) at 17.50 ft = -1.091 IJD = 385 SPAN INFORMATION (ft): I -End (35.50,77.67) J -End (62.50,77.67) Live load (in) at 17.50 ft = -0.207 L/D = 2030 Beam Size (User Selected) = W16X26 Fy = 50,0 ksi Post Comp load (in) at 17.50 ft = -0.434 IUD = 968 "Total Beam Length (ft) = 27.00 Net Total load (in) at 17.50 ft = -0.525 IUD = 800 COMPOSITE PROPERTIES (Not Shored): . . Left Right Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 ' 3.00 , Decking Orientation perpendicular perpendicular Decking type VERCO W3' Formlok VERCO W3 Fonnlok . beff (in) = 81.00 Y bar(in) = 17.93 Mnf (kip -ft) = 429.29 Mn (kip -ft) = 378.47 . C (kips) = 263.00 PNA (in) = 15.47 leff(in4) = 1134.35 ttr(in4) = 1307.98 • Stud length (in) =, 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 ' 5 of studs: 'Full = 37 Partial = 10 Actual = 25 ' • • Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 LINE LOADS (k!ft): . Load Dist DL . CDL LL Red% Type CLL 1 0.00 0.471 0.320 0.188 7.2% Red 0.094 • 27.00 0.471 . 0.320 0.188 0.094 2 0.00 0.333 0,283 0.417 7.2% Red 0.083 . 27.00 0.333 0.283 0417 • 0.083 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =25.16 kips 0.9OVn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft ' Center Pre Comp 1.2DL +1,6LL 91.9 13.5 - -- - 0.90 165.75 Inn DL 1.4DL 77.0 13.5 -- -- Max + 1.2DL +I.6LL 169.8 13.5 - -- - 0.85 321,70 ' Controlling 1.4DL 91.9 13.5 -- - 0.90 165.75 . REACTIONS (kips): Left Right Wtial reaction 10.54 10.54 DL reaction 10.86 10.86 Max +LL reaction 7.58 7.58 • Max +total reaction (factored) 25.16 25.16 DEFLECTIONS: (Camber =3/4) • Initial load (in) at 13.50 ft = -0.827 1/13 = 392 Live load (in) at 13.50 ft = -0.204 L/D = 1587 Post Comp load (in) at 13.50 ft = -0.277 1 /D = 1169 • Gravity Beam Design ,�� //y Gravity Beam Design 1 - 7 - - d RA ■ C RAM Steel v7.0 Page 69/287 % 1 RAM Steel v7.0 Page 70/287 . RA DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05703/04 17:00:13 '"rs*,n.« Building Code: UBC2 Steel Code: LRFD 2nd Ed �^ W Building Code: UBC2 Steel Code: LRFD 2nd Ed Net Total Toad (in) at 13.50 ft = -0.354 LID = 916 Floor Type: Floor • Beam Number = 59 . • SPAN INFORMATION (ft): I -End (35.50,87.08) J -End (62.50,87.08) ' - Beam Size (User Selected) = W 16X26. Fy = 50.0 ksi • • Total Beam Length (ft) = 27.00 • COMPOSITE PROPERTIES (Plot Shored): • Left Right _ Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 . fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular • . Decking type VERCO W3 Fonnlok VERCO W3 Formlok • beff(in) = 81.00 Y bar(in) = 17.93 Mnf(kip -ft) = 429.29 Mn(kip -ft) = 378.47 C (kips) = 263.00 PNA (in) = 15.47 leff(in4) = I134.35 Itr(in4) = 1307.98 • Stud length (in) = 5.50 " Stud diam (in) = 0.75 • • Stud Capacity (kips) Qn = 21.0 • • . 9 of studs: Full = 37 • Partial = 10 Actual = 25 • Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 LINE LOADS (k/ft): • Load Dist DL CDL LL Red% Type CLL . • 1 0.00 0.875 ' 0.595 0.350 6.9% Red 0.175 27.00 0.875 0.595 0.350 - 0.175 • SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 21.21 kips 0.90Vn = 104.34 kips • • MOMENTS (Ultimate): . Span Cond ' LoadCombo Mu @ Lb Cb Phil Phi *Mn kip-ft ft ft kip-ft Center Pre Comp I.2DL +1.6LL 90.6 13.5 -- -- 0.90 165.75 Init DL 1.4DL 75.9 13.5 -- --• . Max+ 1.2DL +1.6LL 143.2 13.5 - -- -- 0.85 321.70 . . Controlling 1.4DL 90.6 13.5 - - 0.90 165.75 • REACTIONS (kips): Left Right Initial reaction 10.39 10.39 DL reaction 11.81 11.81 • Max +LL reaction 4.40 4.40 Max +total reaction (factored) 21.21 21.21 DEFLECTIONS: (Camber =3/4) Initial load (in) at 13.50 ft , -0.815 UD = 398 Live load (in) at 13.50 ft = -0.118 113 = 2735 Post Comp load (in) at 13.50 ft = -0.220 UD = 1471 • Net Total load (in) at 13.50 ft = -0.285 UD = 1136 �� //y Gravity Beam Design Page 71/287 '/ I,�.`y �� RAM Steel v7.0 Gravity Beam Design 7 RAM Steel v7.0 � Page 72/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 •^ w. Building Code: UBC2 Steel Code: LRFD 2nd Ed " 4,4 • ,4,- " , •: Building Code: UBC2 • Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 60 Floor Type: Floor Beam Number = 61 SPAN INFORMATION (ft): I -End (35.50,95.17) ' J -End (62.50,95.17) SPAN INFORMATION (ft): I -End (35.50,103.92) J -End (62.50,103.92) Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) • 3.50 3.50 Unit weight concrete (pc! 145.00 145.00 ' Unit weight concrete (pc() 145.00 145.00 Pc (ksi) 3.00 3.00 f c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff(in) = 81.00 Y bar(in) = 17.93 beff(in) = 81.00 Y bar(in) = 17.93 • Mnf (kip -ft) = 429.29 ' Mn (kip -ft) = 378.47 Mnf (kip-ft) = 429.29 Mn (kip-ft) = 378.47 C (kips) = 263.00 PNA (in) = 15.47 C (kips) = 263.00 PNA (in) = 15.47 • leff (in4) = 1134.35 Itr (in4) = 1307.98 Leff (in4) = 1134.35 In (in4) = 1307.98 Stud length (m) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . Stud Capacity (kips) Qn = 21.0 . 9 of studs: Full = 37 Partial = 10 Actual = 25 • It of studs: Full = 37 Partial = 10 Actual = 25 . Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL • - 1 0.00 0.842 0.572 0.337 6.2% Red 0.168 ' 1 0.00 • 0.875 0.595 . 0.350 6.9% Red 0.175 27.00 0.842 0.572 0.337 0.168 27.00 0.875 0.595 0.350 • 0.175 ,SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.46 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =21.21 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft R kip -ft . kip-ft ft ft kip -ft Center Pre Comp 1.2DL +1.6LL 87.1 13.5 - -- - 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 90.6 13.5 - -- -- 0. 90 165.75 Init DL 1.4DL 73.0 13.5 - -- Init DL 1.4DL 75.9 13.5 - -- -- Max + 1.2DL +1.6LL 138.1 13.5 -- -- 0.85 321.70 Max+ 1.2DL +1.6LL 143.2 13.5 - -- -- 0.85 321.70 Controlling I.4DL 87.1 13.5 -- -- 0.90 165.75 Controlling 1.4DL 90.6 13.5 - - 0.90 165.75 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 10.00 10.00 Initial reaction 10.39 10.39 DL reaction 11.36 11.36 DL reaction 11.81 11.81 • Max +LL reaction 4.26 4.26 Max +LL reaction 4.40 4.40 Max +total reaction (factored) 20.46 20.46 Max +total reaction (factored) 21.21 21.21 DEFLECTIONS: (Camber = 3/4) DEFLECTIONS: (Camber = 3/4) . Initial load (in) at 13.50 ft = -0.784 1JD = 413 Initial load (in) at 13.50 0 = -0.815 VD = 398 Live load (in) at 13.50 ft = -0.115 IJD = 2822 Live load (in) at 13.50 ft = -0.118 IJD = 2735 Post Comp load (in) at 13.50 ft = -0.213 IJD = 1523 • Post Comp load (in) at 13.50 ft = -0.220 UD = 1471 Net Total load (in) at 13.50 ft = -0.247 IJD = 1313 Net Total load (in) at 13.50 ft = -0.285 3JD = 1136 Gravity Beam Design 1 vity Beam Design m" • RAM Steel v7.0 Page 73/287 RAM Steel v7.0 • a ge 74/287 DataBase ND432 05/03/04 17:00:13 jr:,, DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd FA. =�3 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 62 Floor Type: Floor Beam Number = 63 SPAN INFORMATION (ft): I -End (35.50,112.67) .1-End (35.50,128.17) SPAN INFORMATION (ft): I -End (35.50,112.67) J -End (55.50,112.67) Beam Size (User Selected) = WI 6X26 Fy = 50.0 ksi Beam Size (User Selected) = W16X36 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 Total Beam Length (ft) = 20.00 JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 . Unit weight concrete (pct) 145.00 145.00 . lc (ksi) 3.00 3.00 Cc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fomrlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) _ . 46.50 Y bar(in) _ • 16.63 beff (in) = 60.00 Y bar(in) = 16.59 Mnf(kip -ft) - = 407.22 Mn (kip -ft) = 285.02 ' Mnf(kip-fl) = 560.83 Mn (kip -ft) = 408.20 C (kips) = 101.81 PNA (in) ' = 11.92 . C (kips) = 147.28 PNA (in) = 12.92 leff (in4) = 747.88 Itr (in4) = 1168.89 Leff (in4) = 1074.04 Itr (in4) = 1635.60 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 38 Partial = 10 Actual = 10 6 of studs: Max = 40 Partial = 13 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 26.51 Number of Stud Rows = 1 Percent of Full Composite Action = 27.79 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL Load ' Dist DL CDL LL Red% Type CLL 8.00 10.23 8.70 12.79 0.0 0.00 0.00 0.0 0.00 Snow 2.56 1 0.00. 0.320 0.272 0.400 1.4% Red 0.080 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.90 kips 0.90Vn = 10434 kips - 20.00 0.320 0.272 0.400 0.080 2 0.00 0.438 0.298 0.175 IA% Red 0.088 MOMENTS (Ultimate): ' . 20.00 0.438 0.298 0.175 . 0.088 . Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn • kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (I.2DL +1.6LL)= 18.16 kips 0.90Vn = 12632 kips ' Center Pre Comp 1.2DL +1.6LL 56.2 8.0 -- - 0.90 165.75 MOMENTS (Ultimate): . Init DL ' 1.4DL 47.1 8.0 -- - Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Max + 1.2DL +1.6LL 126.7 ' 8.0 - -- -- 0. 85 242.26 kip-ft ft ft kip-ft • Controlling 1.2DL +1.6LL 126.7 8.0 - -- 0.85 242.26 Center Pre Comp 1.2DL +1.6LL 47.6 10.0 - -- 0.90 240.00 REACTIONS (kips): htit DL 1.4DL 39.9 10.0 -- - Left Right Max+ 1.2DL +1.6LL 90.8 10.0 - • - 0.85 346.97 Initial reaction 5.44 5.81 _ Controlling 1.2DL +1.6LL 90.8 10.0 -- - 0.85 346.97 DL reaction 4.95 5.28 REACTIONS (kips): Max +LL reaction 6.19 6.60 Left Right ' Max +total reaction (factored) 15.84 16.90 Initial reaction . 7.37 7.37 • DEFLECTIONS: DL reaction 7.57 7.57 - - initial load (in) at 7.83 ft = -0.133 L/D = 1395 Max +LL reaction 5.67 5.67 Live load (in) at 7.83 ft = -0.079 L/1 = 2357 • Max +total reaction (factored) 18.16 18.16 Post Comp load (in) at 7.83 ft = -0.088 L/D = 2104 DEFLECTIONS: Net Total load (in) at 7.83 R = -0.222 L/D = , 839 Initial load (in) at 10.00 ft = -0.158 111) = 1521 Live load (in) at 10.00 ft = -0.066 UD = 3663 Post Comp load (in) at 10.00 ft = -0.087 VD = 2750 . Gravity Beam Design Gr Beam Design - RAM Steel v7.0 Page 75/287 '/ 1V RAM Steel v7.0 Page 76/287 • ! DataBase: ND432 - 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed «=•w0w Building Code: UBC2 Steel Code: LRFD 2nd Ed • Net Total load (in) at 10.00 ft = -0.245 1/D = 979 • Floor Type: Floor Beam Number = 64 • SPAN INFORMATION (ft): I -End (35.50,120.67) J -End (62.50,120.67) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): ' • Left Right Concrete thickness (in) 350 3.50 • Unit weight concrete (pc() 145.00 145.00 fc(ksi) • 3.00 3,00 . Decking Orientation perpendicular perpendicular . • Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 81.00 Y bar(in) = 17.93 Mnf (kip -ft) = . 429.29 Mn (kip -ft) = 378.47 • C (kips) = 263.00 PNA (in) = 15.47 • Ieff (in4) = 1134.35 Itr (in4) = 1307.98 Stud length (in) = 5.50 Stud diarn (in) = 0.75 Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 37 Partial = 10 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 68.49 . LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL • 1 0.00 0.620 0.527 0.775 4.7% Red 0.155 27.00 0.620 0.527 0.775 0.155 • ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =25.99 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft it kip-ft Center Pre Comp 1.2DL +1.6LL 80.2 13.5 -- -- 0.90 165.75 Wt DL 1.4DL 67.2 13.5 - -- Max + 1.2DL +1.6LL 175.4 13.5 -- -- 0.85 321.70 Controlling 1.2DL +1.6LL 175.4 13.5 -- - 0.85 321.70 REACTIONS (kips): . Left Right Initial reaction 9.21 9.21 . DL reaction 8.37 8,37 Max +LL reaction 9,97 9.97 Max +total reaction (factored) 25.99 25.99 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 13.50 ft = -0.722 L/D = 449 . Live load (in) at 13.50 ft = -0.268 11D = 1207 Post Comp load (in) at 13.50 ft = -0.302 VD = 1072 . Net Total load (in) at 13.50 fl = -0.524 VD = 618 • • Gravity Beam Design / fir / /y Gravity Beam Design 1 RAM Steel v7.0 . Page 77/287 7 ll RAM Steel v7.0 Page 78/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ma.. r.. Building Code: UBC2 Steel Code: LRFD 2nd 04. .^..110. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 65 Floor Type: Floor Beam Number =66 SPAN INFORMATION (ft): I -End (35.50,128.17) J -End (62.50,128.17) SPAN INFORMATION (ft): 1 -End (35.50,135.00) J -End (35.50,163.25) Beam Size (User Selected) = W 16X31 ' Fy = 50.0 ksi Beam Size (Use•Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 Total Beam Length (ft) = 28.25 JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right ' Concrete thickness (in) • . 3.50 3.50 - Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 ' fc (lai) 3.00 . 3.00 fc (ks) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation parallel parallel Decking type VERCO W3Foonlok VERCO W3 Fonnlok _ Decking type VERCO W3 Formlok VERCO W3 Fonnlok . befr(in) = 41.50 Y bar(in) = 15.99 beff(in) = 84.75 • Y bar(in) = 21.08 Mnf (kip -ft) = 447.79 Mn (kip -ft) = 414.21 Mnf (Idp-ft) = 830.17 Mn (kip -ft) = 594.08 . C (kips) = 263.00 PNA (in) = 15.53 C (kips) = 166.92 PNA (in) = 15.10 Ieff(in4) = 1173.37 Itr(in4) = 1322.45 Ieff(in4) . = 1927.72 Itr (in4) = 2983.48 Stud length (in) = 5.50 ' Stud diam (in). = 0.75 - Stud length (in) = 5.50 Stud diem (in) . = 0.75 ' Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 36 Partial = 9 Actual = 25 # of studs: Full = 86 Partial = 22 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 71.01 Number of Stud Rows = 1 • Percent of Full Composite Action = 25.68 LINE LOADS (k/ft): POINT LOADS (kips): ' Load Dist DL CDL LL Red% Type CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 1 0.00 0.307 0.261 0.383 0.0% Red 0.077 9.03 23.93 16.27 • 9.57 27.5 0.00 0.00 0.0 0.00 Snow 4.79 . 27.00 0.307 0.261 0.383 0.077 18.06 25.45 17.31 10.18 27.5 ' 0.00 0.00 0.0 0.00 Snow 5.09 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =13.25 kips 0.90Vn = 117.91 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =4236 kips 0.90Vn = 195.24 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft 0 kip-ft kip-ft ft ft kip-ft • • Center Pre Comp 1.2DL +1.6LL 39.7 13.5 - -- -- 0.90 202.50' Center Pre Comp l.2DL +1.6LL 276.9 18.1 -- -- 0.90 357.75 Init DL 1.4DL 33.3 13.5 -- -- Init DL 1.4DL 232.0 18.1 -- - -- Max + I.2DL +1.6LL 89.4 13.5 -- -- 0.85 352.08 Max+ 1.2DL +1.6LL 405.6 18.1 - -- - 0.85 504.97 Controlling 1.2DL +1.6LL 89.4 13.5 -- - 0.85 352.08 Controlling 1.2DL +1.6LL 405.6 18:1 - - 0.85 504.97 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 4.55 4.55 • Initial reaction 22.41 21.05 ' DL reaction 4.14 4.14 DL reaction 25.46 23.93 . Max +LL reaction 5.17 5.17 Max +LL reaction 7.38 6.94 Max +total reaction (factored) 13.25 13.25 ' Max +total reaction (factored) 42.36 39.81 DEFLECTIONS: DEFLECTIONS: (Camber = 3/4) . Initial load (in) at 13.50 R = -0.287 L/D = 1130 Initial load (in) at ' 14.13 ft = -0.961 UD = 353 • Live load (in) at 13.50 0 = -0.135 UD = 2405 Live load (in) ' at 14.13 ft = -0.179 UD = 1891 Post Comp load (in) at 13.50 ft = -0.151 IJD = 2148 Post Comp load (in) at 14.13 ft = ' -0.377 L/D = ' 899 Net Total load (in) at 13.50 ft = -0.437 UD = 741 Net Total load (in) at 14.13 ft = -0.589 IJD =. 576 • ( Gravity Beam Design Gravity Beam Design ll RAM Steel v7.0 Page 79/287 RAM Steel v7.0 - • Page 80/287 . RAM DataBase: ND432 05/03/04 17:00:13 1 DataBase: ND432 05 /03/04 17:00:13 ^^@ *rzT^• Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 67 Floor Type: Floor Beam Number = 68 ' SPAN INFORMATION (ft): I -End (35.50,135.00) J -End (62.50,135.00) SPAN INFORMATION (ft): I -End (35.50,144.03) .1-End (62.50,144.03) . Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 . Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): ' COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right • Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct). 145 :00 145.00 Unit weight concrete (pc() • 145.00 145.00 - fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok - Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 41.50 Y bar(in) = 15.99 beff (in) = 81.00 Y bar(in) = 17.73 Mnf (kip -ft) = 447.79 Mn (kip -(1) = 414.21 Mnf (kip -ft) = 506.77 Mn (kip -B) = 427.49 C (kips) = 263.00 PNA (in) = 15.53 C (kips) = 263.00 PNA (in) = 15.53 • . Leff (in4) • = 1173.37 Itr (in4) = 1322.45 Ieff (in4) = 1259.79 It (in4) = 1540.06 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0, # of studs: Full = 36 Partial = 9 Actual = 25 # of studs: Full = 44 Partial = 11 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 71.01 Number of Stud Rows = 1 Percent of Full Composite. Action = 57.67 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% . Type CLL 1 0.00 0.452 0.307 0.181 0.0% Red 0690 1 0.00 0.903 0.614 0.361 7.5% Red 0.181 27.00 0.452 0.307 0.181 0.090 27.00 0.903 0.614 0.361 0.181 SHEAR (Ultimate): Max Vo,(1.2DL +1.6LL)= 11.22 kips 0.90Vn = 117.91 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =21.85 kips 0.90Vn = 117.91 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu ' @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu - @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft kip-ft ft 11 kip-f) Center Pre Comp l.2DL +1.6LL 46.7 13.5 -- -- 0.90 202.50 Center Pre Comp I.2DL +1.6LL 93.5 13.5 - -- -- 0.90 202.50 Inn DL 1.4DL 39.2 13.5 - -- -- [nit DL 1.4DL 78.3 13.5 -- - Max+ l.2DL +1.6LL 75.7 13.5 - -- -- 0.85 352.08 Max + I.2DL +1.6LL 147.5 13.5 - -- -- 0.85 363.37 Controlling 1.4DL 46.7 13.5 -- - 0.90 202.50 Controlling 1.4DL 93.5 13.5 -- - -. 0.90 202.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 5.36 5.36 Initial reaction 10.73 10.73 ' • DL reaction 6.10 6.10 DL reaction 12.19 12.19 Max +LL reaction 2.44 2.44 Max +LL reaction 4.51 4.51 Max +total reaction (factored) 11.22 11.22 Max +total reaction (factored) 21.85 21.85 DEFLECTIONS: DEFLECTIONS: (Camber =1 /2) Initial load (in) at 13.50 ft = . -0.338 1JD = 960 Initial load (in) at 13:50 ft = -0.675 IJD = 480 Live load (in) at 13.50 ft = -0.063 UD = 5105 Live load (in) at 13.50 ft = -0.109 U13 = 2963 Post Comp load (in) at 13.50 ft = -0.114 IJD = 2836 Post Comp load (in) at 13.50 ft = -0.204 L/D = 1589 Net Total load (in) at 13.50 ft • -0.452 UD = 717 • Net Total load (in) at 13.50 ft = -0.379 1JD = 854 • Gravity Beam Desien Gravity Beam Design _ ' RAM Steel v7.0 Page'81/287 E RAM Steel v7.0 Page 82/287 • / s i D ND432 05/03/04 17:00:13 1[!� DataBase: ND432 - 05/03/04 17:0013 Building Code: UBC2 Steel Code: LRFD 2nd Ed 9 R ^'s Building Code: UBC2 _ Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 69 live load (in) at 13.50 ft = -0.115 1./D = 2816 Post Comp load (in) at 13.50 ft = -0.216 1./D = 1503 SPAN INFORMATION (ft): I -End (35.50,153.06) J -End (62.50,153.06) Net Total Toad (in) at 1350 ft = • -0.433 IJD = 749 Beam Size (User Selected) = W 16X31 Fy = 50.0 ksi • Total Beam Length (ft) = 27.00 ' JMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 fc(ksi) 3.00 3.00 . . Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Fomaok VERCO W3 Foimlok • - . beff(in) = 81.00 ' Ybar(in) = 17.73 Mnf (kip -ft) = 506.77 Mn (kip -ft) = 427.37 • C (kips) = 262.75 PNA (in) = 15:53 . leff(in4) = 1259.37 Itr (in4) = 1540.06 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . # of studs: Full = 44 Partial = 11 Actual = 25 Number of Stud Rows = 1 Percent of Full Composite Action = 57.62 LINE LOADS (kilt): • - Load Dist DL CDL LL Red% Type CLL ' 1 0.00 0.509 0.346 0:204 8.4% Red 0.102 25.21 0.509 0.346 0.204 0.102 2 25.21 0.509 0.346 0.204 8.4% Red 0.102 27.00 0.000 0.000 0.000 0.000 . 3 0.00 0.452 0.307 0.181 8.4% Red 0.090 27.00 • 0.452 0.307 '0.181 - 0.090 " • SHEAR (Ultimate): Max Vu (1.ZDL +1.6LL)= 23.15 kips 0.90Vn = 117.91 kips MOMENTS (Ultimate): • . Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 99.3 13.5 -- - 0.90 202.50 . - Init DL 1.4DL . 83.2 13.5 -- - Max+ 1.2DL +1.6LL 1562 13.5 - - 0.85 363.27 . Controlling 1.4DL 99.3 13.5 - -- 0.90 202.50 REACTIONS (laps): Left Right Initial reaction 11.41 11.02 DL reaction 12.96 12.53 Max +LL reaction - 4.75 4.59 ' Max +total reaction (factored) 23.15 22.38 _ • • DEFLECTIONS: (Camber = 1/2) . Initial load (in) at 13.50 ft = -0.717 IJD = 452 • • ri RAM Steel v7.0 Gravity Beam Design �j� Gravity Be Desien RAM Page 83/287. I l RAM Steel v7.0 Page 84/287 • RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 i' Building Code: UBC2 ' Steel Code: [RFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor . Beam Number = 70 Floor Type: Floor • Beam Number = 71 SPAN INFORMATION (ft): I-End (35.50,163.25) . J- End'(35.50,170.17) SPAN INFORMATION (ft): 1 -End (35.50,163.25) J -End (60.71,163.25). Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 6.92 Total Beam Length (ft) = 25.21 Mp (kip -ft) = 138.33 . COMPOSITE PROPERTIES (Not Shored): . POINT LOADS (kips): Left Right Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red% Concrete thickness (in) 3.50 3.50 5.25 6.60 2.64 - 0.0 ' 0.00 0.00 0.0 0.00 Snow Unit weight concrete (pc) . 145.00 145:00 SHEAR (Ultimate): Max Vu (1.2D1+1.6LL)= 9.22 kips 0.90Vn= 85.33 kips fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular MOMENTS (Ultimate): Decking type VERCO.W3 Formtok VERCO W3 Formlok Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn be{f(in) = 69.32 Y bar(in) = 17.60 kip-ft ft ft kip-ft Mnf(kip.ft) = 424.28 Mn(kip -fj)' = 362.04 Center Max + 1.2DL +1.6LL 15.4 5.3 S3 1.67 090 124.50 C (kips) = 231.37 PNA (in) = 15.41 Controlling 1.2DL +1.6LL 15.4 5.3 5.3 1.67 0.90 • 124.50 Icff(in4) = 1054.52 Itr(in4) . = 1271.74 REACTIONS (kips): Stud length (in) = 5.50 Stud diam (in) = 075 ' Left Right Stud Capacity (kips) Qn = 21.0 DL reaction 1.59 5.01 9 of studs: Full = 37 Partial = 10 . Actual = 22 Max +LL reaction 064 100 Number of Stud Rows = 1 Percent of Full Composite Action = 60.25 Max +total reaction (factored) 2.93 9.22 LINE LOADS (k/ft): - - • DEFLECTIONS: • Load Dist DL CDL LL Red% Type • CLL Dead load (in) at 3.87 ft = -0.009 VD = 8981 1 0.00 0.262 0.179 0.105 3.5% Red 0.053 Live. load (in) at 3.87 ft = -0.004 IJD = 22453 24.29 0.262 0.179 0.105 • . 0.053 • Net Total load (in) at 3.87 ft = -0.013 'JD = 6415 - 2 24.29 0.262 0.179 0.105 3.5% Red 0.053 25.21 0.000 0.000 0.000 0.000 3 0.00 0.509 0.346 0.204 3.5% Red 0.102 25.21 0.509 0.346 0204 0102 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.69 kips 0.90Vn = 10434 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi °Mn . kip-ft ft R kip-ft Center Pre Comp 1.2DL +1.6LL 69.7 12.6 -- -- 0.90 165.75 Wt DL 1.4DL 58.4 12.6 - -- -- Max + 1.2DL +1.6LL 111.5 12.6 - -- - 0.85 307.74 Controlling 1.4DL 69.7 12.6 -- ' - 0.90 165.75 REACTIONS (kips): Lett Right Initial reaction 8.56 8.46 DL reaction 9.73 9.61 Max +LL reaction 3.76 3.71 • Max +total reaction (factored) 17.69 17.47 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 12.61 ft = -0.547 VD = 554 • p � RAM Steel v7.0 Gravity Beam Design • Gravity Beam Design . r i f l i , Page 85/287 RAM Steel v7.0 Page 86/287 M DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 • •^R Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Live load (in) at 12.610 = -0.089 UD = 3416 Floor Type: Floor Beam Number = 72 • Post Comp load (in) at 12.61 ft = -0.162 UD = 1868 Net Total load (in) at 12.61 ft = -0.209 UD = 1451 SPAN INFORMATION (ft): 1 -End (35.50,168.50) .1-End (59. 79,168-50) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi ' Total Beam Length (ft) = 24.29 COMPOSITE PROPERTIES (Not Shored): . Len. Right • Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 . Decking Orientation perpendicular peepend cular Decking type VERCO W3 Fonnlok VERCO W3 Formlok beff(in) = 37.50 Y bar(in) = 14.86 . Mnf(kip -ft) = 315.66 Mn (kip-ft) = 287.10 • C (kips) = 231.44 PNA (in) = 13.55 . - Ieff (in4) = 720.16 Itr (in4) = 816.11 Stud length (in) = 5.50 Stud diam (in) = 0.75 • . Stud Capacity (kips) Qn'= 21.0 # of studs: Max = 24 Partial = 8 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 71.32 . LINE LOADS (lint): Load Dist DL CDL LL Red% Type CLL I 0.00 0.262 0.179 0.105 0.0% Red 0.053 ' 24.29 0.262 0.179 0.105 0.053 • SHEAR (Ultimate): Max Vu (1.2DL +I.6LL)= 5.87 kips 0.90Vn = 85.33 kips • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft R 11 kip-R Center Pre Comp 1.2OL +1.6LL 22.0 12.1 -- -- 0.90 124.50 • Init DL 1.4DL 18.4 12.1 -- -- Max + 1.20L +1.6LL 35.6 12.1 - -- - 0.85 244.04 Controlling 1.4DL 22.0 12.1 - - 0.90 124.50 REACTIONS (kips): • Left Right Initial reaction 2.81 2.81 - DL reaction 3.19 3.19 ' Max +LL reaction 1.28 1.28 Max +total reaction (factored) 5.87 5:87 • DEFLECTIONS: Initial load (in) at 12.15 11 = -0.242 UD = 1203 • Live load (in) • at 12.15 0 = -0.039 UD = 7400 Post Comp load (in) at 12.15 ft = -0.071 'UD = 4111 Net Total load (in) at 12.15 ft = -0313 UD = 931 I,�, /} Gravity Beam Design L� Gravity Beam Design 1l RAM Steel L / / y 7 :0 Page 87/287 '! 1 V. RAM Steel v7.0 Page 88/287 RAM DataBase: ND432 ' 05/03/04 17:00:13 RAM DataBase: ND432 , 05/03/04 17:00:13 .^ =..•-- Building Code: UBC2 Steel Code: LRFD 2nd Ed • " Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 73 Floor Type: Floor Beam Number = 74 • SPAN INFORMATION (ft): 1 -End (43.50,0.00) J -End (43.50,1333) • SPAN INFORMATION (ft): I -End (43.50,0.00) J -End (59.50,0.00) • Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) = 13.33 Total Beam Length (ft) = 16.00 . • Mp (kip -ft) = 108.33 ' Mp (kip -ft) = 108.33 LINE LOADS (Wft): POINT LOADS (kips): Load Dig DL LL Red% Type Dist DL Re4LL Red% NonRLL StorLL Red% RoofLL Red% 1 000 0.168 0.800 -- NonR 8.00 1.12 0.00 0.0 5.33 0.00 0.0 0.00 Snow 13.33 0.168 0.800 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =4.94 kips 0.90Vn =65.90 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.88 kips 0.90Vn = 65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo - Mu @ Lb Cb Phi Phi'Mn • kip-it ft R • kip -ft kip-ft ft ft kip -ft Center' . Max+ 1,213L +1.6LL 39.5 8.0 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 32.9 6.7 0.0 1.00 0.90 97.50 Controlling I.2DL +1.6LL 39.5 8.0 • 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 32.9 6.7 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.56 0.56 DL reaction 1.12 1.12 Max +LL reaction 2.67 2.67 • Max +LL reaction 5.33 5.33 Max +total reaction (factored) 4.94 4.94 . • Max +total reaction (factored) 9.88 9.88 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 8.00 ft = -0.048 1/13 = 3979 Dead load (in) at 6.67 ft = -0.035 1/13 = 4583 Live load (in) at 8.00 ft = -0.230 UD = 836 • Live load (in) at 6.67 ft = -0.166 1/13 = 962 Net Total load (in) at 8.00 11 = -0.278 UD = 690 Net Total load (in) at 6.67 ft = -0.201 1/D = 795 • • • • • A Gravity Beam Design �{� Gravity Beam Design RAM Steel v7.0 Page 89/287 \, RAM Seel v7.0 Page 901287 DataBase: ND432 05/03/04' 17:00:13 RAM DataBase ND432 05 /03/04 17:00:13 . Building Code: UBC2 Steel Code: LRFD 2nd Ed • M,.w Building Code: UBC2 . Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 75 Floor Type: Floor Beam Number = 76 SPAN INFORMATION (ft): I -End (51.50,0.00) J -End (51.50,13.33) SPAN INFORMATION (ft): I -End (55.50,47.00) J -End (62.50,47.00) Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 13.33 Total Beam Length (ft) = 7.00 • Mp (kip -ft) = 108.33 COMPOSITE PROPERTIES (Not Shored): LINE LOADS (k/ft): • Left Right Load Dist DL LL Red% Type Concrete thickness (in) 3.50 3.50 1 0.00 0.168 0.800 - NonR - Unit weight concrete (pct) 145.00 145.00 . 13.33 0.168 - 0.800 fc (ksi) 3.00 3.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.88 kips 0.90Vn = 65.90 kips Decking Orientation perpendicular perpendicular MOMENTS (Ultimate Decking type VERCO W3 Formlok VERCO W3 Formlok •: beff (in) = 21.00 Y bar(in) = 11.66 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Mnf(kip -ft) . = 266.54 Mn(kip -ft) = 203.25 kip-ft 11 .0 . kip -ft C (kips) = 52.60 PNA (in) = 8.40 Center • Max + 1.2DL +1.6LL 32.9 6.7 0.0 1.00 0.90 97.50 .Leff (in4) • = 452.62 Itr (in4) • = 673.33 ' Controlling 1.2DL +1.6LL 32.9 6.7 0.0 1.00 0.90 97.50 • Stud length (in) = 5.50 . Stud diam (in) = 0.75 • REACTIONS (kips): .Stud (aparity (kips) Qn = 21.0 • Left Right 8 of studs: Max = 14 Partial = 5 Actual = 5 DL reaction 1.12 1.12 Number of Stud Rows = 1 Percent of Full Composite Action = 28.06 Max +LL reaction 5.33 5.33 LINE LOADS (k/ft): Max +total reaction (factored) 9.88 9.88 Load Dist DL CDL LL Red% Type CLL DEFLECTIONS: 1 0.00 0.333 0.283 0.417 0.0% Red 0.083 Dead load (in) at 6.67 ft = -0.035 UD = 4583 7.00 0.333 0.283 0.417 0.083 Live load (in) at 6.67 ft = -0.166 IJD = 962 2 0.00 0.500 0.340 0.200 0.0% • Red 0.100 Net Total load (in) at 6.67 ft = -0.201 UD = 795 - 7.00 0300 0.340 0.200 0.100 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.95 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb ' Phi Phi *Mn kip-ft ft ft kip -ft Center Pre Comp 1 2DL +1.6LL 6A 3:5 - - 0.90 139.50 'nit DL 1.4DL 5.3 3.5 - -- . Max+ 1.2DL+1.6LL 12.2 3.5 - -- - 0.85 172.77 • Controlling 1.2DL+1.6LL 12.2 3.5 - - 0,85 172.77 . REACTIONS (kips): • Left Right Initial reaction . 2.82 2.82 DL reaction - 2.92 2.92 • ' Max +LL reaction 2.16 2.16 Max +total reaction (factored) 6.95 6.95 . DEFLECTIONS: Initial load (in) at 3.50 ft = -0.006 IJD = 14757 • Live load (in) at 3.50 ft = -0.003 UD = 33097 . Post Comp load (in) at 3.50 ft = -0.003 L/D = 24689 ' Gravity Beam Design Gravity Beam Design 1R RAM Steel v7.0 Page 91/287 F ( RAM Steel v7.0 Page 92/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 • •a. Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed • • Net Total load (in) at 3.50 ft = -0.009 UD = 9237 Floor T ype: Floor Beam Number = 77 SPAN INFORMATION (ft): 1 -End (55.50,112.67) J -End (62.50,112.67) . Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Mp (kip-ft) = 155.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type • 1 0.00 0.320 0.400 0.0% Red . 7.00 0.320 0.400 2 0.00 0.438 0.175 0.0% Red . 7.00 0.438 0.175 SHEAR (Ultimate): Max Vu (12DL +1.6LL)= 6.40 kips 0.90Vn = 75.89 kips . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ ' Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 11.2 3.5 0.0 1.00 0.90 139.50 Controlling 1.2DL+1.6LL 11.2 3.5 0.0 1.00 0.90 139.50 . REACTIONS (kips): . • Left Right DL reaction . 2.65 2.65 Max +LL reaction 2.01 2.01 Max +total reaction (factored) 6.40 • 6.40 DEFLECTIONS: Dead load (in) at 3.50 ft = -0.007 1J1) = - 12144 Live load (in) at 3.50 ft = -0.005 IJD = 15998 • Net Total load (in) at 3.50 ft = -0.012 UD = 6903 • • Gravity Beam Design i ce - / f tt Gravity Beam Design �« RAM Steel v7.0 Page 93287 %1 RAM Steel v7.0 Page 94/287 Data Base: ND432 05/03/04 17:00:13 RN Data Base: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed fm Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 78 . Floor Type: Floor • Beam Number = 79 SPAN INFORMATION (ft): I -End (59.50,0.00) - J -End (59.50,13.33) SPAN INFORMATION (ft): 1 -End (59.50,0.00) J -End (73.50,0.00) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = WIOX22 Fy = 50.0 ksi Total Beam•Length (ft) = 13.33 Total Beam Length (ft) = 14.00 Mp (kip -ft) = '108.33 Mp (kip -fl) = 108.33 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist • DL LL Red% Type . Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.157 0.750 - NonR 7.00 0.98 0.00 0.0 • 4.67 0.00 0.0 0.00 Snow 13.33 0.157 0.750 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 432 kips 0.90Vn = 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.26 kips 0.90Vn= 65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip-ft . kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 30.2 7.0 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 30.9 6.7 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 30.2 7.0 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 30.9 6.7 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): • Left Right Left • Right • DL reaction 0.49 0.49 • DL reaction 1.05 1.05 Max +LL reaction 2.33 2.33 • Max +I.L reaction 5.00 5.00 Max +total reaction (factored) 4.32 4.32 Max +total reaction (factored) 9.26 9.26 DEFLECTIONS: DEFLECTIONS: • Dead load (in) at 7.00 ft = -0.028 IJD = 5939 • Dead load (in) at 6.67 ft = -0.033 IJD = 4889 Live load (in) at 7.00 ft = -0.135 !JD = 1247 Live load (in) ' at 6.67 ft = -0.156 LID = 1027 Net Total load (in) at 7.00 ft = -0.163 1J13 = 1031 Net Total load (in) at 6.67 ft = -0.189 L/D = 848 • • • • • • • I ,� / / y Gravity Beam Design Gravity Beam Design 7 El RAM Steel v7.0 . Page 951287 V [ � RAM Steel v7.0 Page 96/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 "ff.wc . Building Code: UBC2 Steel Code: LRFD 2nd Ed. w Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Floor Beam Number = 80 Floor Type: Floor Beam Number = 81 SPAN INFORMATION (ft): I -End (59.50,170.17) J -End (62.50,153.06) SPAN INFORMATION (ft): 1 -End (62.50,13.33) J -End (62.50,47.00) Beam Size (User Selected) = WI 6X26 Fy = 50.0 ksi Beam Size (User Selected) = W21X50 • Fy = 50.0 ksi Total Beam Length (ft) = 17.37 - Total Beam Length (ft) = 33.67 Mp (kip -ft) = 184.17 COMPOSITE PROPERTIES (Not Shored): POINT LOADS (kips): Left Right Dist DL RedLL Rcd% NonRLL StorLL Red% RooILL Red% Concrete thickness (in) 3.50 3.50 1.69 3.19 1.28 0.0 0.00 0.00 0.0 0.00 Snow Unit weight concrete (pct) _ 145.00 145.00 7.02 9.61 3.84 0.0 0.00 0.00 0.0 0.00 Snow fc(ksi) 3.00 3.00 . Decking Orientation parallel parallel LINE LOADS /ft): Load Dist DL LL Red% Type Decking type VERCO W3 Formlok VERCO W3 Formlok 1 1.69 0.045 0.018 0.0% Red beff (in) = 56.50 Y bar(in) = 19.43 7.02 0000 0.000 Mnf(kip -ft) = 834.22 Mn (kip -ft) = 728.81 2 7.02 0.088 0.035 0.0% Red C (kips) = 256.23 PNA (in) = 17.16 1736 0.000 0.000 Ieff (in4) = 2431.47 Itr (in4) = 3014.59 Stud length (in) = 5.50 Stud diam (in) = 0.75 SHEAR (Ultimate): Max Vu (1.2DL +L6LL)= 16.34 kips 0.9OVn= 104.34 kips Stud Capacity (kips) Qn = 21.0 MOMENTS (Ultimate): 6 of studs: Full = 60 Partial = 15 Actual = 30 ' Span Cond LoadCombo Mu @ Lb Cb Phi . Phi`Mn Number of Stud Rows = 1 Percent of Full Composite Action = 50.81 kip -ft ft ft kip-ft POINT LOADS (kips): Center Max+ 1.2DL +I.6LL ' 82.7 7.0 10.3 1.64 0.90 165.75 Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL Controlling 1.2DL +1.6LL 82.7 7.0 10.3 1.64 0.90 165.75 6.83 9.22 6.27 3.69 18.3 0.00 0.00 0.0 0.00 Snow 1.84 . REACTIONS (kips): 13.67 11.36 7.73 4.54 18.3 0.00 0.00 0.0 0.00 Snow 2.27 Left Right 23.67 13.50 9.18 5.40 18.3 0.00 0.00 0.0 0.00 Snow 2.70 DL reaction 8.88 4.50 29.50 3.88 1.58 4.18 18.3 0.00 0.00 0.0 0.00 Snow 0.46 • Max +LLreaction 3.55 1.80 LINE LOADS (k/ft): Max +total reaction (factored) 16.34 8.27 Load Dist DL CDL LL Red% Type CLL DEFLECTIONS: I 0.00 0.040 0.034 0.050 18.3% Red 0.010 • Dead load (in) at 8.16 ft = -0.228 L/D = 915 29.50 0.040 0.034 0.050 0.010 Live load (in) at 8.16 ft = -0.091 1113 = 2288 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =37.86 kips 0.90Vn = 213.72 kips Net Total load (in) at 8.16 ft = -0.319 IJD = 654 MOMENTS (Ultimate): - . Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft t kip-ft • Center Pre Comp 1.2DL +1.6LL 221.6 13.7 - -- 0.90 412.50 .. Init DL I.4DL 185.7 13.7 -- -- Max + 1.2DL +1.6LL 350.1 13.7 -- - 0.85 619.49 Controlling 1.2DL +1.6LL 350.1 13.7 -- -- 0.85 619.49 • REACTIONS (kips): Left Right Initial reaction 16.92 16.42 DL reaction 19.26 19.90 Max +I I. reaction 7.02 8.74 . Max +total reaction (factored) 34.34 37.86 Gravity Beam Design • Gravity Beam Design RAM Steel v7.0 Page 97/287 . / 1V RAM Steel v7.0 Page 98/287 1 �� / / DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed .micro. Building Coda; UBC2 Steel Code: LRFD 2nd Ed. DEFLECTIONS: (Camber = 3/4) Floor Type: Floor Beam Number =82 Initial load (in) at 16.83 ft = -0.936 UD = 432 SPAN INFORMATION (ft): I -End (62.50,13.33) .1-End (80.50,13.33) Live load (in) at 16.83 ft = -0.210 UD = 1920 Beam Size (User Selected) = WI2X26 Fy = 50.0 ksi Post Comp load (in) at 16.83 ft = -0.396 UD 1021 Total Beam Length (ft) = 18.00 Net Total load (in) at 16.83 ft = -0.581 UD = 695 Mp (ldp -H) = 155.00 ' POINT LOADS (kips): • ' Dist DL RedLL . Red% NonRLL StorLL Red% RoofLL Red% . . • 4.00 0.98 0.00 0.0 4.67 0.00 0.0 0.00 Snow • 11.00 0.98 0.00 0.0 4.67 0.00 0.0 0.00 Snow . • LINE LOADS (k/ft): ' Load Dist DL LL . Red% Type . 1 0.00 0.040 0.050 0.0% Red 18.00 0.040 0.050 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =11.23 kips 0.90Vn = 75.89 kips • • MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb ' Cb Phi Phi *Mn kip-ft ft ft . kip-ft • • - Center. Max+ 1.2DL +1.6LL 55.3 .11.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL . 55.3 11.0 0.0 1.00 0.90 139.50 REACTIONS (kips): Left Right DL reaction 1.50 1.18 . Max +LL reaction 5.89 4.34 • Max+total reaction (factored) 11.23 8.35 . DEFLECTIONS: • . Dead load (in) at 8.91 ft = -0.070 L/D = 3085 • . Live load (in) • at ' 8.91 ft = -0.277 UD = 779 • Net Total load (in) at 8.91 ft = -0.347 UD = 622 • • • • • • • • Gravi Beam Design Gravity Beam Design RAM Steel v7.0 Page 99/287 r[V RAM Steel v7.0 Page 100/287 RA DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 "n*a.) Building Code: UBC2 Steel Code: LRFD 2nd E& Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 83 Net Total load (in) at 8.82 ft = -0.498 VD = 433 SPAN INFORMATION (ft): I -End (62.50,42.83) J -End (80.50,42.83) • Beam Size (Optimum) = WI OX12 Fy = 50.0 ksi . Total Beam Length (ft) = 18.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation ' perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 31.00 Y bar(in) = 12.39 Mnf(kip -ft) = 152.15 - Mn (kip-ft) = 96.63 C (kips) - 54.49 PNA (in) = 7.80 Ieff (in4) = 202.23 Itr (in4) = 321.31 - Stud length (in) = 5.50 Stud diam (in) = 035 • - . Stud Capacity (kips) Qn. = 21.0 • # of studs: Max = 18 Partial = 6 Actual = 6 Number of Stud Rows = 1 Percent of Full Composite Action = 30.79 • LINE LOADS (kift): Load ' Dist DL CDL LL Red% Type CLL 1 0.00 0.300 0.000 0.275 0.0% Red 0.000 9.00 0.300 0.000 0.275 0.000 2 " 0.00 0.207 0.176 0.258 0.0% Red 0.052 18.00 0.207 0.176 0.258 0.052 SHEAR (Ultimate): Max Vu (I.2DL +1.6LL)= IL35 kips 0.90Vn = 50.63 kips ' MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +I.6LL 11.9 9.0 -- -- 0.90 46.99 • !nit DL 1.4DL 10.0 9.0 - -- - Max + 1.2DL +I.6LL 44.1 7.8 - -- -- 0.85 82.14 Controlling 12DL +1.6LL 44-1 7.8 -- -- 0. 85 82.14 _ \CTIONS (kips): . Left Right Initial reaction 205 - 2.05 DL reaction 3.88 2.53 Max +LL reaction 4.18 2.94 Max +total reaction (factored) 11.35 7.75 DEFLECTIONS: Initial load (in) at 8.91 ft = -0.266 IJD = 812 • ' Live load (in) at 8.82 ft = -0.160 VD = • 1354 . Post Comp load (in) at g.82 ft = -0.233 VD = 928 • Gravity Beam Desii n • Gravity Beam Desi¢n 4 RAM Steel y7:0 Page 101!287 .1 RAM Steel v7.0 Page 102/287 • • DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 '• Building Code: UBC2 Steel Code: LRFD 2nd Ed _+^� Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 84 Post Comp load (in) at 15.33 ft = -0.402 UD = 916 Net Total load (in) at 15.33 R = -0.421 L/D = 874 • SPAN INFORMATION (ft): 1 -End (62.50,47.00) J -End (62.50,77.67) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 3067 JMPOSITE PROPERTIES (Not Shored): • . Left Right • . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) , 145.00 145.00 . fc (ksi) 3.00 3.00 . Decking Orientation parallel parallel . Decking type VERCO W3 Formlok VERCO W3 Formlok . beff (in) = 55.00 Y bar(in) = 19.33 . Mnf (kip-ft) = 828.53 Mn (kip-ft) = 752.90 • C (kips) = 294.56 PNA (in) - 18.17 IefF(in4) = 2539.50 Itr(in4) = 2992.01 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . • ti of studs: Full = 47 Partial = 12 Actual = 28 Number of Stud Rows = 1 Percent of Full Composite Action = 60.01 • POINT LOADS (kips): ' Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL Red% CLL . 6.83 4.12 3.50 5.15 20.4 0.00 0.00 0.0 0.00 Snow 1.03 • 8.33 8.28 7.04 10.35 20.4 0.00 0.00 0.0 0.00 Snow 2.07 15.33 7.56 6.43 9.45 20.4 0.00 0.00 0.0 0.00 Snow 1.89 2133 8.28 7.04 10.35 20.4 0.00 0.00 0.0 0.00 Snow 2.07 • 23.83 4.12 3.50 .5.15 20.4 0.00 0.00 0.0 0.00 Snow 1.03 • SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 45.19 kips 0.90Vn =213.72 kips • MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn . • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 220.2 15.3 -- -- 0.90 412.50 _ Init DL 1.4DL 184.6 15.3 • - -- Max+ 1.2DL +1.6LL 433.2 15.3 - -- 0.85 639.97 . Controlling 1.2DL +I.6LL 433.2 15.3 - 0.85 639.97 REACTIONS (kips): • Left Right , Initial reaction 17.80 17.80 DL reaction 16.18 16:18 Max +LL reaction 16.11 16.11 • . Max +total reaction (factored) 45.19 45.19 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 15.33 ft = -0.769 UD = 478 Live load (in) at 15.33 ft = -0.349 0/13 = 1054 • Fill • Gravity Beam Desilln el � RAM Steel v7.0 Gravity Beam Desif=n RAM Steel v7.0 Page 103/287 Page 104/287 I RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 •^ .^^ Building Code: UBC2 Steel Code: LRFD 2nd Ed. .."....^. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number ---- 85 Floor TYpe: Floor Beam Number =86 SPAN INFORMATION (ft): I -End (6230,47.00) .1-End (80.50,47.00) SPAN INFORMATION (ft)i I -End (62.50,53.83) J -End (80.50,53.83) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi • Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 18.00 . COMPOSITE PROPERTIES (Not Shored): COMPOSITE. PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) :3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 Pc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok betf(in) • = 52.00 Y bar(in) = 16.92 . bef(in) = 33.00 Y bar(in) = 15,66 Mnf (kip -ft) = 412.71 Mn (kip -ft) = 329.32 Mnf (kip-fl) = 367.04 Mn (kip -R) = 324.19 C (kips) = 168.32 PNA (in) = 14.58 C (kips) _ . 168.32 PNA (in) = 14.58 left' (in4) = 895.61 Itr (in4) = 1199.12 lef (in4) = . 882.39 ltr (in4) = 1070.07 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0,75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 tr of studs: Max = 36 Partial = 10 Actual = 16 it of studs: Full = 28 Partial = 7 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 Number of Stud Rows = 1 Percent of Full Composite Action = 57.15 LINE LOADS (k/ft): POINT LOADS (kips): • Load Dist DL CDL LL Red% Type CLL • Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 1 0.00 0.440 0.374 0.550 0.0% Red 0.110 1.50 0.34 0.29 0.42 0.0 0.00 0.00 0.0 .0.00 Snow 0.08 18.00 0.440 0.374 0.550 0.110 16.50 0.34 0.29 0.42 0.0 0.00 0.00 • 0.0 ' 0.00 Snow 0.08 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 12.67 kips 0.90Vn = 104.34 kips . LINE LOADS (k/ft): Load Dist DL • CDL LL Red% Type CLL MOMENTS (Ultimate): 1 0.00 0.680 0.578 0.850 0.0% Red 0.170 Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn • kip-ft R ft kip-ft 1.50 0.680 0.578 0.850 0.170 Center Pre Comp 1.2DL +1.6LL 25.3 9.0 - -- -- 0.90 165.75 2 1.50 0.040 0.034 0.050 0 Red 0.010 Init DL 1.4DL 21.2 9.0 - -- • -- 16.50 0.040 0.034 0.050 0.010 Max + 12DL +1.6LL 57.0 90 -- -- 0.85 279.92 3 16.50 0.680 0.578 0.850 0.0% Red 0.170 Controlling 1.2DL +1.6LL 57.0 9.0 -- -- 0.85 279.92 18.00 0.680 0.578 0.850 0.170 • 4 0.00 0.273 0.232 0.342 0.0% Red 0.068 REACTIONS (kips): 18.00 0.273 0.232 0.342 0.068 Left Right Initial reaction 4.36 4.36 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 13.18 kips 0.90Vn = 104.34 kips DL reaction 3.96 3.96 MOMENTS (Ultimate): Max +LL reaction 4.95 4.95 Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn Max +total reaction (factored) 12.67 12.67 kip-ft R 0 kip-ft DEFLECTIONS: Center Pre Comp 1.2DL +1.6LL 19.8 9.0 -- • - -- 0.90 165.75 Initial load (in) at 9.00 R = -0.101 1/13 = 2134 Init DL 1.4DL 16.6 9.0 - -- -- Live load (in) at 9.00 ft = -0.050 W 4318 ' Max + I.2DL +1.6LL 44.5 9.0 -- -- 0.85 275.56 Post Comp load (in) at 9.00 R = -0.056 IID = 3856 Controlling 1.2DL +1.6LL 44.5 9.0 -- -- 0.85 275.56 Net Total load (in) at 9.00 ft = -0.157 UD = 1374 .REACTIONS (kips): Gravity Beam Desien } Gravity Beam Desien °' ~ , 7 � i RAM Steel v7.0 Page 105/287 r {l ' RAM Steel v7.0 Page 106/287 RA DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 .ar: W Building Code: UBC2 Steel Code: LRFD 2nd Ed •• Building Code: UBC2 Steel Code: LRFD 2nd Ed Left Right Floor Type: Floor Beam Number = 87 • Initial reaction 4.53 4.53- DL reaction 4.12 4.12 SPAN INFORMATION (ft): 1 -End (62.50,70.83) .1-End (80.50,70.83) Max +LL reaction 5.15 5.15 Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Max +total reaction (factored) 13.18 13.18 Total Beam Length (ft) = 18.00 . - .EFLECTIONS: - • COMPOSITE PROPERTIES (Not Shored): Initial load (in) at 9.00 ft = -0.080 UD = 2687 Left Right • Live load (in) at 9.00 ft = -0.040 IJf) = 5356 Concrete thickness (in) 3.50 3.50 • Post Comp load (in) at 9.00 15 = -0.045 L/D = 4782 Unit weight concrete (pc() 145.00 145.00 • Net Total load (in) at 9.00 ft = -0.126 UD = 1720 fc (la) 3.00 3.00 • Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok • beff(in) = 33.00 Y bar(in) = 15.66 Mnf (kip -ft) = 367.04 Mn (kip -ft) = 324.19 • • C (kips) = 168.32 PNA (in) = 14.58 Ieff(in4) = 882.39 Itr (in4) = 107007 Stud length (in) = 5.50 Stud diem (in) = 0.75 ' . Stud Capacity (kips) Qn = 21.0 # of studs: Full = 28 Partial = 7 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 57.15 • POINT LOADS (kips): • • • • Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL • 1.50 0.34 0.29 0.42 0.0 0.00 0.00 0.0 0.00 Snow 0.08 16.50 0.34 0.29 0.42 0.0 0.00 0.00 0.0 , 0.00 Snow 0.08 LINE LOADS (k/ft): • • • Load ' Dist DL CDL LL Red% Type CLL 1 0.00 0.273 0.232 0.342 0.0% . Red 0.068 18.00 0.273 0.232 0.342 0068 . 2 0.00 0.680 0.578 0.850 0.0% Red 0. 170 1.50 0.680 0.578 0. 850 0.170 3 1.50 0.040 0.034 0.050 0.0% Red 0.010 16.50 0.040 0.034 0.050 0.010 4 16.50 0.680 0.578 0.850 0.0% Red 0.170 18.00 0.680 0578 0.850 0.170 • • - � . SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.18 kips 0.9OVn = 104.34 kips • • • - MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cti Phi Phi •Mn ' . • kip-ft 'ft ft kip-ft Center Pre Comp 1.2DL +1.6LL , 19.8 9.0 - -- 0.90 165.75 • lilt DL 1.4DL 16.6 9.0 -- - Max + 1.2DL +1.6LL 44.5 9.0 -- -- 0.85 275.56 Controlling 1.2DL +1.6LL 44.5 9.0 - -- 0.85 275.56 REACTIONS (kips): • Ism /,y Gravity Beam Desien / /y Gravity Beam Desien '/ 1l RAM Steel v7.0 Page 107/287 7 I V RAM Steel v7.0 Page 108/287 . RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 ' Steel Code: LRFD 2nd Ed. Left Right Floor Type: Floor Beam Numb =88 Initial reaction 4.53 4.53 YP e DL reaction 4.12 4.12 SPAN INFORMATION (ft): 1 -End (62.50,77.67) J -End (62.50,95.17) Max +LL reaction 5.15 5.15 Beam Size (User Selected) = W16X36 Fy = 50.0 ksi Max +total reaction (factored) 13.18 13.18 Total Beam Length (ft) = 17.50 DEFLECTIONS: COMPOSITE PROPERTIES (Not Shored): Initial load (in) at 9.00 ft = -0.080 UD • 2687 Left Right Live load (in) at 9.00 ft = -0.040 UD = 5356 Concrete thickness (in) 3.50 3.50 • • • Post Comp load (in) at 9.00 ft = -0.045 UD = 4782 Unit weight concrete (pc() 145.00 145.00 Net Total load(in) at 9.00 ft = -0.126 [JD = 1720 re (ksi) • 3.00 3.00 Decking Orientation parallel parallel . Decking type VERCO W3 Formlok VERCO W3 Formlok . beff (in) = 32.25 Y bar(in) = 14.74 Mnf (kip -ft) = 46077 Mn (kip -ft) = 381.78 C (kips) = 116.62 PNA (in) = 11.88 . leff(in4) = 1038.31 Itr(in4) = 1375.38 Stud length (in) = • 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 30 Partial = 8 Actual = 12 • Number of Stud Rows = 1 Percent of Full Composite Action = 40.52 . • POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 9.42 5.48 4.66 6.85 3.3 0.00 0.00 0.0 0.00 Snow 1.37 9.42 11.81 8.03 4.72 3.3 0.00 0.00 0.0 0.00 Snow 2.36 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.040 0.034 0.050 3.3% Red 0.010 ' 9.42 0.040 0.034 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =21.12 kips 0.90Vn = 126.32 'kips MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi •Mn • . kip-ft ft ft kip-ft Center Pre Comp L2DL +1.6LL 93.4 9.4 -- - 0.90 240.00 [nit DL 1.4DL 78.2 9.4 - -- - Max + I.2DL +l.6LL 170.7 9.4 - -- -- 0.85 324.51 Controlling 1.2DL +1.6LL 170.7 9.4 -- -- 0.85 324.51 REACTIONS (kips): Left Right Initial reaction 7.89 8.95 DL reaction 8.26 9.41 Max +LL reaction 5.50 6.14 Max +total reaction (factored) 18.72 21.12 • • Gravity Beam Design Gravity Beam Design' ''" RAM Steel v7.0 Page 109/287 r RAM Steel v7.0 . Page 110/287 / DataBase: ND432 05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 ' Building Code: UBC2 Steel Code: LRFD 2nd Ed • mu^e .w Building Code: UBC2 Steel Code: LRFD 2nd Ed DEFLECTIONS: Floor Type: Floor Beam Number = 89 Initial load (in) at 8.93 ft = -0.190 I/D = 1105 SPAN INFORMATION (ft): I -End (6230,77.67) J -End (8030,77.67) Live load (in) at 8.93 ft = -0.073 111) = 2875 Beam Size (User Selected) = W16X26 Fy = 50.0 ksi ' • Post Comp load (in) at 8.93 ft = -0.103 1/D = 2048 Net Total load (in) at 8.93 ft = -0.293 111) = 718 Total Beam Length (ft) = 18.00 • COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 fc (ks) 3.00 • 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Fomilok • • bcff (in) = 33.00 Y bar(in) = 15.66 • Mnf (kip -ft) = 367.04 Mn (1dp -ft) 324.19 C (kips) = 168.32 PNA (in) • = 14.58 • Ieff(in4) . = 882.39 Itr(in4) = 1070.07 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . • - . 8 of studs: Full = 28 Partial = 7 - Actual = 16 . Number of Stud Rows = 1 Percent of Full Composite Action = 57.15 • • POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL SIorLL• Red% RoofLL Red% CLL 3.00 0.19 0.16 0.24 0.0 . 0.00 0.00 0.0 0.00 Snow 0.05 15.00 0.19 0.16 0.24 0.0 0.00 0.00 0.0 0.00 Snow 0.05 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.040 0.034 0.050 0.0% Red 0.010 . • • 3.00 0.040 0.034 0050 0.010 • . 2 3.00 0.377 0.320 0.471 0.0% . Red 0.094 • • 15.00 0.377 0.320 0.471. 0094 • 3 15.00 0.040 0.034 0.050 0.0% Red 0010 • 18.00 0040 0.034 0.050 0.010 " • . 4 0.00 0.273 0.232 0.342 0.096 Red 0.068 18.00 0.273 0.232 0.342 0.068 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =16.09 kips 0.90Vn = 104.34 kips • MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 36.0 9.0 - -- - 0.90 165.75 knit DL 1.4DL 30.2 9.0 -- - Max + 1.2DL +1.6LL 8L2 9.0 - -- -- 0.85 275.56 • Controlling 1.2DL +1.6LL 81.2 9.0 - - 0.85 275.56 • • REACTIONS (kips): • • • Fr� Gravity Beam Design �� Gravity Beam Design ' l RAM Steel v7.0 _ Page 111 /287 RAM Steel v7.0 Page 112/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed meore.e Building Code: UBC2 • Steel Code: LRFD 2nd Ed. • Left Right Floor Type: Floor Beam. Number = 90 Initial reaction 5.53 ' 5.53 yPe • DL reaction 5.03 5.03 SPAN INFORMATION (ft): I -End (6230,87.08) J -End (80.50,87.08) • Max +LL reaction 6.29 6.29 Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Max +total reaction (factored) 16.09 16.09 Total Beam Length (ft) = 18.00 ' DEFLECTIONS: - COMPOSITE PROPERTIES (Not Shored): Initial load (in) at 9.00 ft = -0.143 L/D • = 1510 Left Right Live load (in) at 9.00 0 = -0.072 UD = 3010 Concrete thickness (in) 3.50 3.50 • Post Comp load (in) at 9.00 ft = -0.080 up = 2687 Unit weight concrete (pct) 145.00 145.00 Net Total load (in) at 9.00 ft = -0.223 L/D = 967 fc (ksi) • 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 33.00 Y bar(in) = 15.66 Mnf(kip -ft) = 367.04 Mn(kip -ft) = 324.19 C (kips) = 168.32 PNA (in) = 14.58 leff (in4) = 882.39 Itr (in4) = 1070.07 Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 # of studs: Full = 28 Partial = 7 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 57.15 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLI. Red% RoofLL Red% CLL 3.00 0.19 0.16 0.24 0.0 0.00 0.00 0.0 0.00 Snow 0.05 • 15.00 0.19 0.16 0.24 0.0 0.00 0.00 0.0 0.00 Snow 0.05 LINE LOADS (Wft): Load Dist DL CDL LL Red% • Type CLL • • 1 0.00 0.323 0.275 0.404 0.0% Red 0.081 " . 18.00 0.323 0.275 0.404 '0.081 • 2 0.00 0.040 0.034 0.050 0.0% Red 0.010 • 3.00 0.040 0.034 0.050 0.010 _ 3 . 3.00 0.377 0.320 0.471 0.0% Red 0.094 15.00 0.377 0.320 0.471 0.094 4 15.00 0.040 0.034 0.050 ' 0.096 Red 0.010 18.00 0.040 0.034 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.53 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft 11 fl kip -ft Center Pre Comp 1.2DL +1.6LL 38.9 9.0 -- - 0.90 165.75 knit DL 1.4DL 32.6 9.0 - -- -- Max+ I.2DL +1.6LL 87.7 9.0 - -- 0 "85 275.56 Controlling I.2DL +1.6LL 87.7 9.0 - -- 0.85 275.56 REACTIONS (kips): • • Gravity Beam Design Gravity Beam Design RAM Steel v7.0 - Page 113/287 RAM Steel v7.0 • Page 114/287 DataBase: ND432 05/03/04 17:00:13 I DataBase: N13432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Fd Len Right • Initial [=action 6.03 6.03 Floor Type: Floor Beam Number =91 DL reaction 5.48 5.48 SPAN INFORMATION (ft): I -End (62.50,95.17) J -End (62.50,112.67) Max +LL reaction • 6.85 6.85 • Beam Size (User Selected) = W 16X36 Fy = 50.0 ksi Max +total reaction (factored) 17.53 17.53 Total Beam Length (ft) = 17.50 JEFLECT1ONS: COMPOSITE PROPERTIES (Not Shored): Initial load (in) - at 9.00 ft = -0.155 L/D = 1397 - Left Right Live load (in) at 9.00 ft = -0.078 IJD = 2786 Concrete thickness (in) 3.50 3.50 Post Comp load (in) at . 9.00 ft = -0.087 UD = 2487 Unit weight concrete (pct) 145.00 145.00 Net Total load (in) at 9.00 ft = -0.241 IJD = 895 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel • - Decking type VERCO W3 Formlok VERCO W3 Formlok , • beff(m) = 52.50 Ybar(in) = 16.22* ' Mnf (kip -ft) = 535.50 Mn (lap -R) =. 391.98 • C (kips) = 126.24 PNA (in) = 1221 ' . Ieff (in4) = 1036.75 Itr (in4) = 1582.26 Stud length (in) = 5.50 Stud diam (in) • = 0.75 ' Stud Capacity (kips) Qn = 21.0 . it of studs: Full = 45 • Partial = 12 Actual = 12 Number of Stud Rows =1 Percent of Full Composite Action = 26.94 • POINT LOADS (kips): • Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL Red% CLL 8.75 6.30 5.35 7.87 3.7 0.00 0.00 0.0 0.00 Snow .1.57 . • 8.75 11.81' 8.03 4.72 3.7 0.00 0.00 0.0 0.00 Snow 2.36 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 20.57 kips 0.90Vn = 12632 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft • Center Pre Comp 1.2DL +1.6LL 97.8 8.8 - -- 0.90 240.00 . . Init DL 1.4DL 82.0 8.8 - -- - Max + 1.2DL +1.6LL 180.0 8.8 - - 0.85 333.18 Controlling 1.2DL +1.6LL 180.0 8.8 - -- 0.85 . 333.18 REACTIONS (kips): . Left Right . Initial reaction 8.66 8.66 • DL reaction 9.06 9.06 Max +LL reaction 6.06 6.06 ' Max +total reaction (factored) 20.57 20.57 • DEFLECTIONS: Initial load (in) at 8.75 ft = -0.199 L/D = 1056 ' Live load (in) at 8.75 ft = -0.078 L/D = 2698 • Post Comp load (in) at 8.75 ft = -0.108 L/D = 1942 . • Net Total load (in) at 8.75 ft = -0.307 UD = 684 • I ,� / `y Gravity Beam Design � ��/j Gravity Beam Design �l RAM Steel v7.0 Page 115/287 % 1 � RAM Steel v7.0 Page 116/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 '"®".T. Building Code: 11BC2 Steel Code: LRFD 2nd Ed '"ts` =Tw Building Code: IJBC2 Steel Code: 1.RFD 2nd Ed. Floor Type: Floor Beam Number = 92 - Floor Type: Floor Beam Number = 93 SPAN INFORMATION (ft): 1 -End (62.50,95.17) J -End (80.50,95.17) SPAN INFORMATION (ft): I -End (62.50,103.92) .1-End (80.50,103.92) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W1'6X26 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 18.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE. PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 , Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 fc(ks) 3.00 3.00 fc(ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type • VERCO W3 Formlok VERCO W3 Formlok Decking type • VERCO W3 Formlok VERCO W3 Formlok beff (in) = 54.00 Y bar(in) • = 17.02 bell (in) - 54.00 Y bar(in) = 17.02 'Mnf(kip -ft) = 414.42 Mn (kip-ft) = 329.65 Mnf(kip -ft) = 414.42 Mn(kip-ft) = 329.65 C (kips) = 168.32 PNA (in) = 14.58 C (kips) = 168.32 PNA (in) = 14.58 Ieff (in4) = 902.20 Itr (in4) = 1209.07 leff (in4) = 902.20 lir (in4) = 1209.07 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 • t/ of studs: Max = 36 Partial = 10 Actual = 16 9 of studs: Max = 36 Partial = 10 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 _ Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL . 1 0.00 0.673 0.572 0.842 0.1% Red 0.168 1 0.00 0,700 0.595 0.875 0.6% Red 0.175 18.00 0.673 0.572 0.842 0.168 1800 0.700 0.595 0.875 . 0.175 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 19.38 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.08 kips 0.90Vn =104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn Span Cond - LoadCombo Mu ' ® Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 38.7 9.0 - 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 40.3 9.0 - - -- 0.90 165.75 Ind DL 1.4DL 32.5 9.0 - -- -- Ind DL 1.413L • 33.7 9.0 -- -- Max + 1.2DL +1.6LL 87.2 9.0 - -- -- 0.85 280.20 Max + 1.2DL +1.6LL 90.4 9.0 -- -- 0.85 280.20 Controlling 1.2DL +1.6LL 87.2 ' 9.0 -- - 0.85 28020 Controlling 1.2DL +t.6LL 90.4 9.0 -- - 0.85 280.20 REACTIONS (kips): REACTIONS (kips): Left Right Left Right • Initial reaction 6.67 6.67 • Initial reaction 6.93 6.93 ' DL reaction 6.06 6.06 DL reaction 6.30 6.30 Max +LL reaction 7.57 7.57 Max +LL reaction 7.83 7.83 Max +total reaction (factored) 19.38 19.38 • Max +total reaction (factored) 20.08 20.08 DEFLECTIONS: DEFLECTIONS: • Initial load (in) at 9.00 fl = -0.155 UD = 1395 Initial load (in) as 9.00 ft = - 0.161 1A) = 1342 Live load (in) at 9.00 0 = -0.076 UD = 2846 • Live load (in) at 9.00 ft = -0.079 1J13 = 2751 . Post Comp load (in) . at 9.00 ft = -0.085 UD = 2541 Post Comp load (in) at 9.00 ft = -0.088 UD = 2455 • Net Total load (in) at 9.00 ft = -0.240 • UD = 900 Net Total load (in) at 9.00 ft = -0.249 UD = 867 nil R AMSteel v7.0 Gravity Beam Design � � Gravity Beam Design ' " Page 117/287 RAM Steel v7.0 Page 118/287 RA M DataBase: N13432 .05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd Ed_ Ana Building Code: UBC2 - " Steel Code: LRFD 2nd Ed • • Floor Type: Floor Beam Number = 94 - DEFLECTIONS: CPAN,NFORMATION (ft): 1 -End (62.50,112.67) .1-End (62.50,135.00) Initial load (in) at 11.05 ft = -0.459 Ilg = 584 Beam Size (User Selected) = W18X35 Fy = 500 ksi Live load (in) at 11.05 ft = -0.241 I./13 = 1112 Total Beam Length (ft) = 2233 Post Comp load (in) at 11.05 ft = -0.274 UD = 979 • Net Total load (in) at 11.05 ft = -0.732 L/D = 366 • ..OMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok .betT(in) = 34.50 Y bar(in) = 16.47 Mnf (kip -R) = 498.80 Mn (kip -ft) = 427.99 C (kips) = 150.74 PNA (in) . = 13.87 Ief (in4) = 1266.62 Itr (in4) _ . 1591.39 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 41 Partial = 11 Actual = 20 • • Number of Stud Rows = 1 Percent of Full Composite Action = 48.95 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL , 8.00 13.95 11.86 17.44 11.3 0.00 0.00 0.0 0.00 Snow 3.49 15.50 9.30 7.90 11.62 11.3 0.00 0.00 0.0 : 0.00 Snow 2.32 LINE LOADS (k/ft): . Load Dist DL CDL LL Red% Type CLL 1 15.50 0.007 0.006 0.008 11.3% Red 0.002 • • 15.84 0.007 0.006 0.008 0.002 - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 35.10 kips 0.90Vn = 143.37 kips . MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn " kip-ft ft ft kip-ft • Center Pre Comp 1.2DL +1.6LL 134.0 8.0 -- - 0.90 249.38 Init DL 1.4DL 112.3 8.0 - - ' Max + 1.2DL +1.6LL 280.8 8.0 - -- 0.85 • 363.79 _ Controlling 1.2DL +1.6LL 280.8 8.0 - - 0.85 363.79 REACTIONS (kips): . Left Right . Initial reaction 12.98 12.60 DL reaction • 11.80 11.45 Max +LL reaction 13.09 12.71 Max +total reaction (factored) 35.10 34.07 . • } \�� Gravity Be Design Gravity Beam Design �� / / y 'I � \` RAM Steel v7.0 Page 119/287 1 RAM Steel v7.0 Page 120/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 .4.^. Building Code: UBC2 Steel Code: LRFD 2nd at Building Code: UBC2 . Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 95 Floor Type: Floor Beam Number = 96 SPAN INFORMATION (ft): 1 -End (62.50,112.67) J -End (80.50,112:67) SPAN INFORMATION (ft): I -End (62.50,120.67) J -End (80.50,120.67) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 500 ksi Total Beam Length ((t) = 18.00 Total Beam length (ft) = 18.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 '145.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok bef(in) = 54.00 Y bar(in) = 17.02 beff (in) = 54.00 Y bar(in) = 17.02 Mnf (kip -ft) = 414.42 Mn fkip -ft) = 329.65 Mnf (kip-11) = 414.42 Mn i ( kip-ft) = 329.65 • C (kips) = 168.32 PNA (in) = 14.58 C (kips) = 168.32 PNA (in) = 14.58 Leff (in4) = 902.20 Itr (in4) • = 1209.07 IefO(in4) = 902.20 Iv (in4) = 1209.07 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 36 Partial = 10 Actual = 16 • # of studs: Max = 36 Partial = 10 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 LINE LOADS (k/ft): LINE LOADS (6/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL I 0.00 0.670 0.570 0.838 0.1% Red 0.167 1 0. 00 0.620 0.527 0.775 0.0% Red 0.155 18.00 0.670 0.570 0.838 0.167 18.00 0.620 0.527 0.775 0.155 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 19.29 kips 0.9OVn = 104.34 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =17.86 kips 0.90Vn = 10434 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-R kip-ft ft ft kip-ft • Center Pre Comp 1.2DL +1.6LL 38.5 9.0 -- -- 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 35.7 9.0 - -- -- 0.90 165.75 . Init DL 1.4DL 32.3 9.0 -- - -- Init DL 1.4DL 29.9 9.0 -- --- Max + 1.213L +1 "6LL 86.8 9.0 - -- 0.85 280.20 Max+ 1.2DL +1.61L 80.4 9.0 -- -- 0.85 280.20 Controlling 1.2DL +1.6LL . 86.8 9.0 -- -- 0.85 280.20 Controlling 1.2DL +1.6LL 80.4 9.0 -- -- 0.85 280.20 REACTIONS (kips): REACTIONS (Trips): Left Right Left Right Initial reaction 6.63 6.63 Initial reaction 6.14 6.14 DL reaction 6.03 6.03 DL reaction 5.58 5.58 Max +L t. reaction 7.53 7.53 Max +LL reaction 6.97 6.97 Max +total reaction (factored) 19.29 . 19.29 Max +total reaction (factored) 17.86 17.86 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 9.00 11 = -0.154 UD = 1402 • Initial load (in) at 9.00 ft = -0.143 UD = 1515 Live load (in) at 9.00 8 = -0.076 UD = 2859 Live load (in) at 9.00 ft = -0.070 UD = 3087 Post Comp load (in) at 9.00 ft = -0.085 UD = 2552 Post Comp load (in) at 9.00 ft = -0.078 UD = 2757 • - Net Total Toad (in) at 9.00 ft = -0.239 IJD = 905 Net Total load (in) at 9.00 fl = -0.221 IJD = 978• Gravity Beam Design p Gravity Beam Design RAM Steel v7.0 Page 121/287 F! RAM Steel v7.0 Page 122/287 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed r^ar =.w Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 97 Floor Type: Floor Beam Number = 98 - SPAN INFORMATION. (ft): I -End (62.50,128.17) J -End (80.50,128.17) SPAN INFORMATION (ft): I -End (62.50,135.00) J -End (62.50,153.06) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) , = WI8X35 , Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 18.06 ,JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right . Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pc() 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 'Decking Orientation perpendicular • perpendicular Decking Orientation parallel. parallel Decking type VERCO W3 Formlok VERCO W3 Formlok • Decking type VERCO W3 Fonnlok VERCO W3 Fonnlok • bef(iri) = 54.00 Y bar(in) - = 17.02 . beff (in) = 54.19 Y bar(in) = 17.92 Mnf (kip -ft) = 414.42 Mn (kip -ft) = 329.65 Mnf (kip -1) = 571.18 Mn (kip -ft) = 444.91 C (kips) = 168.32 •PNA (in) = 14.58 C (kips) = ' 168.32 PNA (in) = 14.46 ' Ieff(in4) = 902.20 Itr(in4) = 1209.07 Ieff(in4) = 1272.18 Itr (in4) = 1801.94 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 - Stud Capacity (kips) Qn = 21.0 • # of studs: Max = 36 Partial = 10 Actual = 16 # of studs: Full = 46 Partial = 12 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 Number of Stud Rows = 1 Percent of Full Composite Action = 34.80 , LINE LOADS (Wft): POINT LOADS (kips): Load Dist" DL CDL LL Red% Type CLL Dist DL CDL RcdLL Red% NonRLL StorLL Red% RoofLL Red% CLL 1 0.00 0.573 0.487 0.717 0.0% Red 0.143 9.03 6.50 5.53 8.13 4.3 0.00 0.00 0.0 0.00 Snow 1.63 1800 0.573 0.487 0.717 0.143 9.03 12.19 8.29 4.88 4.3 0.00 0.00 0.0 0.00 Snow 2.44 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.51 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 21.18 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb . Cb Phi Phi *Mn Span Cond LoadCombo Mu . @ Lb Cb Phi Phi *Mn kip-ft ft R kip-ft kip-fl ft ft kip -ft Center Pre Comp 1.2DL +1.6LL , 33.0 9.0 - -- 0.90 165.75 Center • Pre Comp 1.2DL +1.6LL 104.2 9.0 -- - 0.90 249.38 Init DL I.4DL • 27.6 9.0 -- -- Init DL 1.4DL 87.4 9.0 - -- - Max + 1.2DL +1.6LL 74.3 9.0 - -- -- 0.85 280.20 Max+ 1.2DL +t.6LL 191.3 9.0 -- -- 0.85 378.17 Controlling 1.2DL +1.6LL 74.3 9.0 -- - 0.85 280.20 Controlling 1.2DL +1.6LL 191.3 9.0 -- - 0.85 378.17 •REACTIONS (kips): REACTIONS (kips): • Left Right - Left Right Initial reaction 5.68 5.68 Initial reaction . 8.94 8.94 DL reaction 5.16 5.16 • DL reaction - 9.35 .9.35 Max +LL reaction 6.45 . 6.45 Max +LL reaction 6.23 6.23 • Max +total reaction (factored) 16.51 16.51 Max +total reaction (factored) 21.18 21.18 DEFLECTIONS: DEFLECTIONS: . Initial load (in) at 9.00 ft = -0.132 IJD = 1638 • Initial load (in) at 9.03 ft = -0.198 L/D = 1094 Live toad (in) at 9.00 ft = -0.065 L/D = 3339 Live load (in) at 9.03 ft = -0.072 L/D . = 3027 • Post Comp load (in) at 9.00 ft = -0.072 IJD = 2981 Post Comp load (in) at 9.03 ft = -0.100 1/D = 2175 Net Total load (in) at 9.00 ft = -0.204' IJD ' = 1057 Net Total load (in) at 9.03 ft = -0.298 UD = 728 • • F Gravity Beam Design . / ` j Gravity Beam Design e � RAM Seel v7.0 Page 123/287 rill RAM Steel v7.0 _ Page 124/287 4 IIMM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 99 Floor Type: Floor Beam Number = 100 • I SPAN INFORMATION.(ft): I -End (62.50,135.00) J -End (80.50,135.00) SPAN INFORMATION (ft): I -End (62.50,144.03) J -End (80.50,144.03) Beam Size (User Selected) = W 16X26 . Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 18.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right Concrete thickness (in) 3.50 3.50 • Concrete thickness (in) 3.50 3.50 Unit weight concrete (pef) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 Cc (ksi) 3.00 3,00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff (in) = 54.00 Y bar(in) = 17.02 • beff(in) = 54.00 Y bar(in) = 17.02 Mnf (kip -ft) = 414.42 Mn (kip -R) = 329.65 Mnf (kip -fl) = 414.42 Mn (kip -R) = 329.65 C (kips) = 168.32 PNA (in) = 14 -58 C (kips) = 168.32 PNA (in) = 14.58 Ieff (in4) = 902.20 In (in4) = 1209.07 Leff (in4) = 902.20 In (in4) = 1209.07 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • - Stud Capacity (kips) Qn = 21.0 # of studs: Max = 36 Partial = 10 Actual =16 # of studs: Max = 36 Partial = 10 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 Number of Stud Rows = 1 Percent of Full Composite Action = 43.83 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL . CDL LL Red% Type CLL . Load Dist DL CDL LL Red% Type CLL 1 0.00 0.634 0.539 0.792 0,0% Red 0.158 1 0.00 0.723 0.614 0.903 1.0% Red 0.181 18.00 0.634 0.539 0793 0,159 18.00 0.723 0.614 0.903 0.181 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 18.26 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.68 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-11 kip-ft ft ft kip -ft Center Pre Comp 1.2DL +1.6LL 36.5 9.0 -- -- 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 41.6 9.0 - -- -- 0.90 165.75 Init DL 1.4DL 30.6 9.0 - -- - - Init DL 1.4DL 34.8 9.0 - -- -- Mak + 1.2DL +1.6LL 82.2 9.0 • - -- -- 0.85 280.20 Max + 1.2DL +1.6LL 93.0 9.0 - -- -- 0.85 280.20 Controlling 12DL +t.6LL 82.2 9.0 -- -- 0.85 280.20 Controlling 1.2DL +1.6LL 93.0 9.0 -- . -- 0.85 280.20 . REACTIONS (kips): REACTIONS (kips): . Left Right Left Right Initial reaction 6.28 6.28 Initial reaction 7.15 7.15 DL reaction 5.71 5.71 DL reaction 6.50 6.50 Max +IL reaction 7.13 7.13 - Max +LL reaction 8.05 8.05 Max +total reaction (factored) 18.26 18.26 Max +total reaction (factored) 2008 • 20.68 • DEFLECTIONS: • DEFLECTIONS: Initial load (in) at 9.00 ft = -0. 146 UD = 1481 Initial load (in) at 9.00 ft = 43166 VD = 1300 . Live load (in) at 9.00 ft = -0.072 UD = 3019 Live load (in) at 9.00 ft = -0.081 UD = 2676 ' Post Comp load (in) at 9.00 ft = -0.080 IJD = 2695 Post Comp load (in) at 9.00 ft = -0.090 UD = 2387 Net Total load (in) at 9.00 ft = -0.226 VD = 956 Net Total load (in) at 9.00 ft = -0.257 UD = 842 • Gravity Beam Design Gravity Beam Design 3 ) ....4.1....---- RAM Steel v7.0 Page 125/287 RAM Steel v7.0 _ M Page 126/287 / i 1 DataBase: ND432 05/03/04 17:00:13 ' '• . DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2• Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 101 Floor Type: Floor Beam Number = 102 SPAN INFORMATION (ft): I -End (62.50,153.06) .1-End (80.50,153.06) SPAN INFORMATION (ft): I -End (64.00,53.83) J -End (64.00,70.83) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy' = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 17,00 .JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • . Left Right - Left . Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 . 3.50 Unit weight concrete (pct) 145.00 :145.00 Unit weight concrete (pct) 145.00 145.00 ' fc (ks) 3.00 3.00 • fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation parallel parallel • Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 33.00 Y bar(in) _ - 15.66 beff (in) = 15.00 • Y bar(in) = 10.75 Mnf (kip -ft) = 367.04 Mn (kip -ft) = 324.19 Mnf (kip -fl) = 243.84 Mn ( kip-ft) = 243.84 C (kips) = 168.32 PNA (in) = 14.58 C (kips) = • 133.88 PNA (in) = 11.84 Ietf (in4) = 882.39 itr (in4) = 1070.07 left (in4) = 595.57 Itr (in4) = 595.57 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity(kips) Qn = 21.0 StudCapacity(kips) On = 21.0 # of studs: Full = 28 Partial .= 7 Actual = 16 • # of studs: Full = 13 Partial = 4 Actual =14 • Number of Stud Rows = 1 Percent of Full Composite Action = 57.15 Number of Stud Rows = 1 Percent of Full Composite Action = 100.00 LINE LOADS (k/ft): • LINE LOADS (k/ft): . Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Rcd% Type CLL 1 0.00 0.361 0.307 0.452 0.0% Red 0.090 1 0.00 0.040 0.034 0.050 0.0% Red 0.010 18.00 0.361 0.307 0.452 0.090 17.00 0.040 0.034 0.050 ' 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 10.40 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.09 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): . MOMENTS (Ultimate): ' ' Span Cond LoadCombo Mu @ , Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip-ft - kip-fl ft - ft kip-ft • Center Pre Comp 1.2DL +1.6LL 20.8 9.0 - - 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 2.1 8.5 -- - 0.90 • 139.50 Init DL . 1.4DL 17.4 9.0 - - Init DL 1.4DL 1.7 8.5 - -- -- Max +. 1.2DL +1.6LL .46.8 9.0 -- - 0.85 275.56 Max+ 1.2DL +l.6LL 4.6 8.5 - -- 0.85 207.27 Controlling 12DL +1.6LL 46.8 9.0 -- - .0.85 275.56 Controlling ' 1.2DL +1.6LL 4.6 • 8.5 - - 0.85 207.27 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction - 3.58 3.58 Initial reaction 0.37 0.37 DL reaction 3.25 3.25 . DL reaction 0.34 0.34 Max +LL reaction 4.06 4.06 Max +LL reaction 0.42 0.42 Max +total reaction (factored) 10.40 10.40 Max +total reaction (factored) 1.09 1.09 . DEFLECTIONS: DEFLECTIONS: • Initial load (in) at 9.00 ft = -0.083 UD = 2600 Initial load (in) at 8.50 ft = -0.011 IJD = 18889 - Live load (in) at 9.00 ft = -0.042 LID = 5182 Live load (in) at 8.50 ft = -0.005 LAD = 37499 Post Comp load (in) at 9.00 ft = -0.047 LID = 4627 Post Comp load (in) at 8.50 ft -0.006 LID = 33481 . Net Total load (in) at 9.00 ft = -0.130 L/D = 1664 Net Total load (in) at 8.50 ft = -0.017 UD = 12076 . • FRI Gravity Beam Design �� Gravity Beam Design RAM Steel v7.0 Page 127/287 RAM Steel v7.0 Page 128/287 RAM DataBase: ND432 05/03!04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 ' Steel Code: LRFI) 2nd Ed. Building Code: UBC2 _ Steel Code: LRFD 2nd Ed. . Floor Type: Floor Beam Number = 103 • Floor Type: Floor Beam Number = 104 I SPAN INFORMATION (ft): I -End (65.50,77.67) J -End (65.50,87.08) SPAN INFORMATION (ft): _ I -End (66.50,0.00) J -End (66.50,13.33) . Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi • Total Beam Length (11) = 9.42 Total Beam Length (ft) = 13.33 COMPOSITE PROPERTIES Not Shored): MP ((tip -ft) = 108.33 Left Right • LINE LOADS (k/ft): Concrete thickness (in) 3.50 3.50 Load Dist DL LL Red% Type Unit weight concrete (pcf) 145.00 145.00 1 0.00 0.147 0.700 - NonR Cc (ksi) 3.00 3.00 13.33 0.147 0.700 Decking Orientation parallel parallel SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.64 kips 0.9OVn = 65.90 kips Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 20.13 Y bar(in) = . 11.55 MOMENTS (Ultimate): - Mnf(kip -f1) = 263.25 Mn(kip -ft) = 211.02 Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn C (kips) = 63.12. PNA (in) = 8.85 kip-ft ft ft kip -ft Ieff(in4) = 476.32 Itr(in4) = 663.40 . Center Max+ 1.2DL +1.6LL 28.8 6.7 0.0 1.00 0.90 97.50 Stud length (in) = 5.50 Stud dram (in) = 0.75 . Controlling l.2DL +1.6LL 28.8 6.7 0,0 1.00 0.90 97.50 Stud Capacity (kips) Qn = 21.0 REACTIONS (kips): # of studs: Full = 18 Partial = 5 Actual = 6 Left Right • Number of Stud Rows = 1 Percent of Full Composite Action = 35.14 DL reaction 0.98 0.98 LINE LOADS (k/ft): Max +11, reaction 4.67 4.67 Load Dist DL CDL LL Red% Type CLL Max +total reaction (factored) 8.64 8.64 . 1 0.00 0.040 0.034 0.050 0.0% Red 0.010 DEFLECTIONS: , 9.42 0.040 0.034 0.050 0.010 Dead load (in) at 6.67 ft = -0.031 L/D = 5238 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.60 kips 0.90Vn = 75.89 kips Live load (in) at 6.67 ft = -0.145 L/D = 1100 Net Total load (in) at 6.67 ft = -0.176 LID = 909 • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi"Mn kip -ft II ft kip-ft Center Pre Comp I.2DL +1.6LL 0.6 4.7 - -- 0.90 139.50 . • • _ bit DL 1.4DL 0.5 4.7 -- - Max + 1.2DL +1.6LL 1.4 4.7 - -- -- ' 0.85 179.37 • Controlling 1.2DL +1.6LL 1.4 4.7 -- - 0.85 179.37 • REACTIONS (kips): - Left Right Initial reaction 0.21 0.21 DL reaction 0.19 0. 19 Max +LL reaction 0.24 0.24 Max +total reaction (factored) 0.60 0.60 DEFLECTIONS: Initial load (in) at 4.71 ft = -0.001 L/D = 111136 • Live load (in) at 4.71 ft = -0.001 Post Comp load (in) at 4.71 ft = -0.001 Net Total load (in) at 4.71 ft = -0.002 IJD = 65167 • • Gravity Beam Desien ��p / i l Gravity Beam Desien l • - 71 RAM Steel v7.0 Page 129/287 % RAM Steel v7.0 V 1 - Page 130/287 RA Dat50ase: ND432 05/03/04 17:00:13 RAM DataBase: ND432. - 05/03/04 17:00:13 . Building Code; UBC2 . Steel Code: LRFD 2nd Ed. utts..* Building Code: UBC2. • Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 105 Floor Type: Floor Beam Number =107 SPAN INFORMATION (ft): I -End (73.50, -1.17) J -End (73.50,0.00) SPAN INFORMATION (ft): 9 -End (7330,0.00) J -End (73.50,13.33) Beam Size (User Selected) = HSS4X4X1/8 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 1.17 - •Totai Beam Length (ft) = 13.33 ' Mp (kip -ft) = 10.67 Mp (kip -ft) = 108.33 - . LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00, 0.073 0.350 - NonR 1 0.00 0.147 0.700 - NonR 1.17 0.073 0.350 • 13.33 0.147 0.700. SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 038 kips 0.90Vn= 25.06 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.64 kips 0.9OVn =65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn . kip-ft ft ft kip-ft - kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 0.1 0.6 0.0 1.00 0.90 7.56 Center Max+ . 1.2DL +1.6LL 28.8 6.7 0.0 1.00 0.90 97.50 Controlling I.2DL +1.6LL 0.1 0.6 0.0 1.00 0.90 7.56 Controlling 1.2DL +1.6LL 28.8 6.7 0.0 1.00 0.90 97.50 REACTIONS (leaps): . REACTIONS (kips): . • Left Right • Left Right DL reaction • 0.04 0.04 -DL reaction 0.98 0.98 Max +LL reaction 0.20 0.20 Max +LL reaction 4.67 4.67 - Max+total reaction (factored) 0.38 0.38 Max+total reaction (factored) 8.64 8.64 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 0.58 11 -0.000 Dead load (in) at 6.67 ft = -0.031 1/I) = 5238 . Live load (in) at 0.58 ft = -0.000 • live load (in) at 6.67 ft = -0.145 L/D = 1100 Net Total load (in) at 0.58 ft = -0.000 • Net Total load (in) at 6.67 ft = -0.176 UD = 909 • • • • • t Gravity Beam Desien �p Gravity Beam Desien 1 RAM Steel v7.0 Page 131 /287 \, RAM Steel. v7.0 Page 1321287 1 DataBase: ND432 05/03/04 17:00:13 �M DataBase: ND432 05 /03/04 17:00:13 "'"*' Building Code: UBC2 Steel Code: LRFD 2nd Ed. untwow Building Code: UBC2 • Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number - 108 - Floor Type: Floor Beam Number = 109 • SPAN INFORMATION (ft): I -End (73.50,0.00) J -End (80.50,0.00) SPAN INFORMATION (ft): I -End (77.50,77.67) J -End (77.50,87.08) Beam Size (User Selected) = WI OX22 ' Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Total Beam Length (ft) = 9.42 Mp (kip-ft) = 108.33 COMPOSITE PROPERTIES (Not Shored): No 1 na�lt Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.00 kips 0.90Vn • 65.90 kips Concrete thickness (in) 3.50 ' 3.50 MOMENTS (Ultimate):. Unit weight concrete (pct) 145.00 145.00 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn rc(ksi) 3.00 3.00 kip-ft ft It kip-ft Decking Orientation . parallel parallel Controlling 1.2DL +1.6LL 0.0 6.7 0.0 1.00 0.90 0.00 Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 20.13 Y bar(in) = 11.55 REACTIONS (kips): f (kip-ft) 263.25 Mn Left Right C = = p'ft ) (kip-ft) = - 211.02 DL reaction 0.00 0.00 - r(1n) = 63.12 PNA 4) - 663.40 8.85 Ieff (in4) - 476.32 Itr (in4) DEFLECTIONS: Stud length (in) = 5.50 .Stud diam (in) = 0.75 Dead load (in) at 6.96 ft = 0.000 Stud Capacity (kips) Qn = 21.0 Live load (in) at 6.96 ft = 0.000 # of studs: Full = 18 Partial = 5 Actual = 6 Net Total load (in) at 6.96 11 = 0.000 Number of Stud Rows = 1 Percent of Full Composite Action = 35.14 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL ' 1 0.00 0.040 0.034 0.050 0.0% Red 0,010 9.42 0.040 0.034 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.60 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): • Span Cond LoadCombo Mu '@ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 0.6 4.7 - -- - 0.90 139.50 Init DL 1.4DL as 4.7 - -- - ' • Max+ 1.2DL +1.6LL 1.4 4.7 - -- -- 0.85 179.37 Controlling 1.2DL +1.6LL 1.4 4.7 -- -- 0.85 179.37 REACTIONS (kips): Left Right Initial reaction 0.21 0.21 DL reaction 0.19 0.19 Max +LL reaction 0.24 0.24 Max +total reaction (factored) 0.60 0.60 . DEFLECTIONS: Initial load (in) at 4.71 ft = -0.001 L/D = 111136 Live load (in) at 471 ft = -0.001 Post Comp load (in) at 4.71 ft = -0.001 Net Total load (in) at 4.71 ft = -0.002 UD = 65167 • t Gravity Beam Design pr Gravity Beam Design p sJ , F RAM Steel v7.0 , Page 133/287 7 l� RAM Steel v7.0 ! Page 134/287 • RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 +.°.++' Building Code: UBC2 Steel Code: LRFD 2nd Ed •. Building Code: UBC2 Steel C,A.: LRFD 2nd Ed. Floor Type: Floor Beam Number =110 Floor Type: Floor Beam Number = 11 1 SPAN INFORMATION (11): I -End (79.00,53.83) J -End (79.00,70.83) • SPAN INFORMATION (ft): 1 -End (80.50, -1.17) J -End (80.50,13.33) Beam Size (User Selected) • W12X26 Fy = 50.0 ksi - Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (11) = 17.00 Total Beam Length (ft) = 14.50 . - jMPOSITE PROPERTIES Not Shored): Mp (kip -R) = 108.33 Left Right POINT LOADS (kips): Concrete thickness (in) 3.50 3.50 - Dist DL Redi I Red% NonRLL StorLL Red% RooILL Red% Unit weight concrete (pct) 145.00 145.00 1.17 0.00 • fc (ksi) 3.00 3.00 • . Decking Orientation , parallel parallel LINE LOADS (k/ft): Decking type VERCO W3 Fomtlok VERCO W3 Fonnlok Load Dist DL LL Red% Type • De Lief( (in) = 15.00 Ybar(in) = 10.75 • 1 0.00 0.131 0.625 - NonR Mnf (kip -ft) = 243.84 Mn (kip -ft) = 243.84 14.50 0.131 0.625 C (kips) = 133.88 PNA (in) = 11.84 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.39 kips 0.9OVn = 65.90 kips Iefl (in4)' = 595.57 Itr (in4) = 595.57 MOMENTS (Ultimate): Stud length (in) = 5.50 Stud diam (in) = 0.75 • Span Cond LoadCombo Mu @ Lb • Cb Phi Phi *Mn Stud Capacity (kips) Qn = 21.0 kip-ft ft ft kip-ft # of studs: Full = 13 Partial = 4 Actual = 14 Center Max + 1.2DL +1.6LL 30.4 7.2 0.0 1.00 0.90 97.50 . Number of Stud Rows = 1 Percent of Full Composite Action = 100.00 Controlling 1.2DL +1.6LL 30.4 7.2 0.0 .100 0.90 97.50 LINE LOADS . (Wft): - REACTIONS (kips): • Load Dist DL CDL LL Red% Type • CLL Left Right 1 0.00 0.040 0.034 0.050 0.0% Red 0.010 DL reaction 0.95 0.95 • 17.00 0.040 0.034 0.050 0.010 Max +LL reaction 4.53 4.53 - • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.09 kips 0.90Vn = 75.89 kips Max +total reaction (factored) 8.39 8.39 MOMENTS (Ultimate): • DEFLECTIONS: Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Dead load (in) at 7.25 ft = -0.038 LTD = 4561 kip-ft ' ft ft kip-ft Live load (in) at 7.25 ft = -0.182 L/1) = 958 Center Pre Comp 1.2DL +1.6LL 2.1 8.5 - - 0.90 139.50 Net Total load (in) at 7.25 ft = -0.220 UD = 792 InitDL 1.4DL 1.7 8.5 -- - Max + 1.2DL +1.6LL • 4.6 8.5 I . - 0.85 207.27 • Controlling 1.2DL +1.6LL 4.6 8.5 -- - 0.85 207.27 REACTIONS (kips): Left Right • Initial reaction 0.37 0.37 • , DL reaction 0.34 0.34 Max +LL reaction 0.42 0.42 Max +total reaction (factored) 1.09 1.09 • DEFLECTIONS: - • Initial load (in). at 8.50 ft = -0.011 L/D = 18889 Live load (in) at 8.50 R = -0.005 UD = 37499 • Post Comp load (in) at 8.50 ft = -0.006 L/13 = 33481 • Net Total load (in) at 8.50 ft = -0.017 L/D = 12076 . Gravity Beam Design Gravity Gravity Beam Design . • RAM Steel v7.0 Page 135/287 1 RAM Steel v7.0 Page 136/287 • DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD -2nd Ed. "wew Building Code: UBC2 Steel Code: I-RFD 2nd Ed. Floor Type: Floor Beam Number = 106 • Floor Type: Floor Beam Number =112 SPAN INFORMATION (ft): I -End (7330, -1.17) J -End (91.50, -1.17) SPAN INFORMATION (ft): I -End (81 50,13.33) J -End (80.50,47.00) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W21X44 Fy = 50.0 ksi . Total Beam Length (ft) = 18.00 - Total Beam Length (ft) = 33.67 Cantilever on left (ft) = 7.00 Mp (kip -ft) = 108.33 COMPOSITE PROPERTIES (Not Shored): Left Right POINT LOADS (kips): Concrete thickness (in) 3.50 • 3.50 Dist DL RedLL - Red% NonRLL StorLL Red% RoofLL Red% Unit weight concrete (pcl) 145.00 145.00. 0.00 0.04 0.00 0.0 0.20 0.00 0.0 0.00 Snow fc (ksi) 3.00 - 3.00 12:50 0.84 - 0.00 0.0 3.99 0.00 0.0 • 0.00 Snow Decking Orientation parallel parallel SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =3 -93 kips 0.90Vn = 65.90 kips Decking type VERCO W3 Fonnlok VERCO W3 Formlok • befr (in) = 56.50 Ybar(in) = 19.73 MOMENTS (Ultimate): - Mnf (kip -ft) = 757.84 Mn (kip -ft), = 702.97 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn C (kips) • = 336.64 PNA (in) = 19.95 kip-ft ft ft kip-ft Iefr(in4) = 2366.78 Itr(in4) = 2707.94 Left Max - 1.2DL +1.6LL -2.6 7.0 7:0 1.00 0.90 89.41 Stud length = = Center Max + 1.2DL +1.6LL 20.1 12.5 0.0 1.00 0.90 97.50 ty 5.50 Stud diam (in) 0.75 Stud Capacity (kips) Qn = 21.0 Max - 1.2DL +1.6LL • -2.6 7.0 5.5 2.18 0.90 97.50 # of studs: Full = 48 Partial = 12 Actual = 32 Controlling 1.2DL +1.6LL 20.1 12.5 0.0 1.00 0.90 97.50 Number of Stud Rows = 1 Percent of Full Composite Action = 66.76 • REACTIONS (kips): - POINT LOADS (kips): , Left Right Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL • DL reaction 0.49 0.39 8.42 11.85 8.06 4.74 19.5 0.00' 0.00 0.0 0.00 Snow 2.37 Max +LL reaction 2.33 1.99 16.83 11.85 8.06 4.74 19.5 0.00 0.00 0.0 0.1X) Snow 2.37 Max -LL reaction 0.00 -0.13 25.25 11.85 8.06 4.74 19.5 0.00 0.00 0.0 0.00 Snow 2.37 Max +total reaction (factored) 4.31 3.66 29.50 2.53 1.58 2.94 19.5 . 0.00 0.00 0.0 0.00 Snow 0.46 • DEFLECTIONS: LINE LOADS (gift): • Left cantilever: Load Dist • DL CDL LL Red% Type CLL Dead load (in) = 0.016 ` L/D = 10485 • 1 0.00 0.040 0.034 0.050 19.5% Red 0.010 Pos Live load (in) = -0.030 LTD = 5547 29.50 0.040 0.034 0.050 . 0.010 Neg Live load (in) = 0.107 ITD = 1576 Pos Total load (in) _ -0.014 LTD = 11776 SHEAR (Ultimate): Max Vu (1.2DL +I.6LL) = 37.94 kips 0.90Vn = 195.24 kips Neg Total load (in) = 0.123 UD = 1370 MOMENTS (Ultimate): Center span: Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Dead load (in) at 12.50 ft - -0.011 ITD = 12477 kip-ft ft ft kip -ft . ..Ave load (in) at 12.50 ft = -0.056 L/D = 2364 Center Pre Comp 1.2DL +1.6LL 240.0 16.8 - -- 0.90 357.75 let Total load (in) at 12.50 R = -0.066 L/D = 1988 hot DL 1.4DL 201.1 16.8 - -- -- Max+ l.2DL +1.6LL 371.9 16.8 - -- -- 0.85 597.52 ' Controlling I.4DL 240.0 16.8 -- - 0.90 357.75 REACTIONS (kips): Left Right Initial reaction 16.63 18.01 1 DL reaction 18.76 2052 Max +LL reaction 6.69 8.32 Max +total reaction (factored) 33.21 37.94 • Gravity Beam Design Gravity Beam Design � .� / RAM Steel v7.0 Page 137/287 i RAM Steel v7.0 Page 138/287 RA DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 "� Building Code: UBC2 Steel Code: LRFD 2nd Fd =3 Building Code: UBC2 Steel Code: LRFD 2nd Ed. DEFLECTIONS: (Camber = 1) . Floor Type: Floor Beam Number =113 Initial load (in) at 16.83 ft = -1.147 L/D = 352 SPAN INFORMATION (ft): 1 -End (80.50,13.33) .1-End (108.67,13.33) Live load (in) • at 16.83 ft = -0.215 UD = 1879 Beam Size (User Selected) ' = W 16X31 Fy = 50.0 ksi Post Comp load (in) • at 16.83 ft = -0.405 UD = 998 Total Beam Length (0) = 28.17 Net Total load (in) at 16.83 ft = -0.551 UD = 733 . COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 0.00 . Unit weight concrete (pc) 145.00 0.00 fc (ksi) 3.00 0.00 Decking Orientation perpendicular parallel • Decking type VERCO W3 Formlok Non Composite . beff(in) •= 42.25 Y bar(in) • = 16.04 Mnf (kip -ft) = 450.52 Mn (kip -ft) = 403.23 . C (kips) = 232.86 PNA (in) = 15.48 • left (in4) = 1124.55 Itr (in4) = 1328.83 Stud length (in) = 5.50 Stud diem (in) = 075 . Stud Capacity (laps) Qn = 21.0 . it of studs: Full = 46 Partial = 12 Actual = 26 . Number of Stud Rows =1 Percent of Full Composite Action = 56.87 ' POINT LOADS Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red %. CLL • . 5.50 0.84 0.60 0.00 0.0 3.99 0.00 0.0 0.00 Snow 0.80 1100 1.07 0.77 0.00 - 0.0 5.10 0.00 0.0 0.00 Snow 1.02 19.58 1.31 0.93 0.00 00 6.22 0.00 0.0 0.00 Snow 1.24 LINE LOADS (k/ft): . • Load Dist DL CDL LL Red% Type CLL ' 1 0.00 0.421 0.286 0.168 0.0% Red 0.084 28.17 0.421 0.286 0.168 . 0.084 • . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 26.12 kips 0.90Vn = 117.91 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn . ' kip-ft ft 15 ' kip-ft ' Center Pre Comp. 1.2DL +1.6LL 80.5 13.2 --- - 0.90 202.50 • ' InitDL 1.4DL 53.6 13.6 - -- Max+ 1.2DL +1.6LL 200.3 12.0 -- - 0.85 342.74 . Controlling 1.2DL +1.6LL 200.3 12.0 - - 0.85 342.74 • REACTIONS (kips): Left Right Initial reaction 8.09 7.70 DL reaction 7.65 7.42 Max +LL reaction 10.59 9.47 • _ Max +total reaction (factored) 26.12 24.05 • I ,� / /y �� / /y Gravity Beam Design Gravity Beam Design �� RAM Steel v7.0 Page 139/287 7 11 RAM Steel v7.0 Page 140/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. '° , Building Code UBC2 - Steel Code: LRFD 2nd Ed DEFLECTIONS: (Camber = 1/2) Floor Type: Floor Beam Number = 114 Initial load (in) at 14.08 ft = -0.505 1./D = 669 SPAN INFORMATION (ft): I -End (80.50,21.75) .1-End (108.67,21.75) Live load (in) at 14.08 ft = -0.368 UD = 918 Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Post Comp load (in) at 14.08 ft = -0.444 UD = 760 Total Beam Length (ft) = 28.17 Net Total load (in) at 14.08 ft = -0.450 UD = 751 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 • . fc (ksi) 3.00 3.00 . Decking Orientation perpendicular perpendicular Decking type ' VERCO W3 Fonnlok VERCO W3 Formtok beff (in) = 84.50 ' Y bar(in) = 48.01 • •nf (kip -it) = 430.53 Mn ( kip-ft) = 383.84 . C (kips) = 273.52 PNA (in) = 15.49 leff(in4) = . 1158.86 Itr (in4) = 1317.46 • Stud length (in) = 5.50 Stud diam (in) = 0.75 . • Stud Capacity (kips) Qn = 21.0 • _ • 9 of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type ' CLL 1 0.00 0.842 0.572 0.337 7.0% Red 0.168 • 28.17 0.842 0.572 0.337 0.168 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 21.28 kips 0.90Vn =10434 kips _ • • MOMENTS (Ultimate): 'Span Cond LoadCombo Mu . @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 94.8 14.1 . - -- 0.90 165.75 [nit DL 1.4DL ' 79.5 14.1 - -- ' Max+ 1.2DL +1.6LL 149.9 14.1 - -- -- 0.85 326.26 . Controlling 1.4DL 94.8 14.1 -- 0.90 ' 165.75 REACTIONS (kips): Left Right Initial reaction 10.43 10.43 ' DL reaction 11.85 11.85 Max +LL reaction 4.41 4.41 Max +total reaction (factored) 21.28 21.28 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 14.08 ft = -0.929 UD = 364 Live load (in) at 14.08 ft = -0.132 UD = 2561 • Post Comp load (in) at 14.08 ft = -0.245 VD = 1377 • Net Total load (in) at 14.08 ft = -0.424 VD = 797 • �� Gravity Beam Design • � • Gravity Beam Design ' ° e ■ RAM Steel v7.0. Page 141/287 RAM Steel v7.0 Page 142/287 RR DataBase: ND432 05(03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed " Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 115 Floor Type: Floor . Beam Number = 116 SPAN INFORMATION (ft): 1 -End (80.50,30.17) .1-End (108.67,30.17) SPAN INFORMATION (ft): I -End (80.50 ,38.58) J -End (108.67,3&58) . Beam Size (User Selected) . = W 16X26 Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 28.17 Total Beam Length (ft) = 28.17 . _ OMPOSITE PROPERTIES (Not Shored): • COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) • 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pci) 145.00 145.00 . fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendiculaz perpendicular Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Forrnlok . beff (in) = 84.50 Y bar(in) , = 18.01 beff (in) = 84.50 Y bar(in) = 18.01 Mnf (kip -ft) = 430.53 Mn (kip -ft) = 383.84 Mnf (kip -ft) = 430.53 Mn (kip -ft) = 383.84 C (kips) = 273.52 PNA (in) = 15.49 C (kips) = 273.52 PNA (in) = 15.49 Ieff (in4) = 1158.86 Itr (in4) _ ' 1317.46 Leff (in4) = 1158.86 Itr (in4) = 1317.46 Stud length (in) = 5.50 Stud diam (in) = • 0.75 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (Itips) Qn = 21.0 _ Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 26 # of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.842 0.572 0.337 7.0% Red 0.168 1 0.00 0.842 0.572 0.337 7.0% Red 0.168 28.17 0.842 0.572 0.337 0.168 28.17 0. 842 0.572 0.337 0.168 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 21.28 kips 0.90Vn =104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 21.28 kips 0.90Vn = 104.34 kips ' MOMENTS (Ultimate): . • MOMENTS (Ultimate): • ' Span Cond LoadCombo Mu © Lb Cb Phi ' Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-ft ft ft kip-ft kip-ft ft ft kip-ft . Center Pre Comp I.2DL +1.6LL 94.8 14.1 - - 0.90 165.75 Center Pre Comp 1.2DL +1.61L 94.8 14.1 - - 0.90 165.75 Init DL 1.4DL • 79.5 14.1 - - Init DL 1.4DL. .79.5 14.1 -- --- Max + 1.2DL +1.6IL 149.9 14.1 . -- -- 0.85 326.26 Max+ 1.2DL +1.61L 149.9 14.1 - -- - 0.85 326.26 Controlling 1.4DL 94.8 14.1 -- -- 0.90 ' 165.75 Controlling 1.4DL 94.8 ' - 14.1 -- -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): • Left Right Left Right Initial reaction 10.43 10.43 Initial reaction 10.43 10.43 DL reaction 11.85 . 11.85 DL reaction 11.85 11.85 Max +LL reaction 4.41 4.41 Max +LL reaction 4.41 4.41 Max +total reaction (factored) 21.28 21.28 Max +total reaction (factored) 21.28 21.28 • DEFLECTIONS: (Camber =3/4) 'DEFLECTIONS: (Camber =3/4) • Initial load (in) at 14.08 ft = -0.929 UD = 364 Initial load (in) at 14.08 R = -0.929 ' UD = 364 Live load (in) at 14.08 ft = -0.112 L/D = 2561 Live load (in) at 14.08 ft = -0.132 UD = 2561 Post Comp load (in) at 14.08 ft = -0.245 1./D = 1377 Post Comp load (in) at 14.08 ft = -0.245 UD = 1377 Net Total load (in) at 14.08 ft = -0.424 UD = 797 Net Total load (in) at 14.08 ft = -0.424 UD = 797 FR Gravity Beam Design • pp� RAM Steel v7.0 Gravity Beam Design RAM • Steel v7.0 Page 143/287 ` Page 144/287 • RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: LRFD 2nd Ed Building Code: UBC2 ' Steel Code: LRFD 2nd Ed. Floor T Floor Beam Number = 117 Post Comp load (in) at 15.33 ft = -0.411 UD = 896 . ya Net Total load (in) at 15.33 ft = -0.456 UD 806 • SPAN INFORMATION (ft): I -End (80.50,47.00) J -End (80.50,77.67) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi ' Total Beam Length (ft) = 30.67 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (n) 3.50 3.50 - Unit weight concrete (pcf) 145.00 145.00 • ' Pc (ksi) ' 3.00 3.00 _ • Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 55.00 Y bar(in) = 19.33 Mnf(kip -ft) = 828.53 Mn (kip-11) = 752.90 C (kips) = 294.56 PNA (in) = 18.17 . leff (in4) = 2539.50 Iv (in4) = 2992.01 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 47 Partial = 12 Actual = 28 Number of Stud Rows = I Percent of Full Composite Action = 60.01 . POINT LOADS (kips): Dist DL CDL Red LL Red% NonRLL StorLL Red% RoofLL Red% CLL . 6.83 4.12 3.50 5.15 21.4 0.00 0.00 0.0 0.00 Snow 1.03 8.33 8.64 7.34 10.80 21.4 0.00 '0.00 0.0 ' 0.00 Snow 2.16 15.33 7.89 6.70 9.86 21.4 0.00 0.00 0.0 0.00 Snow 1.97 22.33 8.64 7.34 10.80 21.4 0.00 0.00 0.0 0.00 Snow 2.16 23.83 4.12 3.50 5.15 21.4 . 0.00 000 0.0 0.00 Snow 1.03 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 46.29 kips 0.90Vn= 213.72 kips MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb . Cb Phi Phi'Mn . kip-ft ft 0 kip-ft Center Pre Comp 1.2DL +1.6LL 228.0 15.3 -- -- 0.90 412.50 brit DL 1.4DL 191.1 15.3 - - Max + I.2DL +1.6LL 445.2 15.3 -- -- 0.85 639,97 'trolling 1.2DL +1.6LL 445.2 15.3 -- - 0.85 639.97 . t CTIONS (kips): - Left Right Initial reaction 18.37 18.37 DL reaction 16.70 16.70 Max +LL reaction 16.41 16.41 . Max +total reaction (factored) 46.29 46.29 DEFLECTIONS: (Camber= 3/4) _ Initial load (in) at 15.33 ft = -0.796 1./D = 463 Live load (in) at 15.33 ft = -0.356 UD = 1033 • �� Gravity Beam Design Gravity Beam Design f 7 . RAM Steel v7.0 Page 145/287 RAM Steel v7.0 Page 146/287 RAM DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 "...."+ Building Code: UBC2 Steel Code: I:RFD 2nd Ed- Bu Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 118 Net Total load (in) at 3.50 ft = - -0.008 IJD = ' 10038 SPAN INFORMATION (ft): I -End (80.50,47.00) J -End (87.50,47.00) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi • Total Beam Length (ft) = 7.00 . .,OMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 _ Unit weight concrete (pcf) 145.00 145.00 £c (ksi) . . 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type . VERCO W3 Formlok VERCO W3 Formlok - beff (in) = 21.00 Y bar(in) = 11.66 - Mnf (ldp-ft) . . = 266.54 Mn ( kip-ft) = 203.25 - C (kips) = 52.60 PNA (in) = 8.40 . Ieft (in4) = 452.62 Itr (in4) = 673.33 Stud length (in) = 5.50 Stud diam (in) - = 0.75 • Stud Caparity (kips) Qn = 21.0 • # of studs: Max = 14 Partial = 5 Actual = 5 Number of Stud Rows = 1 Percent of Full Composite Action = 28.06 • LINE LOADS (1c/ft): _ Load Dist DL CDL LL - Red% Type CLL - ' 1 0.00 0.333 0.283 0.417 0.0% Red 0.083 7.00 0.333 0.283 0.417 0.083 • 2 0.00 0.421 0.286 0.168 0.0% Red 0.084 7.00 0.421 0.286 0.168 0.084 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.44 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate):, - Span Cond LoadCombo Mu @ Lb " Cb Phi Plu"Mn . kip-ft ft . ft kip-ft . Center Pre Comp 1.2DL +1.6LL 5.8 3.5 -- -- 0.90 139.50 . lint DL 1'.4DL 4.9 3.5 - -- - • Max+ I.2DL +1.6LL 11.3 3.5 -- _ 0.85 172.77 . • Controlling 1.2DL +1.6LL 11.3 3:5 . - - 0.85 172.77 . REACTIONS (kips): Left Right Initial reaction 2.58 2.58 DL reaction 2.64 2.64 Max +LL reaction 2.05 2.05 Max +total reaction (factored) 6.44 6.44 DEFLECTIONS: Initial load (in) at 3.50 ft = -0005 IJD = 16152 Live load (in) at 3.50 ft = -0.002 UD = 34889 Post Comp load (in) at 3.50 ft = -0.003 L/t) = 26518 • /s /p/ Gravity Beam Design � ` j • Gravity Beam Design • '/ 1 RAM Steel v7.0 Page 147/287 '/ RAM SterI v7.0 Page 148/287 RAM DataBase: ND432 • 05/03/04 17:00:13 �M DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. + Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 119 Floor Type: Floor Beam Number =920 . SPAN INFORMATION (ft): I -End (80.50,55.33) J -End (108.67,55.33) SPAN INFORMATION (ft): 1 -End (80.50,62.33) J -End (108.67,62.33) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Total Beam Length (ft) = 28.17 Total Beam Length (ft) = 28.17 ' COMPOSITE PROPERTIES (Not Shored): . COMPOSITE PROPERTIES (Not Shored): Left Right Left Right • Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) . • 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 £c (ksi) 3.00 3.00 Cc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular . Decking Orientation . perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok . beff (in) = 84.25 Y bar(in) = 18.01 beff (in) = 84.00 Y bar(in) = 18.00 Mnf (kip -11) = 430.44 Mn (kip -ft) = 383.79 Mnf (kip -It) = 430.36 Mn (kip -ft) = 383.75 C (kips) = 273.52 PNA (in) = 15.49 C (kips) . = 273.52 PNA (in) = 15.49 leff (in4) = 1158.30 Itr (in4) = 1316.80 leff (in4) = 1157.74 In (in4) . = 1316.14 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) _ "5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 37 Partial = 10 Actual = 26 d of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL - CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL .1 0.00 0.613 0.521 0.767 5.3% Red 0153 1 0.00 0.560 0.476 0.700 3.8% Red - 0.140 28.17 0.613 0.521 . 0.767 0.153 28.17 0.560 0.476 0.700 0.140 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =26.73 kips 0.9OVn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =24.64 kips 0.9OVn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +I.6LL 86.4 14.1 - -- - • 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 78.9 14.1 - -- -- 0.90 165.75 tnit DL 1.4DL 72.4 14.1 - -- -- Init DL 1.4DL 66.1 14.1 -- -- Max+ t.2DL +1.6LL 188.2 14.1 - -- - -- 0.85 326.22 Max+ 1.2DL +1.6LL 173.5. 14.1 - -- -- 0.85 326.19 . Controlling I.2DL +I.6LL 188.2 14.1 -- -- 0.85 326.22 Controlling 1.2DL +1.6LL 173.5 14.1 -- -- 0.85 326.19 REACTIONS (kips): • REACTIONS (kips): Left Right Left Right Initial reaction 9.50 9.50 Initial reaction - - 8.68 8.68 DL reaction 8.64 8.64 DL reaction 7.89 7.89 • Max +LL reaction 10.23 10.23 Max +LL reaction 9.49 9.49 Max +total reaction (factored) 26.73 26.73 Max +total reaction (factored) 24.64 24.64 . DEFLECTIONS: .(Camber = 3/4) DEFLECTIONS: (Camber =3/4) Initial load (in) at 14.08 ft = -0.846 IJD = 400 • Initial load (in) at 14.08 ft - -0.772 UD = 438 ' Live load (in) at 14.08 ft = -0.306 UD = 1104 Live load (in) at 14.08 ft = -0.284 L/D = 1190 Post Comp load (in) at 14.08 ft = -0.345 L/D = 980 Post Comp load (in) at 14.08 11 = -0.320 UD = 1058 Net Total load (in) at 14.08 ft = -0.441 I'D = 767 Net Total load (in) at 14.08 ft = -0.342. LID = 989 • I Gravity • Beam Design ` Gravity Beam Design " i v RAM Steel v7.0 Page 149/287 � l f �" � RAM Steel v7.0 Page 150/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 fm *w Building Code: UBC2 Steel Code: LRFD 2nd Ed .sawn°, Building Code. UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 121 Floor Type: Floor Beam Number = 122 SPAN INFORMATION (ft): 1 -End (80.50,69.33) J -End (108.67,69.33) SPAN INFORMATION (ft): I -End (80.50,77.67) .1-End (8050,112.67) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.17 Total Beam Length (ft) = 35.00 - JMPOSITE PROPERTIES (Not Shored): " COMPOSITE PROPERTIES (Not Shored): . Left Right Left • Right Concrete thickness (in) 350 3.50 Concrete thickness (in) 3.50 3.50 ' Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 . fc (ksi) 300 3.00 fc ('ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation parallel parallel Decking type VERCO W3 Formlok • VERCO W3 Formlok . Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff (in) = 84.25 Y bar(in) = 18.01 . beff (in) = 58.50 Y bar(in) = 21.36 Mnf(kip -ft) = 430.44 Mn(kip -R) = 383.79 Mnf(kip-ft) = 997.37 Mn(kip-ft) = 921.42. C (kips) = 273.52 PNA (in) = 15.49 C (kips) = 336.64 PNA (in) = 20.31 ' letf(in4) = 1158.30 Itr(in4) = 1316.80 Ietf(in4) = 3427.58 Itr(in4) = 3937.34 Stud length (in) = 5.50 Stud diam (in) = 0.75 • - Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 37 Partial = 10 Actual = 26 9 of studs: Full = 50 Partial = 13 Actual = 32 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 Number of Stud Rows =1 Percent of Full Composite Action = 64.48 LINE LOADS (WB): POINT LOADS (kips): Load Dist DL (DL LL Rcd% Type CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL . 1 0.00 0.613 0.521 0.767 5.3% Red 0.153. 9.42 12.32 8.38 4.93 35.4 0.00 ' 0.00 0.0 0.00 Snow 2.46 28.17 0.613 0.521 0.767 0.153 9.42 5.48 4.66 685 35.4 • 0.00 0.00 0.0 0.00 Snow 1.37 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 26.73 kips 0.90Vn =10434 kips 17.50 11.85 8.06 4.74 35.4 0.00 0.00 0.0 0. 00 Snow 2.37 . 17.50 6.06 5.15 7.57 35.4 0.00 0.00 0.0 0.00 Snow 1.51 ,MOMENTS (Ultimate): • 26.25 12.32 8.38 4.93 35.4 0.00 0.00 0.0 0.00 Snow 2.46 Span Cond LoadCombo Mu -@ Lb Cb Phi Phi•Mn 26.25 6.30 5.35 7.87 35.4 ' 0.00 0.00 0.0 0.00 Snow 1.57 kip-ft ft R kip-ft Center Pre Comp 1.2DL+1.6LL " 86.4 14.1 . - , - 0.90 165.75 LINE LOADS (k/ft): [nit DL 14DL 72.4 14.1 -- -- Load Dist DL CDL LL Red% Type CLL Max+ 1.2DL +1.6LL 1882 14.1 - - 0. 85 326.22 1 0.00 0.040 0.034 0.050 35.4% Red 0.010 Controlling 1.2DL +1.6LL 188.2 14.1 - - -- 0.85 326.22 9.42 0.040 0.034 0.050 0.010 REACTIONS (kips): - SHEAR (Ultimate): Max Vu (1.2DL +1 -6LL)= 52.94 kips 0.90Vn = 251.37 kips Left Right . MOMENTS (Ultimate): Initial reaction 9.50 9.50 • Span Cond ' LoadCombo Mu @ Lb Cb Phi Phi•Mn DLreaction 8.64 8.64 kip-ft ft ft kip-ft Max +LL reaction 10.23 10.23 Center Pre Comp 1.2DL +1.6LL 397.3 17.5 -- - 0.90 502.50 Max +total reaction (factored) 26.73 26.73 Init DL 1.4DL 332.9 17.5 -- - DEFLECTIONS: (Camber =3/4) • Max+ L2DL +1.6LL 615.2 17.5 - -- 0.85 783.20 Initial load (in) at 14.08 ft = -0.846 UD = 400 Controlling L4DL 397.3 17.5 - -- 0.90 502.50 Live load (in) at 14.08 ft = -0.306 UD = 1104 REACTIONS (kips); Post Comp load (in) at 14.08 ft = -0.345 I/D = 980 Left Right Net Total load (in) at 14.08 ft = -0.441 UD = 767 Initial reaction 25.68 26.47 DL reaction 26.95 27.76 • Gravity Beam Design n i Gravity Beam Design RAM Steel v7.0 Page 151/287 RAM Steel v7.0 Page 1521287 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432. 05/03/04 17:00:13 ^ Building Code: UBC2 Steel Code: LRFD 2nd Ed i-r *w Building Code: UBC2 Steel Code: LRFD 2nd Fit_ Left Right Floor T Floor Beam Number = 123 Max +LL reaction 11.87 - 12.27 yPe . Max +total reaction (factored) 51.33 52.94 - SPAN INFORMATION (ft): I -End (80.50,77.67) J -End (108.67,77.67) DEFLECTIONS: (Camber = I -1 /4) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi • Initial load (in) at 17.50 ft = -1.273 UD = 330 Total Beam Length (ft) = 28.17 Live load (in) at 17.5011 = -0.300 L/D = 1401 - COMPOSITE PROPERTIES (Not Shored): Post Comp load (in) at 17.50 0 = -0.479 UD = 876 - Left Right Net Total load (in) at 17.50 0 = -0.502 IJD = 837 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 fc (ksi) - 3.00 - 3.00 Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Fonnlok belt (in) = 84.50 Y bar(in) = 18 "01 Mnf(kip -ft) = 430.53 Mn(kip-fl) = 383.84 • C (kips) = 273.52 PNA (in) = 15.49 leff (in4) = 1158.86 - Itr (in4) = 1317.46 . Stud length (in) = 5.50 Stud diam (in) = 1175 • Stud Capacity (kips) Qn = 21.0 6 of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (Wft): • Load Dist DL CDL ' LL Red% Type CLL 1 0.00 0.471 0320 0.188 8.0% Red 0.094 28.17 0 "471 0.320 0.188 0.094 2 0.00 0.333 0.283 0.417 ' 8.0% Red 0.083 . 28.17 0.333 0.283 0.417 0.083 SHEAR (Ultimate): Max Vu (1.2DL +1 -6LL)= 26.13 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): . Span Cond LoadCombo Mu ' @ Lb ' Cb P16 Phi`Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 100.0 14.1 - -- -- 0.90 165.75 Init DL 1.4DL 83.8 14.1 - - Max + 1.2DL +1.6LL 184.0 14.1 -- -- 0.85 326.26 " Controlling 1.4DL 100.0 14.1 0.90 " 165.75 ' REACTIONS (kips): ' Left Right • Initial reaction 11.00 11.00 . DL reaction 11.33 11.33 Max +LL reaction 7 "84 7.84 . • Max +total reaction (factored) 26.13 26.13 DEFLECTIONS: (Camber = 3/4) Initial load(in) at 14.08 = -0.979 UD = 345 Live load (in) at 14.08 fl = -0.235 UD = 1441 • Post Comp load (in) at 14.08'15 = -0.319 L/D = 1059 Gravity Beam Design . Gravity Beam Design �1 RAM Steel v7.0 Page 153/287 • r 1 V RAM Steel v7.0 • • Page 154/287 RAM DataBase: N11432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd Ed. Building Cods. UBC2 Steel Code: LRFD 2nd Bd. Net Total load (in) at 14.08 ft = -0.548 IJD = 617 Floor Type: Floor Beam Number = 124 • • SPAN INFORMATION (ft): 1 -End (80.50,87.08) J -End (108.67,87.08) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 28.17 . COMPOSITE PROPERTIES (Not Shored): • Len Right Concrete thickness (in) 3.50 350 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 110 • 100 Decking Orientation - perpendicular , perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok • . _ beff (in) = 84.50 . Y bar(in) = 18.01 • . Mnf(kip -ft) = 430.53 Mn (kip -ft) • = . 383.84 . • C (kips) • = 273.52 PNA (in) = 1549 . • Ieff (in4) = 1158.86 Itr (in4) = 1317.46 • . Stud length (in) = 5.50 Stud diam (in) = 0.75 • StudCapacity (kips) Qn = - 21.0. # of studs: Full = 37 Partial = 10 Actual = 26 • Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.875 0.595 0.350 7.7% Red 0.175 . 28.17 . 0.875 0.595 0.350 0.175 • SHEAR (Ultimate): Max Vu (1.1DL +1.6LL)= 22.06 kips 0.90Vn = 104.34 kips • MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn " kip-ft - • ft ft. kip-ft Center Pre Comp 1.2DL +1.6IL 98.6 14.1 - . - 0.90• 165.75 lnit DL 1.4DL 82.6 14.1 - • - . Max+ 1.2DL+1.6LL 155.4 14.1 - - 0.85 326.26 Controlling 1.4DL 98.6 14.1 - - 0.90 165.75 REACTIONS (kips): • • Left Right Initial reaction 10.84 10.84 • DL reaction 12.32 12.32 ' Max+LL reaction 4.55 4.55 • Max +total reaction (factored) 22.06 22.06 . DEFLECTIONS: (Camber =3/4) Initial load (in) at 14.08 ft = -0.965 UD = 350 Live load (in) at 14:08 ft = -0.136 UD = 2483 • Post Comp load (in) at 14.08 ft = -0.254 UD = 1330 . Net Total toad (in) • at 14.08 ft = -0.469 UD = 720 Gravity Beam Design Gravity Beam Design F1\ RAM Steel v7.0 Page 155/287 El RAM Steel v7.0 Page 156/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 125 • Floor Type: Floor Beam Number = 126 SPAN INFORMATION (ft): I -End (80.50,95.17) J -End (108.67,95.17) SPAN INFORMATION (ft): .I-End (80.50,103.92) J -End (108.67,103.92) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi . Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) , = 28.. - 17 Total Beam Length (ft) = 28.17 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) • 3.50 3'.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct) 145.00 . . 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation • perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Fomdok VERCO W3 Formlok beff (in) - = 84.50 Y bar(in) = 18.01 beff (in) = 84.50 Y bar(in) = 18.01 Mnf (kip -ft) = 430.53 Mn (kip -ft) _ . 383.84 Mnf (kip -ft) = 430.53 Mn ( kip-ft) = 383.84 C (kips) = 273.52 PNA (in) = 15.49 C (kips) = 273.52 PNA (in) = 15.49 Ieff(in4) . = 1158.86 Itr(in4) = 1317.46• Ieff(in4) = 1158.86 Itf(in4) = 1317.46 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 - Stud Capacity (kips) Qn = 2L0 # of studs: Full = 37 Partial = 10 Actual = 26 9 of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL • Load Dist DL CDL LL Red% Type CLL I 0.00 0.842 0.572 0.337 7.096 Red 0.168 1 0.00 0.875 0.595 0.350 7.7°A Red 0.175 28.17 0.842 0.572 0.337 0.168 28.17 0.875 0.595 0. 350 0.175 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =21.28 kips 0.90Vn= 104.34 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 22.06 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft 11 ft kip-ft kip-ft ft ft kip -ft Center Pre Comp 1.2DL +1.6LL 94.8 14.1 -- -- 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 98.6 14.1 - -- -- 0.90 165.75 Init DL I.4DL 79.5 14.1 -- -- lnit DL 1.4DL 82.6 14.1 - -- - Max + I.2DL +1.6LL • 149.9 14.1 -- -- 0.85 326.26 Max + 1.2DL +l.6LL 155.4 14.1 - -- -- 0.85 326.26 Controlling • 1.4DL 94.8 14.1 -- -- 0.90 165.75 Controlling 1.4DL 98.6 14.1 -- - -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 10.43 10.43 Initial reaction 10.84 10.84 'DL reaction 11.85 11.85 DL reaction 12.32 12.32 Max +LL reaction 4.41 4.41 Max +LL reaction 4.55 4.55 Max +total reaction (factored) 21.28 • 21.28 Max +total reaction (factored) 22.06 22.06 DEFLECTIONS: (Camber= 3/4) DEFLECTIONS: (Camber= 3/4) • • Initial load (in) at 14.08 ft = -0.929 I1D = 364 Initial load (in) at 14.08 ft = -0.965 UD = 350 Live load (in) at 14.08 R = -0.132 IJD = 2561 Live load (in) at 14.08 ft = -0.136 UD = 2483 Post Comp load (in) at 14.08 0 = -0.245 UD = 1377 Post Comp load (in) at 14.08 ft = -0.254 UD = 1330 Net Total load (in) at 14.08 ft = . -0.424 L/D = 797 Net Total load (in) at 14.08 ft • -0.469 U11 = 720 • • • w . Gravity Beam Desien • Gravity Beam Desien RA RAM Steel v7.0 Page 157/287 RAM Steel v7.0 Page 158/287 Ill DataBase: ND432 05 /03/04 17:110:13 DataBase: ND432 05 /03/04 17:00:13 •"®'�°rT*+ Building Code: UBC2 Steel Code: IRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd I d. Floor Type: Floor .Beam Number = 127 DEFLECTIONS: "(Camber = 1/2) SPAN INFORMATION (ft): 1 -End (80.50,112.67) .1-End (80.50,135.00) Initial load (in) at 11.05 ft = -0.502 [lD = 533 . Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Live load (in) at 11.05 ft = -0.247 1./D = 1086 Total Beam Length (ft) = 22.33 Post Comp load (in) at 11.05 ft = -0.286 IJD = 936 Net Total load (in) at 11.05 ft = -0.289 UD = 928 JMPOSITE PROPERTIES (Not Shored): ' Left Right Concrete thickness (in) 3.50 3.50 ' ' Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 • Decking Orientation parallel parallel • Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 34.50 Y bar(in) = 16.47 - Mnf (kip -ft) = 498.80 . Mn (kip -ft) = 427.99 - ' C (kips) = 150.74 PNA (in) = 13.87 • Ieff (in4) = 1266.62 Itr (in4) ' ' = 1591.39 Stud length (in) = 5.50 .Stud diem (in) = 0.75 • Stud Caparity (lops) Qn = 21.0 . " # of studs: Full = 41 Partial = 11 Actual = 20 . . • Number of Stud Rows = 1 Percent of Full Composite Action = 48.95 POINT LOADS (kips): • Dist DL CDL RedLL Red% NonELL SIorLL Red% RooILL Rcd% CLL 8.00 14.31 12.16 17.89 13.6 0.00 0.00 0.0 0.00 Snow 3.58 15.50 6.52 5.17 6.27 13.6 0.00 0.00 0.0 0.00 Snow 1.52 . 15.50 5.16 4.39 6.45 13.6 0.00 ' 0.00 0.0 0.00 Snow 1.29 • • LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL • 1 15.50 0.008 0.006 0.003 13.6% Red 0.002 - 22.33 ' 0008 0.006 • 0.003 0.002 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 37.03 kips 0.90Vn = 143.37 kips . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 143.5 8.0 - -- 0.90 249.38 lnit DL l.4DL 120.2 8.0 - -- - Max+ 1.2DL +1.6LL 292.6 8.0 - - 0.85 363.79 'Controlling 1.2DL +1.6LL .292.6 8.0 -- - 0.85 363.79 REACTIONS (kips): Left Right Initial reaction 13.89 14.26 - " DL reaction . 12.77 13.28 Max +LL reaction 13.29 13.18 Max +total reaction (factored) 36.58 37.03 . • �� / /j Gravity Beam Design Gravity Beam Desien • 7 �� RAM Steel v7.0 Page 159/287 r 1 V RAM Steel v7.0 Page 160/287 RAM DataBase: ND432 , 05/03/04 17:00:13 Ram DataBase: N13432 05/03/04 17:00:13 ^®"^.•- Building Code: UBC2 Steel Code: LRFD 2nd Et ^^a"^'' Building Code: UBC2 Steel Code: LRFD 2nd Ed.' Floor Type: Floor Beam Number = 128 . Floor Type: Floor Beam Number = 129 SPAN INFORMATION (ft): 1 -End (80.50,112.67) J -End (87.50,112.67) SPAN INFORMATION (ft): I -End (80.50,120.67) J -End (108.67,120.67) • Beam Size (User Selected) = W12X26 ' . Fy = 50.0 ksi • • Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Total Beam Length (ft) = 28.17 . Mp (kip -ft) = 155.00 COMPOSITE PROPERTIES (Not Shored): LINE LOADS (k/ft): Left ' Right Load Dist DL LL Red% Type Concrete thickness (in) 3.50 3.50 1 0.00 ' 0.320 0.400 0.0% . Red Unit weight concrete (pct) . 145.00 145.00' • 7.00 0.320 0.400 fc (ksi). 3.00 .3.00 2 0.00 0.438 0.175 0.0% Red ' Decking Orientation perpendicular . perpendicular • 7.00 0.438 0.175 Decking type VERCO W3 Formlok VERCO W3 Formlok SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.40 kips 0.90Vn = 75.89 kips belt (in) = 84.50 Ybar(in) = 18.01 MOMENTS Nlemate : - Mnf (kip -ft) = 430.53 Mn (kip -ft) 383.84 C (kips) 273.52 PNA (in) 15.49 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn leff(in4) = 1158.86 Itr(in4) = 1317.46 ' kip-ft ft t kip-ft Stud length (in) = 5.50 Stud diam (in) = 0.75 Center Max + 1.2DL +1.6LL 11.2 3.5 0.0 1.00 0.90 139.50 Stud Capacity (kips) Qn = 21.0 • Controlling 1.2DL +l.6LL ' 11.2 3.5 0:0 1.00 0.90 139.50 # of studs: Full = 37 Partial = 10 Actual = 26 REACTIONS (kips): Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 Left Right LINE LOADS (k/ft): • . DL reaction 2.65 2.65 Load Dist DL CDL LL Red% Type CLL Max +LL reaction 2.01 2.01 1 0.00 0.620 0.527 0.775 5.5% Red 0.155 Max +total reaction (factored) 6.40 6.40 28.17 0.620 0.527 0.775 0.155 DEFLECTIONS: • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =26.99 kips 0.90Vn = 104.34 kips Dead load (in) at 3.50 ft = -0.007 IJD = 12144 'Live load (in) at 3.50 ft = -0.005 IJD = 15998 MOMENTS (Ultimate): Net Total load (in) at 3.50 ft = -0.012 IJD = 6903 Span Cond LoadCombo Mu @ - Lb Cb Phi Phi *Mn kip-ft ft (3 lap-ft Center Pre Comp 1.2DL +1.6LL 87.3 • 14.1 - • -- 0.90 165.75 !nit DL 1.4DL 73.2 14.1 -- -- • Max + 1.2DL +1.6LL 1900 14.1 - -- 0.85 326.26 Controlling _ 1.2DL +1.6LL 190.0 14.1 -- -- 0.85 326.26 REACTIONS (kips): Left Right ' Initial reaction 9.60 9.60 DL reaction 8.73 8.73 • Max +LL reaction 10.32 10.32 . Max +total reaction (factored) 26.99 26.99 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 14.0g ft = -0.855 ' LJD = 395 Live load (in) at 14.08 11 = -0.309 11D = 1095 Post Comp load (in) at 14.08 ft = -0.348 LtD = 971 • Net Total load (in) • at 14:08 ft = -0.453 11D = 746 Gravity Beam Design � � Gravity Beam Design sp y RAM Steel v7.0 . Page 161/287 RAM Steel v7.0 � Page 162/287 DataBase: ND432 05103/04 17:0013 RAM DataBase: ND432 05/03/04 17:00:13 • ^ • �• Building Code: UBC2 Steel Code: LRFD 2nd Ed ...wit= Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number =130 htit DL 1.4DL 57.6 13.8 -- - Max+ . 1.2DL +1.6LL 138.8 13.9 - -- 0.85 243.24 SPAN INFORMATION (ft): 1 -End (80. 50,128.17) .1-End (108.67,128.17) Controlling 1.2DL +1.6LL .138.8 13.9 - - 0.85 243.24 Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 28.17 REACTIONS (kips): JMPOSITE PROPERTIES (Not Shored): Left Right • Initial reaction . 6.69 6.43 Left Right DL reaction 6.52 6.22 Concrete thickness (in) 3.50 3.50 Max+LLreaction 6.27 6.17 Unit weight concrete (pcf) 145.00 145.00 Max +total reaction (factored) 17.86 17.35 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular . DEFLECTIONS: (Camber =1 2) Decking type VERCO W3 Formlok VERCO W3 Formlok Initial load (in) at 14.08 ft = -0.657 UD = Sl4 heir (in) . • _ .43.25 Y bar(in) = 16.44 Live load (in) at 14.08 ft = -0.309 UD = 1094 Mnf (kip -ft) = 403.33 Mn (kip -fl) = 286.16 Post Comp load (in) at 14.08 ft = -0.384 VD = 880 • C (kips) = 103.64 PNA (in) = 11.99 Net Total load (in) at 14.08 ft = -0.541 VD = 625 Ieff(in4) = 741.40 ltr(in4) = 1148.74 Stud length (in) • = 5.50 Stud diam (in) ' = 0.75 Stud Capacity (kips) Qn = 21.0 • # of studs. Full = 38 Partial =10 Actual = 10 • Number of Stud Rows = 1 Percent of Full Composite Action = 26.99 POINT LOADS (kips): • Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Rod% CLL . 7.00 0.03 0.02 0.01 0.0 0.00 0.00 0.0 0.00 Snow 0.01 . 19.17 0.03 0.02 0.01 0.0 0.00 0.00 0.0 0.00 Snow 0.01 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.000 0.000 0.000 ' 0.0% Red 0.000 7.00 0.005 0.004 0.006 0.001 • 2 ' 0.00 0.008 0.006 0.003 0.0% Red 0.002 . 7.00 0.002 0.001 0.001 0.000 3 7.00 0.005 0.004 0.006 0.0% Red 0.001 19.17 0.014 0.012 0.017 0.003 • 4 7.00 0.018 0.012 0.007 0.0% Red 0.004 19.17 0.003 0.002 0.001 0.001 5 7.00 0.318 0.216 0.127 0.0% Red 0.064 • • 19.17 0.322 0.219 0.129 0.064 6 19.17 0.007 0.006 0.008 0.05/ Red 0.002 . • . 28.17 0.007 0.006 0.008 0.002 7 0.00 0.300 0.255 0.375 0.0% Red 0.075 28.17 0.300 0.255 0.375 0.075 • ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 17.86 kips 0.90Vn = 104.34 kips • MOMENTS (Ultimate): _ Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn ' kip-ft ft ft kip-fl • • Center • Pre Comp 1.2DL +1.6LL 68.7 13.8 - -- -- 0.90 165.75 • / .� / /y Gravity Beam Design Gravity Beam Design 'I il RAM Steel v7.0 Page 163/287 F1(1 �, RAM Steel v7.0 Page 164/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ===t ==t Building Code: UBC2 Steel Code: LRFD 2nd Ed. ===== Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number .= 131 . Floor Type: Floor Beam Number = 132 SPAN INFORMATION (ft): I -End (80.50,135.00) .1-End (80.50,153.06) SPAN INFORMATION (ft): I -End (80.50,135.00) J -End (108.67,135.00) . Beam Size (User Selected) = W18X35 Fy = 50.0 ksi • Beam Size (User Selected) = W16X26 EFy = 50.0 ksi Total Beam Length (ft) = 18.06 Total Beam Length (ft) = 28.17 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): . • Left Right Left Right Concrete thickness (Si) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 • fc (ksi) 3.00 3.00 fc (ksi) . 3.00 3.00 Decking Orientation ' parallel parallel Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 54.19 Y bar(in) . = 17.92 , beB (in) = 43.00 Y bar(in) = 16.42 Mnf (kip -ft) = 571.18 Mn (kip -fl) = 444.91 • Mnf (kip -ft) = 402.95 Mn (kip -ft) = 368.03 • C (kips) = 168.32 PNA (in) = 14.46 C (kips) = 268.30 PNA (in). = 15.48 Ieff(in4) = 1272.18 Itr (in4) = 1801.94 lef(in4) = '1008.45 Itr(in4) = 1147.11 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • Stud Capacity (kips) Qn = 21.0 # of studs: Full = 46 Partial = 12 Actual = 16 5 of studs: Full = 38 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 34.80 ' Number of Stud Rows = I Percent of Full Composite Action = 69.91 POINT LOADS (kips): POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL _ Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 7.00 9.86 6.70 3.94 15.0 0.00 0.00 0.0 0.00 Snow 1.97 7.00 0.03 0.02 0.01 0.0 0.00 0.00 0.0 0.00 Snow 0.01 9.03 6.50 5.53 8.13 15.0 0.00 0.00 0.0 0.00 Snow 1.63 19.17 0.03 0.02 0.01 0.0 0.00 0.00 0.0 0.00 Snow 0.01 • 14.00 15.75 10.71 630 15.0 0.00 0.00 0.0 0.00 Snow 3.15 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +L6LL) =37.38 kips 0.90Vn = 143.37 kips • Load Dist DL CDL LL Red% Type CLL • MOMENTS (Ultimate): 1 0.00 • 0.350 0.238 0.140 0.0% Red 0.070 Span Cond LoadCombo Mu 28.17 0.350 0.238 0.140 0.070 p @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft 2 0.00 0.008 0.006 0.003 0.0% Red 0.002 Center Pre Comp 1.2DL +1.6LL 117.2 9.0 -- -- 0.90 249.38 7.00 0.008 0.006 0.003 0.002 Wt DL 1.4DL 98.2 9.0 -- - 3 7,00 0.341 0.232 0.136 0.0% Red 0.068 Max + 1.20L +1.6LL 201.1 9.0 -- -- 0.85 378.17 19.17 0.341 0.232 0.137 0.068 Controlling 1.2DL+l.6LL 201.1 9.0 - -- 0.85 378.17 . 4 19.17 0.008 0.006 0.003 0.0% Red 0.(X12 ,ACTIONS (kips): 28.17 0.008 0.006 0.003 0.002 Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 13.33 kips 0.90Vn = 104.34 kips Initial reaction 12.01 17.68 MOMENTS (Ultimate): • • DL reaction 12.83 19.28 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Max +LL reaction 6.71 8.90 kip-ft 0 ft kip-ft Max +total reaction (factored) 26.14 37.38 Center Pre Comp 1.2DL +1.6LL 65.9 13.8 --- - 0.90 165.75 DEFLECTIONS: . . [nit DL 1.4DL 55.2 13.8 -- -- Initial load(in) at 9.21 ft = -0.265 VD = 817 Max+ 1.20E +L6LL 106.7 13.8 - -- -- 0.85 312.83 Live load (in) at 9.21 It = -0.077 1./D = '2813 • Controlling 1.40E 65.9 13.8 -- -- 0.90 165.75 Post Comp load (in) at 9.21 ft = -0.118 • UD = • 1840 REACTIONS (kips): " ' Net Total load (in) at 9.21 ft = -0.383 UD = 566 Gravity Beam Design Gravity Beam Design -s2..... "Jr / �� / /y RAM Steel v7.0 ' Page 165/287 '/ 1 \ RAM Steel v7.0 Page 166/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 - Steel Code: LRFD 2nd Ed. . 7 -w Building Code: UBC2 - Steel Code: LRFD 2nd Ed. Left flight Floor Type: Floor Beam Number = 133 • Initial. reaction 6.38 6.12 . DL reaction 7.25 6.95 • SPAN INFORMATION (ft): I -End (80.50,142.00) J -End (108.67,142.00) Max +LL reaction • 2.90 2.78 Beam Size (User Selected) = W (6X26 Fy = 50.0 ksi Max +total reaction (factored) 13.33 12.80 Total Beam Length (ft) = 28.17 .DEFLECTIONS: (Camber = 1/2) • COMPOSITE PROPERTIES (Not Shored): ' Initial load (in) at 13.94 ft = -0.629 UD = 537 " Left Right . • Live load (in) al 13.94 ft = -0.110 UD = 3059 Concrete thickness (in) 3.50 3.50 Post Comp load (in) at 13.94 ft = -0.199 UD = 1700 Unit weight concrete (pct) 145.00 145.00 Net Total load (in) . at 13.94 ft = -0.328 UD = 1030 £c (ksi) 3.00 3.00 . Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Formlok bef(m) = 84.00 Ybar(in) = 18.00 Mnf (kip -ft) = 430.36 Mn (kip -ft) 383.75 • C (kips) _ . 273.52 PNA (in) = 15.49 Ief(in4) = 1157.74 Itr (in4) = 1316.14 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) ' Qn = 21.0 • . # of studs: Full = 37 Partial = 10 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 71.23 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.700 0.476 0.280 3.8% Red 0.140 . 28.17 0.700 0.476 0.280 0.140 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.90 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): . Span Cond LoadCombo Mu Q Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL ' 78.9 14.1 ' - - 0.90 165.75 Init DL 1.4DL 66.1 14.1 - -- + 1.2DL +L6LL 126.1 14.1 - - ' 0.85 326.19 Controlling 1.40L 78.9 14.1 - -- 0.90 165.75 • REACTIONS (kips): Left Right • Initial reaction 8.68 8.68 . DL reaction 9.86 9.86 Max +11.. reaction " 3.79 3.79 • . Max +total reaction (factored) 17.90 17.90 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 14.08 ft = -0.772 UD = 438 • • Live load (in) at 14.08 ft - " -0.114 111) = 2974 Post Comp toad (in) at 14.08 ft = -0.208 UD = 1624 Net Total load (in) at 14.08 ft = -0.230 L/D = 1467 • FR • Gravity Beam Design � / � Gravity Beam Design RAM Steel v7.0 Page 167/287 I RAM Steel v7.0 Page 168/287 RAM DataBase: ND432 , 05/03/04 17:00:13 RAM •DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd EU Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number =134 - • _ Left Right Initial reaction 13.86 30.25 • SPAN INFORMATION (ft): I -End (80.50,149.00) J -End (112.17,149.00) DL reaction' .15.75 34.37 • Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Max +LL reaction 4.53 9.89 Total Beam Length (ft) = 31.67 Max +total reaction (factored) 26.14 57.07 COMPOSITE PROPERTIES (Not Shored): DEFLECTIONS: (Camber = 1) Left Right Initial load (in) at 16.47 ft = -1.068 L/D = 356 Concrete thickness (in) 3.50 3.50 • Live load (in) at 16.47 ft = -0.165 UD = 2303 Unit weight concrete (pct) . 145.00 145.00 Post Comp load (in) at 16.47 ft = -0.349 UD = 1090 . £c (ksi) 3.00 3.00 Net Total load (in) at . 16.47 ft = -0.416 LU = 913 Decking Orientation perpendicular • perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 89.50 Y bar(in) = 19.13 • Mnf (kip -ft) = 696.07 Mn ( kip-ft) = 548.26 . C (kips) = 236.14. PNA (in) = 16.45 • IetT(in4) = 1674.87 Itr(in4) = 2292.04 . • ' Stud length (in) = 5.50 Stud diam (in) - = 0.75 • • ' Stud Capacity (kips) Qn = 21.0 . # of studs: Max = 62 Partial = 23 Actual = 28 Number of Stud Rows = 1 Percent of Full Composite Action = 30.70 . POINT :LOADS (kips): Dist DL CDL Refill I Red% NonRLL StorLL Red% RootLL Red% CLL 28.17 23.77 16.16 9.51 2.8.1 0.00 0.00 0.0 0.00 Snow 4.75 LINE LOADS (k/ft): ' Load Dist DL CDL ' LL Red% Type CLL ' 1 0.00 0.203 0.138 0.081 28.1% Red 0.041 1.00 0.488 0.332 0.195 ' 0.098 2 1.00 0.488 0.332 0.195 28.1% Red 0.098 31.67 0.488 0.332 0.195 0.098 3 0.00 0.350 0.238 0.140 28.1% Red 0.070 28.17 0.350 0. 238 0.140 0.070 4 28:17 0.342 0.232 0.137 28.1% Red 0.068 31,67 0.342 0.232 0.137 - 0.068 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 57.07 kips 090Vn = 152.24 kips 1MENTS (Ultimate): ' n Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft Center Pre Comp 1.2DL +1.6LL 171.1 19.0 -- ' - -- 0.90 294.00 Init DL 1.4DL 143.4 19.0 - -- -- Max + 1.2DL +1.6LL 250.1 19.0 - -- - 0.85 466.02 Controlling 1.4DL 171.1 19.0 -- - 0.90 294.00 REACTIONS (kips): Gravity Beam Design Gravity Beam Design . g ( � RAM Steel v7.0 ' Page 169/287 phi Gravity RAM Steel v7.0 Page 170/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 ws'... Building Code: UBC2 Steel Code: LRFD 2nd Ed. - Building Code: UBC2 Steel Code: LRFD Znd Ed. Floor Type: Floor . Beam Number =135 Floor Type: Floor Beam Number = 136 SPAN INFORMATION (ft): 1 -End (80.50,153.06) . J -End (83.50,170.17) SPAN INFORMATION (ft): I -End (81.50,158.75) J -End (108.67,158.75) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 • Fy = 50.0 ksi Total Beam Length (ft) = 17.37 Total Beam Length (ft) = 27.17 . Mp (kip -ft) = 184.17 COMPOSITE PROPERTIES (Not Shored): • POINT LOADS (kips): Left Right Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Concrete thickness (in) 3.50 3.50 . 5.77 12.84 5.13 4.1 0.00 0.00 0.0 0.00 Snow • Unit weight concrete (pc() 145.00 145.00 15.67 6.49 • 2.60 4.1 0.00 0.00 - 0.0 0.00 Snow 'fc(ksi) 3.00 3.00 LINE LOADS (k/ft): Decking Orientation perpendicular perpendicular Load Dist DL LL Red% Type Decking type VERCO W3 Fonnlok VERCO W3 Formlok • • 1 0.00 0.035 0.014 4.1% Red beff(in) = 81.51 Ybar(in) = . 17.94 . 5.77 0.084 0034 Mnf(kip -ft) = 429.48 Mit (kip -ft) . = 378.48 2 5.77 0.000 0.000 4.1% Red C (kips) = 262.81 PNA (in) = 15.47 15.67 0084 0.034 • Ieff (in4) = 1135.22 10' (in4) = 1309.38 Stud length (in) • 5.50 Stud diam (in) = 0.75 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 19.02 kips 0.90Vn = 104.34 kips Stud Capacity (kips) Qn = 21.0 • MOMENTS (Ultimate): • # of studs: Full = 37 Partial = 10 Actual = 25 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Number of Stud Rows =1 Percent of Full Composite Action = 68.44 kip-ft ft ft kip-ft LINE LOADS (k/ft): Center Max+ 1.2DL +1.6LL 99.0 5.8 9.9 1.36 090 161.58 Load Dist DL CDL LL Red% Type CLL Controlling l.2DL +1.6LL 99.0 5.8 9.9 1.36 0.90 161.58 1 0.00 0.000 0.000 0.000 8.9% Red 0.000 REACTIONS (kips): • 1.71 0.488 0.332 0.195 0.098 Left Right . 2 1.71 0.488 0.332 0.195 8.9% Red 0.098 DL reaction 9.60 10.49 • 27.17 0.488 0.332 0.195 0.098 Max +IL reaction 3.68 4.02 3 0.00 0.488 0.332 0.195 8.9% Red 0.098 • Max +total reaction (factored) 17.41 19.02 27.17 ' 0.488 0.332 0.195 0.098 DEFLECTIONS: • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 23.60 kips 0.90Vn = 104.34 kips Dead load (in) at 8.16 ft = -0.287 1/D = 725 MOMENTS (Ultimate): • Live load (in) at • • 8.16 ft = -0.110 IJD = 1889 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Net Total load (in) at 8.16 ft = -0.398 IJD = 524 kip-ft ft ft kip-ft ' Center ' Pre Comp 1.2DL +1.61.L ' 102.1 13.6 - -- 0.90 165.75 Ind DL 1.4DL 85.5 13.6 -- -- Max .+ 1.2DL +1.6LL 160.2 . 13.6 - -- 0.85 321.70 • Controlling I.4DL 102.1 13.6 - -- 0.90 165.75 ' • REACTIONS (kips): . ' Left Right Initial reaction 11.30 11.65 DL reaction 12.84 13.24 'Max +LL reaction • 4.68 4.83 . Max +total reaction (factored) 22.89 23.60 DEFLECTIONS: (Camber =3/4) Initial load (in) - ' at 13.58 ft = -0.930 LA) = 351 • • � / /y Gravity Beam Design Gravity Beam Design 1 V RAM Steel v7.0 Page 171/287 r 1 V RAM Steel v7.0 Page 172/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 ""..wow Building Code: UBC2 Steel Code: LRFD 2nd Ed. •,mow Building Code: UBC2 • Steel Code: LRFD 2nd Ed. Live load (in) at 13.58 R = -0.132 L/D = 2467 Floor Type: Floor Beam Number =137 Post Comp load (in) at 13.58 ft = -0.248 L/D = 1314 ' Net Total load (in) at 13.58 ft = -0.428 L/D = 762 • SPAN INFORMATION (ft): I -End (83.21,168.50) J -End (108.67,168.50) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi • Total Beam Length (ft) = 25.46 COMPOSITE PROPERTIES (Not Shored): Left Right . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) • 145.00 145.00 . fc(ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonnlok VERCO W3 Formlok beff(in) = 44.19 Y bar(in) = 16.49 Mnf(kip -ft) = 404.51 Mn (kip -ft) = . 359.68 C (kips) . = 243.80 PNA (in) ' = 15.44 Ieff (in4) = 981.28 Itr (in4) = 1154.76 Stud length (in) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 # of studs: Full = 38 Partial = 10 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 63.49 POINT LOADS (kips): Dist DL CDL' RedLL Red% NonRLL StorLL Red% RoofLL Red% ' CLL 12.29 0.00 0.00 ' LINE LOADS (k/ft): • • Load Dist . DL CDL LL Red% Type CLL • 1 1229 0.083 0.057 0.033 0.0% Red 0.017 25.46 0.083 0.057 0.033 0.017 2 0.00 0.488 0.332 0.195 0.0% Red 0. 098 25.46 0.488 0.332 0.195 0.098 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =12.91 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft R kip - • • Center Pre Comp 1.2DL +1.6LL 49.0 13.2 0.90 165.75 Init DL 1.4DL 41.1. 13.2 - - Max + 1.2DL +1.6LL 79.4 13.2 -- - 0.85 305.73 ' Controlling I.4DL 49.0 13.2 - -- 0.90 165.75 REACTIONS (kips): • Left Right Initial reaction 5.71 6.18 ' , DL reaction 6.49 7.02 Max +LL reaction 2.60 2.81 • Max +total reaction (factored) 11.94 12.91 Gravity Beam Design Gravity Beam Design H I V RAM Steel v7.0 • Page 173287 ' RAM Steel v7.0 Page 174/287 RAM Bui Code: 32 UBC2 Steel Code: 03 LRFD 1 2ndEd / a li I Building e Code: 32 UBC2 Steel Code: . DEFLECTIONS: Floor Type: Floor Beam Number =138 Initial load (in) at 12.86 ft = -0.391 IJD = 781 - SPAN INFORMATION (ft): I -End (86.00, -1.17) J -End (86.00,1333) • Live load (in) at 12.86 ft = -0.071 VD = 4326 Beam Size (User Selected) = W IOX22 Fy = 50.0 ksi Post Comp Toad (in) at 12.86 ft = -0.127 UD = 2404 • • Total Beam Length (ft) =. 1450 • • Net Total load (in) at 12.86 ft = -0.518 IJD = 589 • Mp (kip -ft) = 108.33 • LINE LOADS (k/ft): Load _ Dist DL IL Red% Type 1 0.00 0.115 0.550 - NonR ' 14.50 0.115 0.550 - • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.38 kips 0.90Vn = 65.90 kips . MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft ft 0 - kip-ft Center Max + 1.2DL +1.6LL 26.8 7.3 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 26:8 7.3 0.0 1.00 0.90 97.50 • . REACTIONS (kips): • Left Right • DL reaction 0.84 0.84 . Max +LL reaction 3.99 3.99 Max +total reaction (factored) 7.38 7.38 • . DEFLECTIONS: Dead load (in) at 7.25 ft = -0.034 IJD = 5183 . -Live load (in) at 7.25 ft = -0.160 IJD = 1088 Net Total load (in) at 7.25 ft = -0.193 UD = .900 . • • • r Gravity Beam Design _ • ` , p / / Gravity Beam Design RAM Steel v7.0 . Page 175287 % �l RAM Steel v7.0 Page 176/287 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 •^.* Building Code: UBC2 • Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 139 - Net Total load (in) at 10.58 ft = -0.307 VD = 829 SPAN INFORMATION (ft): [ -End (87.50,47.00) J -End (108.67,47.00) ' • Beam Size (User Selected) = WI 6X36 Fy = 50.0 ksi • . Total Beam Length (ft) = 21.17 COMPOSITE PROPERTIES (Not Shored): Left Right • Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 • 145.00 fc (itsi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) = 63.50 Y bar(in) = 16.75 • Mnf (kip -ft) = 565.04' Mn (kip -ft) = 408.52 . - C (kips) = 147.28 PNA (in) _. 12.92 • Leff (in4) = 1085.66 ltr (in4) = 1657.66 Stud length (in) = 5.50 Stud diam (in) = 0.75 . - Stud Capacity (kips) Qn = 21.0 • . # of studs: Max = 42 Partial = 13 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 27.79 LINE LOADS (k /ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.333 0.283 0.417 2.2% Red 0.083 21.17 0.333 0.283 0.417 0.083 2 0.00 0.421 0.286 0.168 2.2% Red 0.084 • 21.17 0.421 0.286 0.168 0084 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 19.27 kips 0.90Vn = 126.32 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn ' kip-ft ft R kip -ft Center Pre Comp 1.2DL +1.6LL 53.3 10.6 - -- - 0.90 240.00 but DL 1.4DL 44.7 10.6 • - -- - - Max+ 1.2DL +1.6LL 102.0 10.6 - -- -- 0.85 347.25 "ontrolling 1.2DL +1.6LL 102.0 , 10.6 -- -- 0.85 347.25 tCTIONS (kips): ' Left Right Initial reaction 7.80 7.80 DL reaction 7.98 7.98 Max +LL reaction • 6.06 6.06 Max +total reaction (factored) 19.27 19.27 DEFLECTIONS: Initial load (in) at 10.58 ft = -0.198 UD = 1283 Live toad (in) at 10.58 ft = -0.082 UD = 3094 . Post Comp load (in) at 10.58 ft = 4109 UD = 2339 • Gravity Beam Desien • ff Gravity Beam Desien �� 7 1 RAM Steel v7.0 Page 177/287 g RAM Steel v7.0 . Page 178/287 RAM DataBase: ND432 05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. w Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number =140 Net Total load (in) at 10.58 ft = -0.306 VD = 831 SPAN INFORMATION (ft): I -End (8730,812.67) 3 -End (108.67,112.67) Beam Size (User Selected) = W16X36 Fy = 50.0 ksi Total Beam Length (ft) = 21.17 .:OMPOSITE PROPERTIES (Not Shored): . Left Right . Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pct) 145.00 145.00 Cc (list). 3.00 3.00 • Decking Orientation . perpendicular perpendicular - pecking type VERCO W3 Formlok VERCO W3 Fonnlok beff(in) = 63.50 Ybar(in) = 16.75 Mnf (kip -ft) = 565.04 Mn lkip -ft) = 408.52 • • C (kips) = 147.28 PNA (in) = 12.92 • Ief(in4) = 1085.66 Itr(in4) = 1657.66 Stud length (in) = 5.50 Stud diam (in) - = 0.75 • • Stud Capacity (kips) Qn = 21.0 it of studs: Max = 42 Partial = 13 Actual = 14 ' Number of Stud Rows = 1 Percent of Full Composite Action = 27.79 LINE LOADS (k/ft): ' Load Dist DL CDL LL Red% Type CLL I 0.00 0.320 0.272 0.400 2.2% Red 0.080 21.17 0.320 0.272 0.400 0.080 2 0.00 0.438 0.298 0.175 2.2% Red 0.088 • 21.17 0.438 0.298 0.175 0.088 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =19.14 kips 0.90V n =126.32 kips • • . MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +I.6LL 53.3 10.6 -- -- 0.90 240.00 Init DL 1.4DL 44.7 10.6 -- - Max + 1.2DL +1.6LL 101.3 10.6 - -- -- 0.85 347.25 . Controlling 1.2DL +1.6LL 101.3 10.6 - - 0.85 347.25 REACTIONS (kips): Left Right Initial reaction 7.80 7.80 DL reaction 8.02 8.02 ' Max +LL reaction ' 5.95 5.95 • Max +total reaction (factored) 19.14 19.14 • • DEFLECTIONS: . Initial load (in) at 10.58 ft = -0.198 - IJD = 1283 Live load (in) at 10.58 ft = -0.081 IUD = 3148 - • Post Comp load (in) at 10.58 ft = -0.108 VD = 2359 . • Gravity Beam Desien Gravity Beam Design Y1 " RAM Steel v7.0 ' Page 179/287 F1 RAM Steel v7.0 Page 180/287 RAM DataBase: ND432 05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 141 Floor Type: Floor Beam Number =142 SPAN INFORMATION (ft): I -End (87.50,128.17) J -End (87.50,135.00) SPAN INFORMATION (ft): I -End (91.50, -1.17) 3 -End (91.50,13.33) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 6.83 - . Total Beam Length (ft) _. 14.50 Mp ( kip-ft) = 102.92 Mp (kip -fl = 108.33 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL ' LL Red% Type 1 0.00 0.007 0.008 0.0% Red • 1 0.00 0.148 0.704 -- NonR 0.06 0.007 0.008 1450 0.148 0.704 2 0.06 0.008 0.003 0.0% Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 9.45 kips 0.90Vn= 65.90 kips 6.83 0.008 0.003 ' MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.05 kips 0.90Vn = 77.16 kips • Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn MOMENTS (Ultimate): kip-ft ft ' kip -ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Center Max+ 1.2DL +1.6LL 34.3 7.3 0.0 1.00 0.90 97.50 kip-ft ft ft kip -ft Controlling 1.2DL +I.6LL 34.3 7.3 0.0 1.00 0.90 97.50 Center Max + L2DL +1.6LL 0.0 0.1 0.0 1.00 0.90 92.62 REACTIONS (kips): Controlling 1.2DL +1 :6LL 0.1 3.3 6.8 1.14 0.90 79.94_ Left Right REACTIONS (kips): • DL reaction 1.07 1.07 • Left Right Max +LL reaction 5.10 5.10 . DL reaction 0.03 0.03 Max +total reaction (factored) 9.45 9.45 Max +LL reaction 0.01 0.01 DEFLECTIONS: Max +total reaction (factored) 0.05 0.05 Dead load (in) at 7.25 ft = -0.043 IJD = 4048 ' DEFLECTIONS: Live load (in) at 7.25 ft = -0.205 VD = 850 Dead load (in) at 3.42 ft = -0.000 Net Total load (in) at 7.25 ft = -0.248 L/D = 703 Live load (in) at 3:42 ft = -0.000 ,Net Total toad (in) at 3.42 ft = -0.000 • • Gravity Beam Design Gravity Beam Design t " RAM Steel v7.0 • Page 181/287 % ,,� /`y 1 RAM Steel v7.0 Page 182/287 RAM DataBase: ND432 05 /03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 - Steel Code: LRFD 2nd Ed. .rt.wr Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 143 Floor Type: Floor Beam Number =146 . SPAN INFORMATION (h): I -End (91.50, -1.17) J -End (108.67, -1.17) SPAN INFORMATION (ft): I -End (99.67,128.17) J -End (99.67,135.00) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi . Beam Size (User Selected) = W12X19 Fy = 50.0 ksi • Total Beam Length (ft) = 17.17 Total Beam Length (ft) = 6.83 Mp (kip -ft) = 108.33 • Mp (kip -ft) = 102.92 . POINT LOADS (kips): • LINE LOADS (k/ft): . Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red% • Load Dist DL LL Red% Type 8.58 •1.31 0.00 0.0 6.22 0.00 0.0 0.00 Snow 1 0.00 0.007 0.008 0.0% Red SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.76 kips 0.90Vn= 65.90 kips 0.17 0.007 0 2 0.17 Rae 0.003 Ro% Red MOMENTS (Ultimate): 6.83 0.008 0.003 • Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.05 kips 0.90Vn = 77.16 kips Center - Max+ 1.2DL +I.6LL 49.5 8.6 0.0 1.00 0.90 97.50 MOMENTS(Ultimate): Controlling . 1.2DL +1.6LL 49.5 8.6 0.0 1.00 0.90 97.50 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn REACTIONS kip-ft ft ft kip-ft �) Left Right - Center Max+ 1.2DL +1.6LL . 0.0 0.2 0.0 1.00 0.90 92.62 DL reaction 0.65 0.65 Controlling 1.2DL +1.6LL 0.1 3.3 6.8 1.14 0.90 • 79.94 Max +LL reaction 3.11 3.11 REACTIONS (kips): Max +total reaction (factored) 5.76 5.76 Left Right • DEFLECTIONS: - DL reaction 0.03 0.03 Dead load (in) at . 8.58 ft = -0.070 L/D = 2962 Max +LL reaction 0.01 0.01 Live load (in) at 8.58 ft = -0.331 IJD = 622 Max +total reaction (factored) 0.05 0.05 Net Total load (in) at 8.58 ft = -0.401 IJD = 514 DEFLECTIONS: Dead load (in) at 3.42 ft = -0.000 Live load (in) at 3.42 ft = -0.000 Net Total load (in) at 3.42 ft = -0.000 . • • • • • Gravity Beam Design Gravity Beam Design RA � RAM Steel v7.0 Page 183/287 �1 RAM Steel v7.0 • Page 184/287 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 0 5/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Floor Beam Number = 147 Floor Type: Floor - Beam Number = 148 ' SPAN INFORMATION (ft): 1 -End (100.08, -1.17) J -End (100.08,13.33) - SPAN INFORMATION (ft): I -End (108.67, -1:17) .8-End (108.67,13.33) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 14.50 Total Beam Length (ft) = 14.50 Mp (kip -ft) = • 108.33 Mp (kip -fl) = 108.33 • LINE LOADS (k/ft): • • LINE LOADS (k/ft): ' Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.180 0.858 -- NonR 1 0.00 0.155 0.738 - NonR 14.50 0.180. 0.858 14.50 0.155 0.738 SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 11.52 kips 0.9OVn = 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =9.90 kips 0.90Vn= 65.90 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip -ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 41.8 7.3 0.0 1.00 0.90 97.50 • Center Max+ 1.2DL +1.6LL 35.9 7.3 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL • 41.8 7.3 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 35.9 7.3 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): • ' Left Right . Left Right DL reaction 1.31 1.31 DL reaction 1.12 1.12 Max +LL reaction 6.22 6.22 Max +LL reaction 5.35 5.35 Max +total reaction (factored) 11.52 11.52 Max +total reaction (factored) 9.90 9.90 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 7.25 ft = -0.052 VD = 3321 Dead load (in) at 7.25 ft = 4045 IJD = 3865 Live load (in) at 7.25 ft = -0.249 UD = 697 Live load (in) at 7.25 ft = -0.214 L/D = 812 Net Total load (in) at 7.25 ft = - 0.302 1J13 = 576 Net Total load (in) at 7.25 ft = -0.259 L/D = 671 • • • • • • � (� Gravity Beam Desien � � Gravity Beam Design .r• t RAM Steel v7.0 Page 185/287 RAM Steel v7.0 Page 186/287 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code. UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number Floor Type: Floor Beam Number = 150 CPAN INFORMATION (ft): I -End (108.67,- . End (127.17, -137) SPAN INFORMATION (ft): 1 -End (108.67,13.33) J -End 008.67,47.00) Beam Size (User Selected) = W I OX22 _ Fy = 50.0 ksi • Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Lenglh_(ft) = 18.50 Total Beam Length (ft) = 33.67 . Mp (kip -ft) = 108.33 COMPOSITE PROPERTIES (Not Shored): • POINT LOADS (kips): Left Right Dist DL ' edLL Red% NonRLL StorLL R • RoofLL Red% Concrete thickness (in) _ 3.50 3.50 6.17 0.94 : 00 0.0 4.47 0.00 0.0 0.00 Snow Unit weight concrete (pct) 145.00 145.00 I 12.33 . 0.94 0.r: 0.0 4.47 0.11 0.0 0.00 Snow • fc(ksi) 3:00 3.00 SHEAR (Ultimate): Max Vu (l. r L +1.6LL) = 8.28 . s 0.9OV n = 65.90 kips Decking Orientation parallel parallel Decking type VERCO W3 Fonniok VERCO W3 Formlok MOMENTS (Ultimate): betf (in) = 101.00 Y bar(in) = 23.15. Span Cond LoadCombo @ Lb Cb Phi Phi•Mn Mnf ( kip-ft) = 1256.95 Mn (kip-ft) = 1025.07 le. ft ft ft kip-ft C (kips) = 336.64 PNA (in) 19.70 Center Max+ 1.2DL +1.6LL 1.1 9.3 0.0 1.00 0.90 97.50 • leff(in4) = 3659.55 . Itr(in4) = 5001.99 Controlling 1.2DL +1.6LL 5 . 9.0 0.0 1.00 0.90 ' 97.50 Stud length (in) = 5.50 Stud diam (in) = 0.75 ' REACTIONS (kips): Stud Capacity (kips) Qn = 21.0 Left Rig' # of studs: Full = 87 Partial = 22 Actual = 32 DL reaction 0.94 0.94 Number of Stud Rows = 1 Percent of Full Composite Action = 36.85 ' Max +LL reaction 4.47 4.47 POINT LOADS (kips): Max +total reaction (factored) 8.28 8.28 Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL DEFLECTIONS: 8.08 9.70 6.60 3.88 40.0 0.00 0.00 0.0 0.00 • Snow 1.94 Dead load (in) at 9.25 ft = -0.107 L/D = 2084 8,42 11.85 8.06 4.74 40.0 • 0.00 0.00 0.0 0.00 Snow 2.37 Live load (in) at 9.25 fl = -0.507 U1) = 438 16.17 9.70 6.60 3.88 40.0 0.00 0.00 0.0 0.00 Snow 1.94 Net Total load (in) at 9.25 ft = -0.614 UD = 362 16.83 11.85 8.06 4.74 40.0 0.00 0.00 0.0 0.00 Snow 2.37 S 24.25 22.02 14.98 8.81 40.0 0.01 0.00 0.0 0.00 Snow 4.40 25.25 11.85 8.06 4.74 40.0 0.00 0.00 0.0 0.00 Snow 2.37 ��[ SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 64.37 kips 0.90Vn =275.62 kips • �\ '" MOMENTS (Ultimate): ......... � 1" V Span Cond LoadCombo" Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft _ Center Pre Comp 1.2DL +L6LL 478.1 16.8 - - 0.90 573.75 / _ knit DL 1.4DL 400.6 16.8 - - • (� (`��, Ma 1.2DL +1.6LL 666.7 16.8 - - 0.85 871.31 / Controlling 1.4DL 478.1 16.8 0.90 573.75 REACTIONS (kips): • Left Right • Initial reaction 31.99 35.75 DL reaction 36.35 40.63 Max +LL reaction 8.73 9.76 Max +total reaction (factored) 57.59 64.37 .. • DEFLECTIONS: (Camber = 1-1/4) Initial load (in) at 17.00 ft = -1.264 UD = 320 • fil Gravity Beam Design � � Gravity Beam Desien RAM Steel v7.0 Page 187287 RAM Steel v7.0 Page 188/287 M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Live load (in) at 17.00 ft = • -0.189 VD - 2136 Floor T Floor Beam Number = 151 Post Comp load (in) at 17.00 ft = -0.441 UD = 916 Type: Net Total load (in) at 17.00 ft = -0.456 VD = 887 • SPAN INFORMATION (ft): 1 -End (108.67,1333) J -End (132.67,13.33) Beam Size (User Selected) = W16X31 Fy = 50.0 ksi • Total Beam Length (ft) = 24.00 COMPOSITE PROPERTIES (Not Shored): • Left • Right - Concrete thickness (in) 3.50 0.00 Unit weight concrete (pct) 145.00 0.00 fc(ksi) 3.00 0.00 Decking Orientation perpendicular parallel • Decking type VERCO W3 Formlok Non Composite betf(in) = 3600 Y bar(in) = 15.56 • Mnf (kip -ft) = 427.57 Mn (kip -ft) = 39670 C (kips) = 225.01 PNA (in) = 15.46 leff(in4) = 1124.83 Itr(in4) = 1271.01 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 32 Partial = 8 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 70.03 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.17 0.94 0 "67 0.00 0.0 4.47 0.00 0.0 0.00 Snow 0.89 12.33 0.94 0.67 0.00 0.0 4.47 0.00 0 "0 0.00 Snow 0.89 18.50 1.15 0.82 0.00 0.0 5.50 0.00 0.0 0.00 Snow 1.10 • ' LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.404 0.275 0.162 0.0% Red 0.081 24.00 0.404 0.275 0.162 0.081 ' SHEAR (Ultimate): Max Vu (1.2DL +I.6LL)= 23.15 kips 0.90Vn = 117.91 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb • Phi Phi•Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 60.9 12.3 -- - 0.90 202.50 Wt DL 1.4DL 39.4 12.3 -- -- . - Max+ 1.2DL +1.6LL 156.7 12.3 - -- - 0.85 337.20 Controlling - 1.2DL +1.6LL 156.7 12.3 -- -- 0.85 337.20 • REACTIONS (kips): . Left Right Initial reaction 6.63 6.96 DL reaction 6.27 6.46 Max +LL reaction 8.69 9.62 Max +total reaction (factored) 21.43 23:15 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:23AM, 6 MAY 04 Description : Addition /Remodel -5 Scope : Rev 580000 User: KW -0603678,Ver 5.8.0, 1- Dec -2003 Multi -Span Steel Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculation Description W10x22 - Grid R - 3 Span 1 ) \- b . it X49+ 1$ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ,: v ._. :: xa sq m _ xxaa s a V 4 44 4 ; "rte 414... Fy - Yield Stress 50.00 ksi Load, Duration Factor 1.00 Spans Considered Continuous Over Supports - Span Information Description 1 2 3 Span ft 18.50 8.50 5.00 Steel Section W10X22 W10X22 W10X22 End Fixity Pin -Pin Pin -Pin Pin -Free • Unbraced Length ft 0.00 0.00 0.00 Loads Live Load Used This Span ? Yes Yes Yes Point #1 DL k 0.700 0.700 5.000 LL k @ X ft 6.170 8.500 5.000. Point #2 DL k 0.700 LL k @ X ft 12.330 Point #3 DL k 0.700 LL k @X ft Point #4 DL k 0.700 LL k @ X ft 18.500 Results Mmax @ Cntr k -ft 4.97 0.00 0.00 @ X • ft 12.33 0.00 0.00 Max @ Left End k -ft 0.00 0.98 -25.00 Max @ Right End k -ft 0.98 • -25.00 0.00 fb : Actual psi 2,568.9 12,928.0 12,928.0 Fb : Allowable psi 33,000.0 33,000.0 33,000.0 Bending OK Bending OK Bending OK fv : Actual psi 595.2 1,252.1 2,048.5 Fv : Allowable psi 20,000.0 20,000.0 20,000.0 Shear OK Shear OK Shear OK • Reactions & Deflections 1 ��ax -:v� ... .. _ ,.�.,vss»..., . rr .. _. :�ac�n•. 4444 4444. Shear @ Left k 1.45 3.06 5.00 Shear @ Right k 0.65 3.06 5.00 Reactions... DL @ Left k 1.45 -2.41 8.06 LL @ Left k 0.00 0.00 0.00 Total @ Left k 1.45 -2.41 8.06 DL @ Right k -2.41 8.06 0.00 • A LL @ Right k 0.00 0.00 0.00 M. .A C. A Total @ Right k -2.41 8.06 0.00 _ ~A Max. Deflection in -0.090 0.056 -0.281 A 1 r ! 0 @ X = ft 9.37 4.93 5.00 Span/Deflection Ratio 2,465.5 1,806.7 426.5 lrl 8 Query Values 4. Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1.45 3.06 5.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.00 0.98 -25.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • • 0.7Yk 0.7'k • .,. • • t " • < : - r = ;?.;• ?' a v, ¢ , "�;`:a�`c .xs� :��'a'''s= �agay .•. �:,' �� • 18.50 ft Mmax = 0.97 k -ft at 4.96 ft from left , Dmax = - 2.4088 in at -0.09 ft from left Mmax @ left = 595.21 k -ft DL Reaction = 0.647 k DL Reaction = 1.452 k LL Reaction = 1.452 k LL Reaction = -2.408 k Total Reaction = 0.000 k Total Reaction = 0.000 k `Coe • 0.7ik A • 1 8.50 ft Mmax = -24.99 k -ft at 0.00 ft from left Dmax = 8.0560 in at 0.05 ft from left Mmax @ left = 1252.07 k -ft Mmax @ right = 0.97 k -ft DL Reaction = 3.056 k DL Reaction = -2.408 k LL Reaction = -2.408 k LL Reaction = 8.056 k Total Reaction = 0.000 k Total Reaction = 0.000 k • • • 5.05rk 5.00ft D O Mmax = 0.00 k -ft at 0.00 ft from left Dmax = 0.0000 in at -0.28 ft from left Mmax @ left = 2048.50 k -ft Mmax @ right = -24.99 k -ft DL Reaction = 5.000 k DL Reaction = 8.056 k LL Reaction = 8.056 k LL Reaction = 0.000 k Total Reaction = 0.000 k Total Reaction = 0.000 k • • 1# --- Gravity Beam Desien Gravity Beam Desien 12iP _- 6 RAM Steel v7.0 • Page 189/287 RAM Steel v7.0 Page 190/287 DataBase: ND432 05 /03/04 17:00:13 I DataBase: 14D432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed DEFLECTIONS: Floor Type: Floor Beam Number = 152 Initial load (in) . at 12.00 ft = -0.265 UD = 1087 SPAN INFORMATION (ft): I -End (108.67,21.42) .1-End (132.67,21.42) Live load (in) at 12.00 R = -0.207 IJD = 1393 - Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi Post Comp load (in) at 12.00 ft = -0.246 IJD = 1168 Total Beam Length (ft) = 24.00 Net Total load (in) at 12.00 ft = -0.511 UD = 563 COMPOSITE PROPERTIES (Not Shored): Len Right . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 . . Cc (ksi) 3.00 3.00 • Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 72.00 Y bar(in) = 16.27 . Mnf (kip -ft) = 337.65 . Mn (kip -fl) = 298.29 C (kips) = 231.44 PNA (in) = 13.55 leff (in4) = 821.08 Itr (in4) = 935.61 • Stud length (in) , = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 24 Partial = 8 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 71.32 LINE LOADS (k/ft): • Load Dist DL CDL LL Red% Type CLL . . . 1 0.00 0.808 0.550 0.323 3.5% Red 0.162 24.00 0.808 0550 0.323 0.162 ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.63 kips 0.90Vn = 85.33 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu Qa Lb Cb Phi Phi'Mn • - kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 66.1 12.0 - - 0.90 124.50 Ink DL 1.4DL 55.4 12.0 - - • Max+ 1.2DL +l.6LL - 105.8 12.0 - - 0.85 253.54 . Controlling 1.4DL , 66.1 12.0 -- - 0.90 124.50 • REACTIONS (kips): • Left Right Initial reaction 8.54 8.54 DL reaction 9.70 9.70 Max +LL reaction 3.74 3.74 • . Max +total reaction (factored) 17.63 17.63 . DEFLECTIONS: (Camber =1/2) • Initial load (in) at 12.00 ft = -0.711 UD = 405 • Live load (in) at 12.00 ft = -0.098 UD • = 2945 Post Comp load (in) at 12.00 ft = -0.179 ' UD = 1610 . IA) Total load (in) at 12.00 ft = -0.390 L = 739 ' �� 11 Gravity Beam Desien � Gravity Beam Desien . ' RAM RAM Steel v7.0 Page 191/287 RAM Steel v7.0 • Page 192/287 Il DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ==i=== Building Code: UBC2 . Steel Code: LRFD 2nd Ed. I Floor Type: Floor Beam Number = 153 - Floor Type: Floor - Beam Number = 154 SPAN INFORMATION (ft): 1 -End (108.67,29.50) J -End (132.67,29.50) . SPAN INFORMATION (ft): I -End (108.67,37.58) J -End (132.67,37.58) Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi Beam Size (User Selected) = W18X35 • Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Total Beam Length (ft) = 24.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): - , Left Right Left . Right Concrete thickness (in). 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pei) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonnlok VERCO W3 Formlok . Decking type . VERCO W3 Formlok VERCO W3 Formlok beff (in) = 72.00 Y bar(in) = 16.27 beff (in) = 72.00 Y bar(in) = 18.74 Mnf (kip -fl) = 337.65 Mn (kip -fl) = 298.29 Mnf (kip -ft) = 598.58 Mn (kip -ft) = 436.39 C (kips) = 231.44 PNA (in) = 13.55 C (kips) = 154.29 PNA (in) = 13.99 Ieff(in4) = 821.08 htr(in4) = 935.61 tell(in4) = 1283.38 Itr (in4) = 1922.92 • Stud length (in) = 5.50 Stud diam (in) . = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 24 Partial = 8 Actual = 22 # of studs: Max = 48 Partial = 19 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 71.32 Number of Stud Rows = 1 Percent of Full Composite Action = 29.96 • LINE LOADS (k/ft): ' . POINT LOADS (kips): • • Load Dist DL CDL LL Red% Type CLL Dist DL CDL RcdLL Red% NonRLL StorLL Red% RooILL Red% CLL 1 0.00 0.808 0.550 0.323 3.5% Red 0.162. 8.00 17.29 11.75 6.9! 18.6 0.02 0.00 0.0 0.00 Snow 3.46 24.00 0.808 0.550 0.323 0.162 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.63 kips 0.90Vn = 85.33 kips Load Dist DL CDL LL Red% Type CLL MOMENTS (Ultimate): 1 0.00 0.875 0.595 0.350 18.6% Red 0.175 • Span " Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn 24.00 0.875 0.595 0.350 0.175 kip-ft ft ft . kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 37.92 kips 0.90Vn= 143.37 kips • .Center Pre Comp 1.2DL +1.6LL 66.1 12.0 -- - -- 0.90 124.50 MOMENTS (Ultimate): Init DL 1.4DL 55.4 12.0 -- __ Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Max+ 1.2DL +1.6LL 105.8 12.0 -- -- 0.85 253.54 Controlling 1.4DL 66.1 12.0 - -- 0,90 124.50 kip-ft ft 49.38 Center Pre Comp 1.2DL +1.6LL 168.3 8.0 -- - - 0.90 249.38 REACTIONS (kips): InitDL I.4DL 141.1 8.0 - -- - Left Right Max + I2DL +1.6LL 255.2 8.0 - -- 0.85 370.93 Initial reaction 8.54 8.54 . Controlling 1.2DL +1.6LL 255.2 8.0 - -- 0.85 370.93 DL reaction 9.70 9.70 REACTIONS (kips): Max +LL reaction 3.74 3.74 Left Right Max +total reaction (factored) 17.63 17.63 Initial reaction 19.38 14.31 • DEFLECTIONS: (Camber = 1/2) DL reaction 22.02 16.26 Initial Toad (in) at 12.00 11 = -0.711 UD = 405 Max +LL reaction 7.18 5.30 Live load (in) at 12.00 ft = -0.098 UD = 2945 Max +total reaction (factored) 37.92 27.99 Post Comp load (in) at 12.00 ft = -0.179 UD = 1610 Net Total load (in) at 12.00 R = -0.790 UD = 739 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 11.40 ft = -0.639 UD = 451 • Live Toad (in) at 11.40 ft = -0.122 IJD- = 2365 Gravity Beam Design Gravity Beam Design RAM Steel v7.0 Page 193/287 RAM Steel v7.0 Page 194/287 DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 • Building Code: UBC2 • Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Post Comp load (in) . at 11.40 ft = -0.241 UD = 1194 • Floor Type: Floor Beam Number = 155 Net Total load (in) at 11.40 ft = -0.380 UD = 757 SPAN INFORMATION (ft): 1 -End (108.67,47.00) J -End (108.67,77.67) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi . - Total Beam Length (ft) = 30.67 COMPOSITE PROPERTIES (Not Shored): ' Left Right ' Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 • fc (ksi) • 3.00 3.00 . . Decking Orientation - parallel parallel • Decking type • VERCO W3 Formlok VERCO W3 Formlok beff(in) - 92.00 Y bar(in) = 22.81 Mnf (kip -ft) = 1224.70 Mn (kip -ft) _ ' 1023.28 C (kips) = 336.64 PNA (in) = 19.70 leff(in4) . = 3691.52 Itr (in4) = 4894.54 Stud length (in) = 5.50 Stud diam (in) = 0.75 StudCapacity(kips) Qn = 21.0 . # of studs: Full = 79 Partial = 20 Actual =32 Number of Stud Rows = 1 Percent of Full Composite Action = 41.00 POINT LOADS (kips): . Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 8.33 - 3.07 2.09 1.23 20.3 0.00 0.00 0.0 0.00 Snow 0.61 , . 8.33 8.64 7.34 10.80 20.3 0.00 0.00 0.0 0.00 Snow 2.16 • 15.33 2.80 1.90 1.12 20.3 0.00 0.00 0.0 0.00 Snow 0.56 15.33 7.89 6.70 9.86 20.3 0.00 0.00 0.0 0.00 Snow 1.97 . 22.33 3.07 2.09 1.23 20.3 0.00 0.00 0.0 0.00 Snow 0.61 . 22.33 8.64 7.34 10.80 20.3 0.00 0.00 0.0 0.00 Snow 2.16 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 42.79 kips 0.90Vn= 275.62 kips ' MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb - Phi Phi'Mn • - kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL . 241.5 15.3 -- - 0.90 ' 573.75 Init DL I.4DL 202.4 . 15.3 - - ' Max+ 1.2DL +1.6LL 450.4 15.3 - -- - 0.85 869.79 • Controlling I.2DL +1.6LL 450.4 • - 15.3 - - 0.85 869.79 REACTIONS (kips): Left _ Right Initial reaction 17.77 17.77 DL reaction 17.05 17.05 ' Max +LL reaction 13.96 13.96 Max +total reaction (factored) 42.79 42.79 ' DEFLECTIONS: (Camber = 1/2) Initial load (in) at 15.33 ft = -0.519 VD = 709 Gravity Beam Design Gravity Beam Design V I RAM Steel v7.0 Page 195/287 FRI RAM Steel v7.0 Page 196/287 RA DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ••w •Building Code: UBC2 Steel Code: LRFD 2nd Ed "" Building Code: UBC2 • Steel Code: LRFD 2nd Ed Live load (in) at 15.33 ft = -0.221 VD = 1662 Floor Type: Floor Beam Number = 156 Post Comp load (in) at 15.33 ft = -0.274 L/D = 1343 ype Net Total load (in) at 15.33 ft = -0.293 UD = 1256 • SPAN INFORMATION (ft): ,1 -End (108.67,47.00) J -End (116.67,47.00) • Beam Size (User Selected) = W12X19 Fy = 50.0 ksi • Total Beam Length (ft) = 8.00 • COMPOSITE PROPERTIES (Not Shored): • . Left Right . Concrete thickness (in) ' 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 . fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok betf (in) = 24.00 Y bar(in) = 12.81 . • Mnf (kip-fl) = 225.47 Mn (kip -ft) = 173.78 • C (kips) = 84.15 PNA (in) = 9.66 lef(in4) = 390.30 ltr(in4) = 545.28 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . # of studs: Max = 8 Partial = 6 Actual = 8 - Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL • . - 1 0.00 0.888 0.603 . 0.355 0.0% Red 0.178 8.00 0. 888 0.603 0.355 0.178 . SHEAR (Ultimate): Max Vu (1.2DL +I.6LL)= 6.53 kips 0.90Vn= 77.16 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ - Lb Cb P16 Phi'Mn kip-ft 11 0 kip-fl Center Pre Comp 1.2DL +1.6LL 8.1 4.0 - -- -- 0.90 92.63 Init DL 1.4DL 6.8 4.0 - -- -- Max + 1.2DL +1.6LL 13.1 4.0 - -- -- 0.85 147.71 Controlling 1.2DL +1.6LL 13.1 4.0 -- -- 0.85 147.71 • REACTIONS (kips): Left Right Initial reaction 3.12 3.12 DL reaction 3.55 3.55 • . Max +LL reaction 1.42 1.42 Max +total reaction (factored) 6.53 6.53 DEFLECTIONS: . • Initial load (in) at 4.000 = - 0.015 L/D = 6507 Live load (in) at 4.00 0 = -0.003 VD = 33212 Post Comp load (in) at 4.00 ft = -0.005 VD = 18451 Net Total load (in) at 4.00 ft = -0.020 VD = 4811 Gravity Beam Design Gravity Gravity Beam Design RAM I v7.0 Page 197/287 7 11 RAM Steal v7.0 • Page 198/287 � ` Steel erg 1[/� q DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: IRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor " Beam Number =157 Floor Type: Floor Beam Number = 158 SPAN INFORMATION (ft): 1 -End (108.67,55.33) J -End (116.67,55.33) SPAN INFORMATION (ft): I -End (108.67,62.33) J -End (116.67,6233) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 8.00 Total Beam Length (ft) = 8.00 JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right • Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 fc (ksi) 3.00 3:00 • • .Decking Orientation perpendicular perpendicular ' Decking Orientation perpendicular • perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type . VERCO W3 Formlok VERCO W3 Formlok beff (in) = 24.00 Y bar(in) = 12.81 beff (in) = 24.00 Y bar(in) _ • 12.81 Mnf(kip -R) = 225.47 Mn(kip -ft) = 173.78 . Mnf(kip -ft) = 225.47 Mn (kip-fl) = 173.78 • C (kips) ' = 84.15 PNA (in) = 9.66 C (kips) = 84.15 PNA(in) = 9.66 • Ieff (in4) = 390.30 Itr (in4) = 545.28 leff (in4) = 390.30 Itr (in4) = 545.28 • . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 . # of studs: Max • = 8 Partial = 6 Actual = 8 9 of studs: Max = 8 Partial = 6 Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 Number of Stud Rows = 1' Percent of Full Composite Action = 39.29 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Rcd% Type CLL . 1 0.00 0.767 0.521 0.307 0.0% Red 0153 1 . 0.00 0.700 0.476 0.280 0.0% Red 0.140 . 8.00 0.767 0.521 0.307 0153 8.00 0.700 0.476 0.280 0.140 SHEAR (Ultimate): Max Vu (1.20L +1.6LL)= 5.64 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.15 kips 0.90Vn = 77.16 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb ' Phi Phi +Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft • kip-R ft 0 kip-It • Center Pre Comp 1.2DL +1.6LL 7.0 4.0 - -- - 0.90 , 92.63 Center Pre Comp 1.2DL +1.6LL 6.4 . 4.0 -- -- 0.90 92.63 Lilt DL 1.4DL 5.8 4.0 -- - Ink DL 1.4DL ' 5.3 4.0 - - Max + 1.2DL +1.6LL 11.3 40 -- - 0.85 147.71 Max+ 1.2DL +1.6LL 103 4.0 -- -- 0.85 147.71 Controlling 1.2DL +1.6LL 11.3 4.0 - -- 0.85 147.71 Controlling 1.2DL +1.6LL 10.3 4.0 - -- 0.85 147.71 REACTIONS (kips): . . REACTIONS (kips): Left Right Left Right Initial reaction 2.70 2.70 Initial reaction 2.46 2.46 DL reaction 3.07 3.07 DL reaction 2.80 2.80 Max +LL reaction - 1.23 1.23 Max +LL reaction 1.12 1.12 Max +total reaction (factored) 5.64 : 5.64 . Max +total reaction (factored) 5.15 5.15 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 4.00 ft = -0.013 IlD = 7533 Initial load (in) at 4.00 ft = -0.012 L/D = 8250 Live load (in) at 4.00 ft = -0.002 IJD = 38446 Live load (in) at 4.00 ft = -0.002 LJD = 42108 Post Comp load (in) at 4.0011 = -0.004 LJD = 21359 - Post Comp load (in) at 4.00 ft = -0.004 LJD = 23393 Net Total load (in) at 4.00 ft = -0.017 IJD = 5569" Net Total load (in) at 4.00 ft = -0.016 LID = 6099 • • la P` Gravity Beam Design Gravity Beam Design RAM Steel v7.0 • Page 199/287 , FRS RAM Steel v7.0 • Page 200/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ......, Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number -159 Floor Type: Floor Beam Number = 160 SPAN INFORMATION (ft): I -End (108.67,6933) J -End (116.67,69.33) SPAN INFORMATION (ft): 1 -End (108.67,77.67) J -End (108.67,95.17) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 16X36 Fy = 50.0 ksi Total Beam Length (ft) = 8.00 ' ' Total Beam Length. (ft) = 17.50 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (per) • 145.00 145.00 Unit weight concrete (pcf) 145.00 . 145.00 ' fc (ksi) • 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular , Decking Orientation parallel parallel - Dccking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 24.00 Y bar(in) = 12.81 beff (in) = 52.50 Y bar(in) = 16.22 Mnf (kip -ft) = 225.47 Mn (kip -ft) = 173.78 • Mnf (kip -ft) . = 535.50 Mn (kip -ft) = 399.34 C (kips) = 84.15 PNA (in) = 9.66 C (kips) = 136.06 PNA (in) = 12.54 . Ieff (in4) = 390.30 ltr (in4) = 545.28 , Ieff (in4) = 1059.22 Itr (in4) = 1582.26 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • Stud Capacity (kips) Qn = 21.0 # of studs: Max . = 8 Partial = 6 Actual = 8 • # of studs: Full = 49 Partial = 13 Actual = 14 • Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 Number of Stud Rows = 1 Percent of Full Composite Action = 29.04 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL CDL LL Red% Type CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 1 0.00 0.767 0.521 0.307 0.0% Red 0.153 9.42 3435 23.36 13.74 15.5 0.01 0.00 0.0 0.00 Snow 6.87 8.00 0.767 0.521 0.307 0.153 SHEAR (Ultimate): Max Vu (I.2DL +1.6LL)= 32.19 kips 0.90Vn = 126.32 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =5.64 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft R kip -ft Center Pre Comp 1.2DL +1.6LL 169.7 9.4 -- -- 0.90 240.00 Center Pre Comp 1.2DL +1.6LL 7.0 4.0 - -- - 0.90 92.63 knit DL 1.4DL 142.2 9.4 - -- - InitDL 1.4DL 5.8 4.0 - -- -- Max+ 1.2DL +1.6LL 260.2 9.4 - -- -- 0.85 339,44 Max+ 1.2DL +1.6LL 11.3 4.0 ' - -- - 0.85 147.71 Controlling 1.2DL +1.6LL 260.2 9.4 -- -- 0.85 339.44 Controlling 1.2DL +1.6LL 11.3 4.0 - -- - 0.85 147.71 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 13.96 16.26 . Initial reaction 2.70 2.70 DL reaction 15.86 18.48 • DL reaction " 3.07 3.07 Max +LL reaction 537 6.26 Max +LL reaction 1.23 1.23 Max +total reaction (factored) 27.63 32.19 Max +total reaction (factored) 5.64 5.64 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 8.93 ft = -0.344 IJD = 610 Initial load (in) at 4.00 ft = -0.013 LJD = 7533 Live load (in) at 8.93 ft = -0.072 111) = 2898 " Live load (in) at 4.00 ft = -0.012 IJD = 38446 Post Comp load (in) at 8.93 ft = -0.141 111) = 1490 Post Comp load (in) at 4.00 ft = -0.004 UD = 21359 Net Total load (in) at 8.93 ft = -0.485 11D = 433 Net Total load (in) at 4.00 ft = -0.017 IJD = 5569 • Gravity Beam Desien � • Gravity Beam Desien RAM Steel v7.0 Page 201/287 RAM Steel v7.0 Page 202/287 DataBase: ND432 05 /03/04 17:00:13 RA DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed , = •Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor . Beam Number = 161 Floor Type: Floor Beam Number= 162 SPAN INFORMATION (ft): 1 -End (108.67,77.67) J -End (116.67,77.67) SPAN INFORMATION (fl): 1 -End (108.67,87.08) 3 -End (132.67,87.08) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W18X35 . Fy = 50.0 ksi Total Beam Length (ft) = 8.00 Total Beam Length (ft) = 24.00 JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left • Right' Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pct) • 145.00 145.00 Unit weight concrete (pc) 145.00 145.00 fc (ksi) 3.00 - 3.00 fc (ks) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular ' Decking type VERCO W3 Formlok VERCO W3 Fonnlok Decking type VERCO W3 Fonulok VERCO W3 Formlok beff (in) = 24.00 Y bar(in) = 12.81 _ beff (in) = 72.00 Y bar(in) = 18.74 - Mnf (kip -ft) = 225.47 Mn (kip -ft) = ' 173.78 Mnf (kip -ft) = 598.58 Mn ( kip-ft) = 436.39 C (kips) = 84.15 PNA (in) = 9.66 - C (kips) = 154.29 PNA (in) = 13.99 Ieff(in4) = 390.30 In(in4) = 545.28 Ietf(in4) = 1283.38 Itr(in4) = 1922.92 Stud length (in) = 5.50 Stud diem (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 8 ' Partial = 6 Actual = 8 # of studs: ' Max = 48 Partial = 19 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 Number of Stud Rows =1 Percent of Full Composite Action = 29.96 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL CDL LL Red% Type CLL Dist . DL CDL RcdLL Red% NonRLL StorLL Red% RoofLL Red% CU. 1 0.00. 0.888 0.603 0.355 0.0% Red 0.178 8.00 17.29 11.75 6.91 18.6 0.02 . 0.00 0.0 0.00 Snow 3.46 8.00 0.888 0.603 0.355 0.178 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.53 kips 0.90Vn = 77.16 kips Load Dist DL CDL LL Red% Type CLL MOMENTS (Ultimate): 1 0.00 0.875 0.595 0.350 18.6% Red 0.175 . Span Cond LoadCombo Mu ® Lb Cb Phi Phi•Mn 24.00 0.875 0.595 0.350 0.175 kip-ft 0 ft kip-ft • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 37.92 kips 0.90Vn = 143.37 kips Center Pre Comp 1.2DL +l.6LL 8.1 - 4.0 -- - 0.90 92.63 MOMENTS (Ultimate): Grit DL 1.4DL 6.6 4.0 - -- - Max+ 1.2DL +1.6LL 13.1 4.0 - - 0.85 147.71 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Controlling 1.2DL +1.6LL 13.1 4.0 - - 0.85 147.71 1 ft ft 4 Center Pre Comp 1.2DL +1.6LL 168.3 � 8.0 - - 0.90 249.38 REACTIONS (kips): Init DL 1.4DL • 141.1 8.0 - -- -- . ' Left ' Right Max + 1.2DL +1.6LL 255.2 8.0 - - 0.85 370.93 Initial reaction 3.12 3.12 Controlling 1.2DL +1.6LL 255.2 8.0 - - 0.85 370.93 DL reaction 3.55 3.55 • Max +LL reaction 1.42 1.42 REACTIONS (kips): Max +total reaction (factored) 6.53 • 6.53 Left Right Initial reaction 19.38 1431 DEFLECTIONS: DL reaction 22.02 16.26 • Initial load (in) at ' 4.00 ft = -0.015 L/D 6507 Max +LL reaction 7.18 5.30 - Live load (in) at 4.00 ft = -0.003 I D = 33212 Max +total reaction (factored) 37.92 27.99 Post Comp load (in) at 4.00 ft = -0.005 UD = 18451 Net Total load (in) at 4.00 ft = -0.020 IJD = 4811 Initial loI ONS DEFLECTIONS: (Camber =1 ad (in) at • 11.1. 40 ft = . -0.639 L/D = 451 Live load (in) at 11.40 ft = .0.122 UD = 2365 f Gravity Beam Desien Gravity Beam Desien - 1' RAM Steel v7.0 Page 203/287 � 1 V RAM Steel v7.0 Page 204/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 v=vr=4 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ......== Building Code: UBC2 Steel Code: LRFD 2nd Ed. Post Comp load (in) at 11.40 ft = -0.241 UD = 1 194 . Floor Type: Floor Beam Number = 163 1 Net Total load (in) at 1 1.40 ft = -0.380 UD = 757 yPe SPAN INFORMATION (ft): 1 -End (108.67,95.17) J -End (108.67,112.67) . Beam Size (User Selected) = W16X36 Fy = 50.0 ksi • Total Beam Length (ft) 17.50 • . COMPOSITE PROPERTIES (Not Shored): • . Left Right Concrete thickness (in) . 3.50 • 3.50 Unit weight concrete (pc() 145.00 145.00 ' fc(ksi) 3.00 3.00 • Decking Orientation parallel parallel ' Decking type VERCO W3 Formlok VERCO W3 Fonnlok beff(in) = 52.50 Y bar(in) = 16.22 Mnf(kip -ft) = 535.50 Mn (kip -ft) = 391.98 • . C (kips) = 126.24 PNA (in) = 12.21 leff(in4) = 1036.75. ltr(in4) = 1582.26 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 0 of studs: Full = 45 Partial = 12 Actual = 12 • Number of Stud Rows = 1 Percent of Full Composite Action = 26.94 POINT LOADS (kips): . Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL. 8.75 22.82 15.52 9.13 6.3 0.00 0.00 0.0 0.00 Snow 4.56 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =20.54 kips 0.90Vn= 126.32 kips MOMENTS (Ultimate):. Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft 0 ft kip -ft Center Pre Comp 1.2DL +1.6LL 113.4 8.8 - • - 0.90 240.00 Init DL 1.4DL 95.1 8.8 - -- -- Max + 1.2DL +t.6LL 179.7 8.8 -- -- 0.85 ' 333.18 Controlling 1.2DL +1.6LL 179.7 8.8 -- - 0.85 333.18 . REACTIONS (kips): • Left Right Initial reaction 10.04 10.04 DL reaction 1 1.41 11.41 Max +LL reaction 4.28 4.28 Max +total reaction (factored) 20.54 20.54 • • DEFLECTIONS: Initial load (in) at 8.75 ft = -0.230 UD = 911 Live load (in) at 8.75 ft = -0.055 IJD = 3824 • Post Comp load (in) at 8.75 ft = -0.102 UD = 2063 Net Total load (in) at 8.75 ft = -0.332 L/D = 632 Gravity Beam Design Gravity Beam Design • RAM Steel v7.0 Page 205/287 RAM Steel v7.0 Page 206/287 DataBase: ND432 05/03/04 17:00:13 DataBasr. ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 • Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 164 Floor Type: Floor Beam Number =165 SPAN INFORMATION (ft): 1 -End (108.67,95.17) .1-End (132.67,95.17) SPAN INFORMATION (ft): I -End (108.67,103.92) J -End (132.67,103.92) Beam Size (User Selected) = W 16X26 . Fy = 50.0 ksi Beam Size (User Selected) W16X26 • Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Total Beam Length (ft) = 24.00 .. OMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pci) 145.00 145.00 Unit weight concrete (pci) 145.00 145.00 fc (kn) 3.00 3.00 • fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation . perpendicular perpendicular Decking type VERCO W3 Fonnlok VERCO W3 Formlok Decking type • VERCO W3 Formlok VERCO W3 Fonnlok beff (in) = 72.00 Y bar(in) = 17.68 beff (in) . = 72.00 Y bar(in) = 17.68 Mnf (kip -ft) = 425.58 Mn (kip -ft) = 362.54 Mnf ( kip-ft) = 425.58 Mn (kip -ft) = 362.54 C (kips) = 231.44 PNA (in) = 15.41 C (kips) = 231.44 PNA (in) = 15.41 Ieff (in4) • = 1061.63 Itr (in4) = 1280.76 Leff (in4) = 1061.63 In' (in4) = 1280.76 . Stud length (in) = 5.50 Stud diam (in) = 0.75 , Stud length (in) = 5.50 Stud diam (in) = 0.75 StudCapacity(kips) Qn = 21.0 StudCapacity (kips) Qn = 21.0 # of studs: Full = 37 Partial = 10 Actual = 22 # of studs: Full = 37 Partial = 10 Actual = 22 Number of Stud Rows = 1 ' Percent of Full Composite Action = 60.27 . Number of Stud Rows =1 Percent of Full Composite Action = 60.27 • LINE LOADS (k/ft): LINE LOADS (k/ft): • ' Load Dist DL . CDL LL Rcd% Type CLL - Load Dist DL CDL LL Red% Type CLL 1 0.00 0.842 0.572 0.337 4.2% Red 0.168 1 0.00 0.875 0.595 0.350 4.8% Red 0.175 24.00 0.842 0.572 0.337 0.168 24.00 . 0.875 0.595 0.350 0.175 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 18.31 kips 0.9OVn =104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =19.00 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb • Cb P14 Plti'Mn Span Cond. LoadCombo Mu (a)- ' Lb Cb Phi Phi'Mn kip-ft ft ft • kip-ft kip-ft ft ft kip-ft Center Pre Comp I.2DL +1.6LL 68.8 12.0 - -- 0.90 165.75 Center • Pre Comp I.2DL +1.6LL 71.6 12.0 - - 0.90 165.75 Init DL 1.4DL . 57.7 12.0 - -- ` Init DL 1.4DL 60.0 12.0 -- - • Max+ 1.2DL +1.6LL 109.9 12.0 -- - 0.85 308.16 Max+ 1.2DL +1.6LL 114.0 12.0 - - 0.85 308.16 Controlling 1.4DL 68.8. 12.0 - - 0.90 165.75 Controlling 1.4DL 71.6 12.0 - - 0.90 165.75 REACTIONS (kips): • REACTIONS (kips): • Left Right Left Right • Initial 'reaction 8.89 8.89 Initial reaction 9.24 9.24 DL reaction 10.10 10.10 • DL reaction 10.50 10.50 Max +LL reaction 3.87 3.87 . Max +LL reaction 4.00 4.00 Max +total reaction (factored) 18.31 18.31 Max +total reaction (factored) 19.00 19.00 • DEFLECTIONS: DEFLECTIONS: (Camber = 1/2) • Initial load (in) at 12.00 ft = -0.489 ' L/D = 588 Initial load (in) at 12.00 0 = -0.509 L/D = 566 • Live load (in) at 12.00 ft = -0.078 1JD - 3681 Live load (in) at 12.00 ft = -0.081 L/D = 3565 Post Comp load (in) at 12.00 ft = -0.144 L/D = 2006 . . Post Comp load (in) at 12.00 ft = -0.149 L/D = 1937 Net Total load (in) at 12.00 ft = -0.633 L/D = 455 Net Total load (in) at 12.00 0 = -0.158 L/D = 1828 • F rp Gravity Beam Design � � Gravity Beam Design I ` , RAM Steel v7.0 Page 207 /287 RAM Steel v7.0 Page 208/287 ' RAM DataBase: ND432 05/03/04 17:00:13 - RAM DataBase: ND432 - 05/03/04 17:00:13 •nmwv'..1 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number = 166 Left Right Max +LL reaction 14.02 13.07 SPAN INFORMATION (ft): 1 -End (108.67,112.67) . J -End (108.67,135.00) Max +total reaction (factored) 40.02 39.20 ' Beam Size (User Selected) = W16X31 Fy = 50.0 ksi DEFLECTIONS: (Camber = 314) Total Beam Length (ft) = 2233 • • Initial load (in) at 11.05 ft = -0.764 UD = 351 COMPOSITE PROPERTIES (Not Shored): Live load (in) at 11.05 ft = -0.322 L/D = 831 Left Right Post Comp load (in) at 11.05 ft = -0.386 L/D = 694 Concrete thickness (in) 3.50 3 Net Total load (in) at 11.05 ft = -0.400 L/D = 670 • Unit weight concrete (pci) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel . - Dccking type • VERCO W3 Formlok VERCO W3 Formlok beff (in) = 34.50 Y bar(in) = 15.43 Mnf(kip -ft) = 421.99 Mn (kip-fl) = 361.32 C (kips) = 150.74 PNA (in) = 13.42 . le(T(in4) = 990.97 Itr(in4) = 1255.37 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 41 Partial = 23 Actual = 20 Nuinber of Stud Rows = 1 Percent of Full Composite Action = 48.95 POINT LOADS (kips): • Dist DL CDL RedLL Red% NonRLL StorLL Red% Root'LL Red% CLL 7.75 7.44 6.32 9.30 16.8 0.00 0.00 0.0 0.00 Snow 1.86 8.00 8.73 7.42 10.91 16.8 0.00 0.00 0.0 0.00 Snow • 2.18 • 15.50 7.44 5.69 6.14 16.8 0.00 0.00 0.0 0.00 Snow 1.67 - 15.50 6.22 4.97 6.17 . 16.8 0.00 0.00 0.0 0. 00 Snow 1.46 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 15.50 0.007 0.006 0.008 16.8% Red 0.002 15.67 0.007 0.006 0.008 0.002 . • 2 15.75 0.008 0.006 0.003 16.8% Red 0.002 22.33 ' 0.008 0.006 0.003 0.002 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 40.02 kips 0.90Vn = 117.91 kips • 'OMENTS (Ultimate): n Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-ft ft ld-ft _otter Pre Comp I.2DL +1.6LL 1599 8.0 H -- 0.90 202. V 17 1' M /4"�1 r� rr v " - Init DL 1.4DL 134.0 8.0 -- -- Max + 1.2DL +1.6LL 314.8 8.0 -- - 0.85 307.12 ' A _ 7- I • 'I • Controlling . 1.2DL +1.6LL 314.8 8.0 - -- 0.85 307.12 E --- E --- /V ` r A r. s `S C. � 1 � i ._ 1205 • r < REACTIONS (kips): / , 1 2 1 0 ' 7 / Left Right 7 4 1) 1 d I,.4.- Initial reaction 15.74 15.90 - ' DL reaction 14.65 15.24 • • o Za PS V• 46242-t. D -ojz- • • Gravity Beam Design Gravity Beam Design .A RAM Steel v7.0 Page 209/287 • RAM Steel v7.0 Page 210/287 DataBase: ND432 05/03/04 17:00:13 - DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd E ... �• Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number =167 Net Total load (in) at 12.00 ft = -0.656 IJD = 439 AN INFORMATION (ft): 1 -End (108.67,112.67) 3 -End (132.67,112.67) • Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 • ..OMPOSlTE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular . . Decking type VERCO W3 Formlok ' VERCO W3 Fotmlok . betT(in) = 72.00 Y bar(in) = 17.68 Mnf (kip -ft) = 425.58 Mn (kip -ft) = 362.54 • C (kips) = 231.44 PNA (in) = 15.41 • Ief(in4) = 1061.63 Itr (in4) = 128076 Stud length (in) . = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 37 Partial = 10 Actual = 22 • Number of Stud Rows = 1 Percent of Full Composite Action = 60.27 LINE LOADS (k/ft): ' Load Dist DL CDL LL Rcd% Type CLL 1 0.00 0.310 0.263 • 0.387 3.8% Red' 0.078 24.00 0.310 0.263 0.387 0.078 2, . 0.00 0.438 0.298 0.175 - 3.8% Red 0.088 24.00 0.438 0.298 0.175 0.088 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 21.15 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft - Center Pre Comp 1.2DL +1.6LL 67.5 12.0 -- - 0.90 165.75 Init DL 1.4DL 56.5 12.0 - - Max + 1.2DL +1.6LL 126.9 12.0 - - 0.85 308.16 Controlling 1.2DL +1.6LL 126.9 12.0 -- -- 0.85 308.16 . ' REACTIONS (kips): . Left Right Initial reaction 8.71 8.71 • • DL reaction 8.97 8.97 Max +IL reaction 6.49 6.49 - Max +ital reaction (factored) 21.15 21.15 • DEFLECTIONS: Initial load (in) at 12.00 ft = -0.480 iJD = 600 . Live load (in) at 12.00 ft = -0.131 UD = 2196 Post Comp load (in) at 12.00 ft = -0.176 LI) = 1633 ' • • F n . Gravity Beam Design n. Gravity Beam Design RAM Steel v7.0 Page 211/287 r i 11 RAM Steel v7.0 Page 212/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 168 Floor Type: Floor Beam Number = 169 SPAN INFORMATION (ft): I -End (108.67,120.42) J -End (132.67,120.42) • SPAN INFORMATION (ft): I -End (108.67,12917) .1-End (132:67,128.17) Beam Size (User Selected) = W167(26 ' Fy = 50.0 ksi Beam Size (User Selected) = W16X26 . Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Total Beam Length (ft) = 24.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 - • 3.50 Concrete thickness (in) ' 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 £c (ksi) 3.00 3.00 • . • fc (ksi) 3.00 3.00 Decking Orientation , perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok - VERCO W3 Formlok bef(in) = 72.00 Y bar(in) = 17.68 bef(in) = 72.00 Y bar(in) = 17.68 • Mnf(kip -ft) = 425.58 Mn (kip -ft) = 362.54 Mnf(kip-ft) = 425.58 Mn (kip -B) = 362.34 C (kips) - = 231.44 PNA (in) = 15.41 C (kips) _ . 231.00 PNA (in) = 15.41 ' Ief[(in4) = 1061.63 ltr (in4) = 1280.76 Ief(in4) = 1060.90 Itr (in4) = 1280.76 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) - Qn = 21.0 - Stud Capacity (kips) Qn = 21.0 • 9 of studs: Full =' 37 Partial = 10 Actual = 22 9 of studs: Full = 37 Partial = 10 Actual = 22 , . Number of Stud Rows = 1 Percent of Full Composite Action = 60.27 • Number of Stud Rows = 1 Percent of Full Composite Action = 60.16 LINE LOADS (Wft): . . • • LINE LOADS (k/ft): • Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.620 0.527 0.775 2.9% Red 0.155 1 0.00 0.317 0.215 0.127 1.3% Red 0.063 .24.00 0620 0.527 0.775 0.155 24.00 0296 ' 0.202 0.119 0.059 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =23.38 kips 0.90Vn= 104.34 kips 2 0.00 0.310 0.263 0.387 1.3% Red 0.078 24.00 0.310 0.263 0.387 0.078 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 18.62 kips 0.9OVn = 104.34 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): • Center Pre Comp 1.2DL +1.6LL 63.4 12.0 - -- - -- 0.90 165.75 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Init DL 1.4DL 53.1 12.0 - -- -- kip-ft ft ft kip -ft Max+ 1.2DL +1.6LL 140.3 12.0 -- - -- 0. 85 308.16 Center Pre Comp I.2DL +1.6LL 56.8 12.0 - -- -- 0.90 165.75 Controlling 1.2DL +1.6LL 140.3 12.0 - -- 0.85 308.16 Init DL 1.4DL 47.6 12.0 - -- REACTIONS (kips): Max+ 1.2DL +1.6LL 111.3 12.0 -- -- 0.85 307.99 Left High[ Controlling 1.2DL +1.61L 111.3 12.0 -- -- 0.85 307.99 • nitial reaction 8.18 8.18 REACTIONS (kips): DL reaction 7.44 7.44 Left Right ' Max +LL reaction 9.03 9.03 Initial reaction • 7.37 7.29 Max +total reaction (factored) 23.38 23.38 DL reaction 7.44 7.36 ' DEFLECTIONS: Max +LL reaction 6.06 6.02 Initial load (in) - at 12.00 ft = -0.451 UD = 639 Max +total reaction (factored) 18.62 18.47 Live load (in) at 12.00 ft = -0.183 IJD = 1578 DEFLECTIONS: Post Comp load (in) at 12.00 R = -0.205 L/D = 1405 Initial load (in) at 12.00 0 = -0.404 UD = 713 Net Total load (in) at 12.00 ft = -0.656 UD = 439 Live load (in) at 12.00 ft = -0.122 UD = 2358 Post Comp load (in) at 12.00 ft = -0.157 UD = 1832 • Gravity Beam Design Gravity Beam Design • • fI� RAM Steel v7.0 Page 213/287 % I" RAM Steel v7.0 Page 214/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed •^r°"'nw Building Code: UBC2 Steel Code: LRFD 2nd Ed • • Net Total load (in) at 12.00 ft = -0.561 IJD = 513 Floor Type: Floor Beam Number =170 SPAN INFORMATION (ft): 1 -End (108.67,135.00) .1-End (108.67,149 Beam Size (User Selected) = W16X26 Fy = 50.0 ksi • - Total Beam Length (ft) = 14.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 . • 3.50 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel ' Decking type VERCO W3 Formlok VERCO W3 Formlok • beff (in) = 42.00 Y bar(in) = 16.35 Mnf(kip -ft) = 399.41 Mn(kip -ft) = 302.38 C °tips) = 126.24 PNA (in) . = 12.89 Ieff (in4) = 788.16 In (in4) = 1140.47 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 36 Partial = 9 Actual = 12 Number of Stud Rows = 1 Percent of Full Composite Action = 33.68 . POINT LOADS (kips): . Dist DL CDL RedLL Red% NonRLL StorLL Red% RooLLL Red% CLL 7.00 9.86 6.70 3.94 2.6 0.00 0.00 0.0 0.00 Snow 1.97 7.17 8.40 5.71 3.36 2.6 0.00 0.00 . 0.0 0.00 Snow 1.68 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.83 kips 0.9OVn = 104.34 kips • MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn • kip-ft ft ft kip-ft • ' - Center Pre Comp I.2DL +1.6LL 71.8 7.0 - • - 0.90 165.75 InitDL l.4DL 60.2 7.0 - -- - . Max+ 1.2DL +1.6LL 1152 7.0 -- - 0.85 257.02 • Controlling 1.2DL +1.6LL 115.2 7.0 -- - 0.85 257.02 • . REACTIONS (kips): Left Right Initial reaction - 7.95 8.12 DL reaction 9.03 . 9.23 • Max +LL reaction 3.52 3.60 _ Max +total reaction (factored) 16.46 16.83 DEFLECTIONS: Initial load (in), at 7.00 ft = -0.140 L/D = 1196 Live load (in) at 7.00 ft = -0 031 LJD = . 5467 • Post Comp load (in) at 7.00 ft = -0.056 L/D = 3002' • • Net Total load (in) at 7.00 ft = -0.196 IJD = 855 El Beam Design � f � RAM Steel v7.0 1 Gravity Beam Design RAM Steel v7.0 Page 215/287 Page 216/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 ' 05/03/04 17:00:13 • .m.•ax Building Code: UBC2 • Steel Code: LRFD 2nd Ed. .,emu aw Building Code: UBC2 • Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number = 171 Floor Type: Floor Beam Number = 172 SPAN INFORMATION (ft): 1 -End (108.67,135.00) J -End (132.67,135.00) SPAN INFORMATION (ft): I -End (108.67,142.17) J -End (132.67,142.17) . Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W162(26 Fy = 50,0 ksi Total Beam Length (ft) = 24.00 Total Beam Length (ft) = 24.00 ' COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pc() 145.00 145.00 . fc (ksi) 3.00 3.00 fc (ksi) 3.00 3 -00 Decking Orientation perpendicular perpendicular . Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok • beff (in) = 72.00 Y bar(in) = 17.68 _ beff (in) _ - 72.00 Y bar(in) = 17.68 Mnf (kip -ft) = 425.58 Mn (kip -ft) = 362.54 Mnf (kip -fl) = 425.58 Mn (kip -ft) . = 362.54 C (kips) = 231.44 PNA (in) = 15.41 C (kips) = 231.44 PNA (in) = 15.41 Ieff (in4) _ • 1061.63 Itr (in4) _ • 1280,76 Ieff (in4) = 1061.63 Itr (in4) = 1280.76 Stud length (in) = 5.50 Stud diem (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) .Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 37' Partial = 10 Actual = 22 # of studs: Full = 37 Partial = 10 Actual = 22 Number of Stud Rows = I Percent of Full Composite Action = 60.27 Number of Stud Rows = 1 Percent of Full Composite Action = - 60.27 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL ' 1 0.00 0.700 0.476 0.280 1.4% Red 0.140 1 0.00 0.700 0.476 0.280 1.4% Red 0.140 24.00 0.698 0.475 0.279 0.140 24.00 0.700 0.476 0.280 0.140 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =15.36 kips 0.90Vn = 104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =15.38 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond' LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft R . kip-ft kip-ft ft It kip-ft Center Pre Comp 1.2DL +l.6LL 57.2 12.0 - -- - 0.90 165.75 Center Pre Comp 1.2DL +1.6LL 57.3 12.0 - -- -- 0.90 165.75 Init DL l.4DL 47.9 12.0 -- -- Init DL l.4DL 48.0 12.0 - -- -- Max + 1.2DL +1.6LL 92.1 12.0 0.85 308.16 Max+ 1.2DL +1.6LL 92.3 12.0 - -- -- 085 308.16 Controlling l.4DL 57.2 12.0 -- - 0.90 165.75 Controlling I.4DL 57.3 12.0 - -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction . 7.38 7.38 Initial reaction 7.39 7.39 DL reaction 8.39 8.38 DL reaction 8.40 8.40 Max +LL reaction 3.31 3.31 Max +LL reaction 3.31 331 • Max +total reaction (factored) 15.36 15.35 Max +total reaction (factored) 15.38 15.38 DEFLECTIONS: • DEFLECTIONS: Initial load (in) at 12.00 ft = -0.406 1./D = 709 Initial load (in) at 12.00 ft = -0.407 LJD. = 707 ' Live load (in) at 12.00 ft = -0.067 L/D = 4310 Live load (in) at 12.00 ft = -0.067 L/D = 4304 Post Comp load (in) at 12.00 ft = -0.121 L/D = 2379 Post Comp load (in) at 12.00 ft = -0. 121 L/D = 2376 Net Total load (in) at 12.00 ft = -0.528 LJD = 546 Net Total load (in) at 12.00 11 = -0.528 1./D = 545 • Gravity Beam Desien Gravity Beam Desien 1 32 - C"' 9 ) ∎ RAM Steel v7.0 Page 217/287 / �� RAM Steel v7.0 . . Page 218/287 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 173 . Floor Type: Floor Beam Number =174 cPAN INFORMATION (ft): I -End (108.67,149.00) J -End (108.67,170.17) SPAN INFORMATION (ft): I-End (108.67,158.75) J -End (132.67,158.75) Beam Size (User Selected) = W 16X31 Fy = 50.0 ksi Beam Size (User Selected) = W163(26 • Fy = 50.0 ksi Total Beam Length (ft) = 21.17 Total Beam Length (ft) = 24.00 • .: OMPOSITE PROPERTIES (Not Shored): - COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right Concrete thickness (in) 3.50 3.50 • • . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pci) 145.00 145.00 Unit weight concrete (Pci) 145.00 .145.00 £c (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular .Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Fonnlok VERCO W3 Formlok bar (in) = 63.50 Y bar(in) = 17.16 beff (in) = 72.00 Y bar(in) = 17.68 Mnf(kip -ft) = 495.21 Mn(kip -ft) = 381.11 Mnf(kip -(t) = 425.58 Mn(kip -ft) = 362.54 C (kips) = 174.45 PNA (in) = 14.28 C (kips) = 231.44 PNA (in) = 15.41 Ieff (in4) = 1049.93 Itr (in4) = 1466.19 . Ieff (in4) = 1061.63 Itr (in4) = 1280.76 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) . = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 9 of studs: Full = 48 Partial = 12 Actual = 18 9 of studs: Full = 37 Partial = 10 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 38.26 . Number of Stud Rows = 1 Percent of Full Composite Action = 60.27 POINT LOADS (kips): _ LINE LOADS (k/ft): Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL Red% CLL Load Dist DL CDL LL Red% Type CLL 9.75 24.94 16.96 9.97 19.0 0.00 0.00 0.0 0.00 Snow 4.99 1 0.00 0.975 0.663 0.390 6.7% Red 0.195 19.50 13.87 9.43 5.55 19.0 0.00 0.00 0.0 0.00 Snow 2.77 24.00 0.975 0663 0.390 - 0.195 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =41.69 kips 0.9OVn =117.91 kips - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 21.02 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): • Span Cond " LoadCombo Mu @ Lb .Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft ft ft kip-ft kip-0 ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 161.1 9.8 - - 0.90 202.50 Center Pre Comp 1.2DL +1,6LL 79.7 " 12.0 - - 0.90 . 165.75 Init DL 1.4DL 135.0 9.8 . " -- - 'nit DL 1.4DL 66.8 12.0 - -- -- Max + 1.2DL +1.6LL 243.6 9.8 - - 0.85 323.94 Max+ 1.2DL +1.6LL 126.1 12.0 - -- -- 0.85 308.16 Controlling 1.4DL 161.1 9.8 -- - 0.90 202.50 Controlling 1.4DL 79.7 12.0 -- -- 0.90 165.75 REACTIONS (kips): REACTIONS (kips): ' Left Right _ Left Right Initial reaction 12.80 21.35 Initial reaction 10.30 10.30 DL reaction 14.54 24.26 ' DL reaction . . 11.70 11.70 • Max +1.L reaction 4.71 7.86 Max +LL reaction 4.37 4.37 Max +total reaction (factored) 24.98 41.69 Max +total reaction (factored) 21.02 21.02 DEFLECTIONS: (Camber = 1/2) DEFLECTIONS: (Camber= 1/2) Initial load (in) at 10.48 ft = -0.597 UD = 426 Initial load (in) at 12.00 ft = -0.567 UD = 508 Live load (in) at 10.48 ft = -0.102 L/D = 2502 _ Live load (in) at 12.00 ft = -0.088 UD = 3265 Post Comp load (in) at 10.48 ft = -0.202 UD = 1258 Post Comp load (in) at 12.00 ft = -0.164 UD = 1758 Net Total load (in) at 10.48 ft = -0.299 UD = 850 Net Total load (in) at 12.00 ft = -0.231 UD = 1248 FR Gravity Beam Desien �� Gravity Beam Desien RAM Steel v7.0 Page 219/287 RAM Steel v7.0 Page 220/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 175 _ Floor Type: Floor Beam Number = 177 SPAN INFORMATION (ft): 1 -End (108.67,168.50) J -End (132.67,168.50) . SPAN INFORMATION (ft): I -End (112.17,149.00) J -End (132.67,149.00) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Total Beam Length (ft) = 20.50 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right • Concrete thickness (in) 3.50 3.50 . Concrete,thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 , 145.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) . 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Fonnlok VERCO W3 Fonnlok beff (in) = 46.00 Y bar(in) " = 15.35 beff (in) = 61.50 Y bar(in) = 17.33 Mnf(kip -ft) = 324.14 Mn (kip-ft) = 291.42 Mnf(kip -ft) = 419.86 Mn (kip-ft) = 341.31 C (kips) = 2.31.44 PNA (in) = 13.55 C (kips) = 189.36 PNA (in) = 15.34 Ieff (in4) = 754.13 Itr (in4) = 856.33 leff (in4) = 962.08 Itr (in4) = 124241 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • StudCapacity (kips) Qn = 21.0 . ' 9 of studs: Max = 24 Partial = 8. Actual = 22 9 of studs: Full = 37 Partial = 10 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action = 71.32 Number of Stud Rows = 1 Percent of Full Composite Action = 49.31 LINE LOADS (k/ft): LINE LOADS (k/tt): • Load Dist DL CDL LL Red% Type - CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.571 0.388 0.228 0.0% Red 0.114 1 0.00 0.829 0.564 0.332 1.6% Red 0.166 24.00 0.571 0.388 0.228 0.114 20.50 0.829 0.564 0.332 0.166 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 12.60 kips 0.90Vn =85.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 15.55 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond 1.nadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 46.7 12.0 - -- -- 0.90 124.50 Center Pre Comp 1.2DL +1.6LL 49.5 10.3 - -- - ' 090 165.75 Init DL 1.4DL 39.1 12.0 - -- -- - Init DL 1.4DL 41.5 10.3 -- - -- Max + 1.2DL +1.6LL 75.6 12.0 -- - 0.85 247.70 Max + 1.2DL +1.6LL 797 10.3 - -- ' -- 0 "85 290.11 Controlling 1.4DL 46.7 12.0 -- -- 0.90 124.50 Controlling 1.4DL 49.5 10.3 -- -- 0.90 165.75 REACTIONS (kips): ' . REACTIONS (kips): Left Right Left Right Initial reaction ' 6.03 6.03 Initial reaction 7.48 7.48 DL reaction 6.85 6.85 DL reaction 8,50 8.50 . . Max +IL reaction 2.74 2.74 Max +LL reaction 3.35 3.35 . Max +total reaction (factored) 12.60 12.60 Max +total reaction (factored) 15.55 15.55 DEFLECTIONS: (Camber = 1/2) DEFLECTIONS: Initial load (in) at 12.00 ft = -0.502 UD = 574 .Initial load (in) at 10.25 ft = -0.257 ' L/D = 958 Live load (in) at 12.00 ft = -0.078 UD = 3695 ' Live load (in) at 10.25 ft = -0.046 111) . = 5292 Post Comp load (in) at 12.00 ft = -0.140 UD = 2053 Post Comp load (in) at 10.25 ft = -0.084 UD = 2919 Net Total load (in) at 12.00 ft = -0.142 UD = 2023 Net Total load (in) at 10.25 ft = -0.341 LAD' = 722 . • Gravity Beam Desien piti RAM Steel . • Gravity Beam Desien RAM Steel v7.0 Page 221/287 v7.0 Page 222/287 DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 . s 1_ Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 178 Floor Type: Floor Beam Number = 179 • 6 PAN INFORMATION (ft): 1 -End (114.83, -I.17) J -End (114.83,13.33) • SPAN INFORMATION (ft): I -End (116.67 ,37.58) .1-End (116.67,62.33) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = .W 18X35 Fy = 50.0 ksi Total Beam (ft) = 14.50 Total Beam Length (ft) = 24.75 Mp (kip -ft) = 108.33 COMPOSITE PROPERTIES (Not Shored): LINE LOADS (k/ft): Left . Right • Load Dist DL LL Red% Type Concrete thickness (in) 3.50 • 3.50 1 0.00 0.129 0.617 - NonR . Unit weight concrete (pc() 145.00 145.00 . • 14.50 0.129 0.617 fc(ksi) 3.00 3.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.28 kips 0.90Vn = 65.90 kips • Decking Orientation parallel parallel ' Decking type VERCO W3 Formlok VERCO W3 Formlok MOMENTS (Ultimate): beff (in) = 74.25 Y bar(in) = 18.82 • Span Cond LoadCombo Mu @ . Lb Cb Phi Phi.Mn Mnf(Fap.ft) . = 600.40 Mn ( kip-ft) = 441.05 kip-ft ft ft kip-ft C (Idps) = 160.10 PNA (in) = 14.19 - Center Max + I.2DL+1.6LL 30.0 7.3 0.0 1.00 0.90 97.50 leff (in4) = 1304.73 Itr (in4) . = 1935.35 Controll 1.2DL +1.6LL 30.0 7.3 0.0 1.00 0.90 97.50 Stud length (in) = 5.50 Stud diam (in) = 0.75 REACTIONS (kips): _ Stud Capacity (kips) Qn = 21.0 • . Left Right f of studs: Full = 65 Partial = 17 Actual = 20 . DL reaction 0.94 0.94 Number of Stud Rows = 1 Percent of Full Composite Action = 31.09 • Max +LL reaction . 4.47 4.47 POINT LOADS (kips): Max +total reaction (factored) 8.28 8.28 Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL DEFLECTIONS: 9.42 19.50 13.26 7.80 18.3 0.00 0.00 0.0 0.00 Snow 3.90 Dead load (in) at 7.25 ft = -0.038 UD = 4623 17.75 18.41 12.52 7.36 18.3 0.06 0.00 0.0 0.00 Snow 3.68 Live load (in) at 7.25 ft = -0.179 UD = 971 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 35.60 kips 0.90Vn = 143.37 kips Net Total load (in) at 7.25,ft = -0.217 UD = 802 • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi"Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 184.9 9.4 • - -- 0.90 249.38 • _ Ink DL 1.4DL 155.0 9.4 - - Max+ I.2DL +1.6LL 280.7 9.4 -- -- 0.85 374.89 Controlling 1.2DL +1.6LL 280.7 9.4 - - 0.85 374.89 REACTIONS (kips): ' Left Right • Initial reaction 15.21 18.15. • DL reaction 17.29 20.62 • Max +LL reaction 5.67 6.78 • • Max +total reaction (factored) 29.81 35.60 ' DEFLECTIONS: (Camber =3/4) Initial load (in) at 12.50 ft = -0.801 UD = 371 ' Live load (in) at 12.50 ft = -0.151 UD = 1966 Post Comp load (in) at 12.50 ft = -0.298 UD = 995 Net Total load (in) at 12.50 ft = -0.349 L/D = 850 • Gravity Beam Desien Gravity Beam Design El RAM Steel v7.0 Page 223/287 FRS RAM Steel v7.0 Page 224/287 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor • Beam Number = 180 - Live load (in) at 17.97 R = -0.158 . UD = 2738 • Post Comp Load (in) at 17.97 it = -0.303 • 1./D = 1422 SPAN INFORMATION (ft): I -End (116.67,47.00) .1-End (152.61,47.00) Net Total load (in) at 17.97 ft = -0.480 IJD = 898 Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) • = 35.94 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc() 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Formlok . befr(in) = 103.91 Y bar(in) = 21.68 • • Mnf (kip -ft) = 845.19 Mn (kip -ft) _ " 727.90 C (kips) = 357.68 ?NA (in) = 20.21 Leff (in4) = 2523.74 itr (in4) = 3108.75 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • ft of studs: Full = 62 Partial = 16 Actual = 34 Number of Stud Rows = 1 Percent of Full Composite Action = 55.03 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.417 0.283 0.167 13.5% Red 0.083 35.89 0.417 0.283 0.167 0.083 • . 2 35.89 0.417 0.283 0.167 13.5% Red 0.083 • • 35.94 0.000 0.000 0.000 0.000 . • 3 0.00 0.471 0.320 0.188 13.5% Red 0.094 35.94 0.471 0.320 0.188 0.094 • SHEAR (Ultimate): Max Vu (1.2DL +L6LL) = 27.97 kips 0.90Vn = 195.24 kips . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi"Mn - . kip-11 ft ft kip-ft Center Pre Comp 1.2DL +t.6LL 162.8 18.0 - -- -- 0.90 357.75 Iwt DL 1.4DL 136.4 18.0 - Max + 1.2DL +1.6LL 251.3 18.0 - - 0.85 618.71 trolling 1.4DL - 162.8 18.0 -- -- 0.90 357.75 ..FACTIONS (kips): Left Right . Initial reaction 14.03 14.03 DL reaction 15.95 15.94 Max +LL reaction 5.52 5.51 Max +total reaction (factored) 27.97 27.95 • • DEFLECTIONS: (Camber = 3/4) ' Initial load (in) at 17.97 ft = -0.927 UD = 465 • Gravity Beam Design Gravity Beam Design °" 7 • . � RAM Steel v7.0 Page 225/287 � � RAM Steel v7.0 Page 226/287 RAM ' DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 • PP...ft Building Code: UBC2 Steel Code: LRFD 2nd Ed ...wr,+., Building Code: UBC2 • Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 181 - Post Comp load (in) at 19.38 ft = -0.371 UD = 1230 Net Total load (in) • at 19.38 ft = 7 0.499 UD = 914 • " - PAN INFORMATION (ft): 1 -End (116.67,55.33) .11-End (154.67,55.33) Beam Size (User Selected) = W2IX44 Fy = 50.01csi Total Beam Length (ft) = 38.00 ' COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 . 145.00 fc (ksi) 3.00 3.00 • Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 92.00 Y bar(in) = 21.33 Mnf(kip -R) = 836.59 . Mn (kip -ft) •= 715.85 • C (kips) = . 337.14 PNA (in) = 19.96 • Ieff (in4) = 2421.72 Itr (in4) = 3035.09 • Stud length (in) _ - 5.50 Stud diam (in) • _ = 0.75 Stud ('aparity (kips) Qn = 21.0 9 of studs: Full = 66 Partial = 17 Actual = 34 . Number of Stud Rows = 1 Percent of Full Composite Action = 51.87 • POINT LOADS (kips): - . Dist DL • CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 35.89 14.75 10.03 5.90 21.8 1.17 0.00 0.0 0.00 Snow 2.95 • LINE LOADS (MI): • Load Dist DL CDL LL Red% Type CLL - 1 0.00 0.767 0.521 0.307 21.8% Red 0.153 35.89 0.767 . 0.521 0.307 0.153 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =47.54 kips 0.90Vn =195.24 kips " MOMENTS (Ultimate): Span . Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft • ft kip-ft • • Center . Pre Comp 1.2DL+1.6LL 174.4 20.0 -- -- 0.90 357.75 • Init DL 1.4DL 146.1 20.0 - - Max + 1.2DL +1.6LL 263.1 20.1 -- -- 0.85 608.47 • Controlling 1.4DL 174.4 20.0 - - 0.90 357.75 REACTIONS (kips): . Left Right . ' Initial reaction "13.50 23.69 • DL reaction 15.34 26.92 • Max +LL reaction 4.86 " 9.52 . • Max +total reaction (factored) 26.19 47.54 • DEFLECTIONS: (Camber =l) . Initial load (in) at 19.38 ft = -1.128 IJD = 404 ' ' ' Live load (in) at 19.38 ft = -0.186 LJD = 2451 • Gravity Beam Design Gravity Beam Design r 1" RAM Steel v7.0 Page 227/287 t(1 RAM Steel v7.0 Page 228/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 �. Building Code: UBC2 Steel Code: LRFD 2nd Ed. PrP.P. Building Code: UBC2 Steel Code: LRFD 2nd 601 . Floor Type: Floor Beam Number = 182 Floor Type: Floor Beam Number = 183 SPAN INFORMATION (ft): I -End (116.67,62.33) J -End (116.67,87.08) SPAN INFORMATION (ft): I -End (116.67,62.33) J -End (152.56,6233) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Beam Size (User Selected) = W21X50 Fy = 50.0 ksi • • Total Beam Length (ft) = 24.75 Total Beam Length (ft) = 35.89 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): " Left Right _ Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145,00 145.00 ' Cc (ksr) 3.00 3.00 Cc (ksi) 3.00 - 3.00 • Decking Orientation parallel parallel Decking Orientation perpendicular perpendicular Decking type ' VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 74.25 Y bar(in) = 18.82 beff (in) _ . 84.00 Y bar(in) = . 20.81 Mnf (kip -ft) ' = 600.40 Mn (kip -ft) = 441.05 Mnf (kip -ft) = 930.96 Mn (kip -ft) = 786.82 C (kips) = 160:10 PNA (in) = 14.19 C (kips) = 336.64 PNA (in) = 19.27 Ieff(in4) = 1304.73 Itr(in4) 1935.35 IetT(in4) = 2573.75 Itr(in4) = 3333.05 Stud length (in) = 5.50 Stud diarn (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 k of studs: Full = 65 Partial = 17 Actual = 20 9 of studs: Full = 70 Partial = 18 Actual = 32 Number of Stud Rows = 1 Percent of Full Composite Action = 31.09 ' Number of Stud Rows = I Percent of Full Composite Action = 45.80 • POINT LOADS (kips): LINE LOADS (k/ft): Dist DL CDL RedLL' Red% NonRLL StorLL Red% RoofLL Red% CLL Load Dist DL CDL LL Red% Type CLL 7.00 18.41 12.52 7.36 18.3 , 0.06 0.00 0.0 0.00 Snow 3.68 1 0.00 0.000 0.000 0.130 - NonR 0.000. 15.33 19.50 13.26 7.80 18.3 0.00 0.00 0.0 0.00 Snow 3.90 35.89 0.000 0.000 0.130 . 0.000 SHEAR (Ultimate): Max Vu (I.2DL +1.6LL) =35.60 kips 0.90Vn = 143.37 kips 2 0.00 0.700 0.476 0.280 8.1% Red 0.140 35.89 0.700 0.476 0.280 0.140 MOMENTS,(Ultimate): ' Span Cond LoadCombo Mu @ Lb Ch Phi Phi'Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 26.19 kips 0.90Vn = 213.72 kips • kip-ft ft ft kip-ft MOMENTS (Ultimate): . Center Pre Comp 1.2DL +1.6LL 184.9 15,3 - -- -- 0.90 249.38 Span Cond LoadCombo Mu @ ' Lb Cb Phi Phi'Mn InitDL 1.4DL 155.0 15.3 -- - • kip-ft ft ft kip -ft Max+ 1.2DL +1.6LL 280.7 15.3 -- -- 0.85 374.89 Center Pre Comp 1.2DL +1.6LL 128.0 17.9 - -- -- 0.90 412.50 Controlling 1.2DL +1.6LL 280.7 15.3 - -- 0.85 374.89 Init DL L4DL 107.3 17.9 • -- -- Max + 1.2DL +1.6LL 235.0 17.9 -- - 0.85 668.80 REACTIONS (kips): Controlling 12DL +1 -6LL 235.0 17_9 -- -- 0.85 668 -80 Left Right Initial reaction 18.15 15.21 REACTIONS (kips): DL reaction 20.62 17.29 - Left Right Max +LL reaction 6.78 5.67 Initial reaction 11.05 11.05 Max +total reaction (factored) 35.60 29.81 DL reaction 12.56 12.56 DEFLECTIONS: (Camber= 3/4) . Max +LL reaction 6.95 6.95 Initial load (in) at 12.25 ft = -0.801 UD = 371 . Max +total reaction (factored) 26.19 26.19 Live load (in) at 12.25 ft = -0.151 UD = 1966 DEFLECTIONS: (Camber =1/2) Post Comp load (in) at 12.25 ft = -0.298 UD = 995 Initial load (in) at 17.94 ft = -0.623 UD = 692 Net Total load (in) at 12.25 ft = -0.349 UD = 850 Live load (in) at 17.94 ft = -0.194 VD = 2223 Post Comp load (in) at 17.94 ft = -0.306 VD = 1409 Gravity Beam Desien Gravity Beam Desien n +(�/�� RAM Steel v7.0 Page 229/287 RAM Steel v7.0 V s 1 -P age 230/287 DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 • . Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Net Total load (in) at 17.94 ft = -0.428 L/D = 1005 Floor Type: Floor Beam Number =184 • SPAN INFORMATION (ft): I -End (116.67,6933) J -End (154.67,6933) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi • Total Beam Length (R) _ " 38.00 COMPOSITE PROPERTIES (Not Shored): • . - Left Right • Concrete thickness (in) 3.50 3.50 • . Unit weight concrete (pcf) 145.00 ' 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Fortnlok • bell (in) = 92.00 Y bar(in) = 21.33 • Mnf(kip-ft) = 836.59 Mn (kip -ft) = 715:85 • ' C (kips) = 337.14 . PNA (in) = 19.96 Ieff(in4) = 2421.72 Itr (in4) = 3035.09 • Stud length (in) = • 5.50 Stud diam (in) = . 0.75 ' Stud Capacity (kips) On = 21.0 9 of studs: Full = 66 Partial = 17 Actual = 34 . Number of Stud Rows = 1 Percent of Full Composite Action = 51.87 POINT LOADS (kips): . Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Rcd% CLL • . 35.89 14.75 10.03 5.90 21.8 1.17 0.00 0.0 ' 0.00 Snow 2.95 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL • . 1 0.00 0.767 0.521 0.307 21.8% Red 0.153 • 35.89 0.767 0.521 0.307 0.153 _ • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 47.54 kips 0.9OVn = 195.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 174.4 20.0 -- - 0.90 357.75 • Init DL I.4DL 146.1 20.0 - . -- Max + 1.2DL +1.6LL 263.1 20.1 -- -- . 0.85 608.47 • . Controlling 1.4DL 174.4 20.0 -- - 0.90 357.75 • REACTIONS (kips): . • Left Right Initial reaction 13.50 23.69 DL reaction 15.34 26.92 • ' Max +LL reaction 4.86 " 9.52 Max +total reaction (factored) • 2619 47 "54 DEFLECTIONS: (Camber = 1) Initial load (in) at 19.38 ft = -1.128 IJD = 404 . • Live load (in) at 19.38 ft = -0.186 L/D = 2451 �� • Gravity Beam Design r� Gravity Beam Design . RAM Steel v7.0 Page 231/287 RAM Steel v7.0 Page 232/287 • 1 RAM DataBase: ND432 05/03/04 17:00:13. RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed . Post Comp load (in) at 19.38 ft = -0.371 L/D = 1230 Floor Type: Floor Beam Number =185 Net Total load (m) at 19.38 ft = -0.499 IlD = . 914 " SPAN INFORMATION (ft): I -End (116.67,77.67) J -End (152.61,77.67) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi . Total Beam Length (ft) = 35.94 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Formlok VERCO W3 Formlok . ' bell (in) = 103.91 Y bar(in) = 21.68 Mnf(kip -ft) = 845.19 Mn (kip-11) = 727.90 C (kips) = 357 PNA (in) = 20.21 leff(in4) = 2523.74 Itr (in4) = 3108.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 • • Stud Capacity (kips) Qn = 21.0 # of studs: Full = 62 Partial = 16 Actual = 34 • Number of Stud Rows = 1 Percent of Full Composite Action = 55.03 LINE LOADS (k/ft): • • • Load Dist DL CDL LL Red% Type CLL . 1 0.00 0.471 0.320 " 0.188 13.5% Red 0.094 . 3594 0.471 0.320 0.188 0.094 2 0.00 0.417 0.283. 0.167 13 "5% Red 0.083 • 35.89 0.417 0.283 0.167 0083 3 35.89 0.417 0.283 0.167 13.5% Red 0083 35 -94 0.000 0.000 0.000 0000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 27.97 kips 0.90Vn = 195.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-ft ft ft kip ft Center Pre Comp 1.2DL +1.6LL 162.8 18.0 - -- - -- 0.90 357.75 Init DL I.4DL 136.4 18.0 - -- -- Max + 1.2DL +1.6LL 251.3 18.0 -- - 0.85 618.71 - Controlling 1.4DL 162.8 18.0 . -- . - 0.90 357.75 REACTIONS (kips): " Left Right Initial reaction 14.03 14.03 DL reaction 15.95 15.94 Max +LL reaction 5.52 5.51 ' Max +total reaction (factored) • 27.97 27.95 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 17.97 ft = -0.927 VD = 465 Ix Gravity Beam Design Gravity Beam Design 0 Ma RAM Steel v7.0 • Page 233/287 RAM Steel v7.0 Page 234/287 DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: MED 2nd EA. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Live load (in) at 17.97 ft = . -0.158 UD = 2738 Post Comp load (in) at 17.97 ft = -0.303 VD = 1422 Floor Type: Floor Beam Number =187 Net Total load (in) at 17.97 ft = -0.480 IJD = 898 SPAN INFORMATION (ft): I -End (121.00, -L17) J -End (121.00,13.33) ' Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 14.50 • Mp (kip -ft) = 108.33 • . LINE LOADS (k/ft): • Load Dist DL LL Red% Type 1 0.00 0.129 0.617 - NonR • • 14.50 0.129 0.617 • • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.28 kips 0.90Vn = 65.90 kips . MOMENTS (Ultimate): - Span Cond ' LoadCombo Mu _ © Lb Cb Phi Phi *Mn kip -ft ' ft ft kip-ft Cents Max+ 1.2DL +I.6LL 30.0 7.3 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 30.0 7.3 . 0.0 1,00 0.90 97.50 • REACTIONS (kips): Left Right DL reaction 0.94 0.94 Max +1,L reaction 4.47 4.47 • . Max +total reaction (factored) 8.28 8.28 • DEFLECTIONS: Dead load (in) at 7.25 ft = -0.038 I/13 = 4623 • • . • . ' Live load (in) at 7.25 ft = -0.179 IJD = 971 Net Total load (in) at 7.25 ft = -0.217 L/D = 802 • • • IC3141" I 1 ) • Fib FR Gravity Beam Design Gravity Beam Design . RAM Steel v7.0 Page 235/287 L RAM Steel v7.0 Page 236/287 . RAM DataBase: ND432 05/03/04 17:00:13 � DataBase: ND432 05/03/04 17:00:13 .^a Building Code: UBC2 Steel Code: LRFD 2nd Ed '^w'=*'• Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Floor Beam Number = 188 Floor Type: Floor Beam Number =189 SPAN INFORMATION (ft): I -End (127.17, -1.17) J -End (127.17,13.33) SPAN INFORMATION (ft): 1 -End (127.17, -1.17) J -End (140.67, -1. 7) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi : eam Size (User Selected) = WI OX22 y = 50.0 ksi Total Beam Length (ft) = 14.50 T. tal Beam Length (ft) = 13.50 • Mp (kip -ft) _ . 108.33 C. /lever on right (ft) = 4.50 7 S LINE LOADS (k/ft): Mp ip-ft) = 108.33 Load Dist DL LL Red % Type POINT L.4 .. S (kips): • 1 0.00 0.159 0.758 • - NonR Dist DL RedLL Red% NonRLL StorLL • ed% RooILL Red% 14.50 0.159 0.758 . 13.50 . 40 0.00 0:0 1.89 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 10.18 kips 0.90Vn = 65.90 kips ' ` 13.50 0. 0.00 0.0 0.16 0.'' 0.0. 0.00 Snow • MOMENTS (Ultimate): SHEAR (Ultimate): • x Vu (1.2DL +1.6LL) =3.93 0.90Vn = 65.90 kips . Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn MOMENTS (Ultimate): • kip-ft ft • ft kip-ft Span Cond . •dCombo @ Lb Cb Phi Phi *Mn Center Max+ 1.2DL +1.6LL 36.9 7.3 0.0 1.00 0.90 97.50 ki. ft ft ft kip-ft Controlling 1.2DL +1.6LL 36.9 7.3 0.0 1.00 0.90 97.50 Center Max- 1.2DL+ .LL 7.7 9.0 9.0 1.67 . 0.90 97.50 REACTIONS (kips): . , Right Max - 1.2DL +1... -17.7 9.0 4.5 1.00 0.90 97.50 Left . Right Controlling 1.2DL +1.6LL -17.7 9.0 9.0 1.67 0.90 97.50 DL reaction ' 1.15 1.15 REACTIONS (kips): Max +LL reaction 5.50 5.50 Lef' Right Max +total reaction (factored) 10.18 10.18 • DL reaction -0.27 0.80 DEFLECTIONS: Max +LL reaction , 0.00 .08 • Dead load (in) at 7.25 ft = -0.046 LID = 3759 • Max -LL reaction -1.03 0.:I Live load (in) at 7.25 ft = -0.220 IJD = 789 Max +total reaction (fact...) -0.37 5.89 Net Total load (in) at 7.25 ft = -0.267 LID = 652 Max -total reaction -1.96 1.12 DEFLECTIONS: Center span: . Dead load (in) at 5.18 ft = 0.006 IJD = 1 58 Live load (in) at 5.18 ft = 0.024 LID = 44 • . Net Total load n) at • 5.18 ft = 0.031 1108 = 3536 - Right cantil. er: Dead load (' ) = -0.025 L/D = 4403 Pos Live 1.:d (in) = -0.095 IJD = 1143 Pos Total 1... (in) - -0.119 L/D - 907 • • • Gravity Beam Design Gravity Beam Design 3'9 `14 • RAM Steel v7.0 Page 237/287 r Y V RA St eel v7.0 ( Page 238/287 DataBase: ND432 05/03/04 17:00:13 Cllgln DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed_ f^_• Building Cody. UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 190 Floor Type: Floor Beam Number = 191 SPAN INFORMATION (ft): I -End (132.67,13.33) J -End (132.67 ,37.58) SPAN INFORMATION (ft): 1 -End (132.67,13.33) .1-End (144.67,13.33) Beam Size (User Selected) = W18X35 .Fy = 50.0 ksi Beam Size (User Selected) = W142(22 Fy = 50.0 ksi Total Beam Length (ft) = . 24.25 Total Beam Length (ft) , = 12.00 ,JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 ' 0.00 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pc() 145.00 0.00 - • • Pc (ksi) " 3.00 3.00 Tc (ksi) 3.00 • Decking Orientation parallel • parallel • Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok Non Composite bef (in) = 72.75 Y bar(in) = 18.76 bef (in) = 18.00 Y bar(in) = 12.84 Mnf (kip -ft) = 599.20 Mn (Itip -R) = 436.45 Mnf ( kip-ft) 247.22 Mn (kip -fl) = 204.79 C (kips) = 154.29 PNA (in) = 13.99 C (kips) . = 72.62 PNA (in) = 10.03 Ief(in4) = 1285.68 Itr (in4) = 1927.13 Ieff(in4) = 506.38 Itr(in4) = 656.17 Stud length (in) = . 5.50 Stud diam (in) 0.75 Stud length (in) = 5.50 Stud diem (in)' = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 74 Partial = 19 Actual = 22 # of studs: ' Max = 12 Partial = 7 Actual =10 Number of Stud Rows = 1 Percent of Full Composite Action = 29.96 - Number of Stud Rows = 1 Percent of Full Composite Action = 38.55 . POINT LOADS (kips): . POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RooILL Red% CLL Dist DL -CDL RedLL Red% NonlILL StorLL Red% RooILL Red% CLL 8.08 14.55 9.89 5.82 11.3 0.00 0.00 00 0.00 Snow 2.91 3.50 1.03 0.73 0.00 0.0 4.89 0.00 0.0 0.00 Snow 0.98 16.17 14.55 9.89 5.82 11.3 0.00 0.00 0.0 0.00 Snow 2.91 8.00 0.42 0.30 0.00 0.0 1.98 0.00 0.0 0.00' Snow 0.40 ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 25.72 kips 0.90Vn = 14337 kips LINE LOADS (IdE): MOMENTS (Ultimate): Load Dist DL CDL LL Red% Type CLL • Span • Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn I 0.00 0.404 0.275 0.162 0.0% Red 0.081 kip-ft ft ft kip-ft 12.00 0.404 0.275 - 0.162 0.081 Center Pre Comp . 1.2DL +1.6LL 133.6 8.1 - -- . 0.90 249.38 2 8.110 0.010 0.007 0.050 - NonR 0.010 • hit DL 1.40E 112.0 8.1 - 9.54 0.010 0.007 0.050 0.010 • Max+ 1.2DL +1.6LL 207.9 8.1 -- - 0.85 370.98 3 9.55 0.011 0.008 0.050 - NonR 0.010 Controlling l2DL +1.6LL 207.9 8.1 - - 0.85 370.98 9.60 0.000 0.000 0.000 0.000 REACTIONS (kips): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 12.14 kips 0.90Vn = 8533 kips . Left Right MOMENTS (Ultimate): • Initial reaction . 12.80 12.80 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn DL reaction 14.55 14.55 - kip-ft ft ft kip-ft Max +LL reaction 5.16 5.16 Center Pre Comp 1.2DL +1.6LL 14.7 5.3 -- - .0.90 • 124.50 Max +total reaction (factored) 25.72 . 25.72 Init DL 1.4DL 9.6 5.6 - -- . DEFLECTIONS: (Camber =1/2) Max + 1.2DL +1.6LL 38.1 4.1 - -- -- 0.85 174.08 Initial load (in) at 12:13 ft = -0:585 L/D = . 497 Controlling 1.2DL +1.6L.L 38.1 4.1 - -- 0.85 174.08 Live load (in) at 12.13 ft = -0.121 L/D = 2402 REACTIONS (kips): Post Comp load (in) at 12.13 ft = -0.230 VD = 1263 Left Right Net Total load (in) at 12.13 ft = -0.315 UD . = 923 Initial reaction 3.59 3.12 DL reaction 3.30 3.01 Gra Beam Design Gravity Beam Design • El a 1 Q ' RAM Steel v7.0 Page 239/287 IIM r � p 1 V RAM Steel v7.0 Page 240/287 Il DataBase: ND432 05/03/04 17:00:13 m DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 . Steel Code: LRFD 2nd Ed. • Left Right Floor Type: Floor Beam Number = 192 • . Max +LL reaction 5.12 '3.78 . Max +total reaction (factored) 12.14 9.66 _ SPAN INFORMATION (ft): 1 -End (132.67,21.42) J -End (144.67,21.42) Beam Size (User Selected) = W12X19 . Fy = 50.0 ksi DEFLECTIONS: Initial load (in) at 5.94 ft = -0.031 L/D = 4617 Total Beam Length (ft) = 12.00 Live load (in) at 5.88 ft = -0.029 L/D = 5027 COMPOSITE PROPERTIES (Not Shored): Post Comp load (in) at 5.88 ft = -0.034 LID = 4215 Left Right Net Total load (in) at 5.88 ft - -0.065 L/D = 2204 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular ' • Decking type _ VERCO W3 Fotmlok VERCO W3 Formlok • beff (in) = 36.00 Y bar(in) = 13.78 Mnf (kip -ft) = 256.76 Mn (kip -ft) = 175.38 . . C (kips) = 84.16 PNA (in) = 9.66 Ieff(in4) = 393.08 Itr (in4) = 608.58 Stud length (in) = 5.50 Stud diam (in) = 0.75 ' Stud Capacity (kips) Qn = 21.0 9 of studs: Max = 12 Partial = 7 Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 30.22 LINE LOADS (k/ft): ' Load Dist DL CDL LL Red% Type CLL . 1 0.00 0.808 0.550 0.323 0.0% Red 0.162 12.00 0.808 0.550 0.323 0.162 SHEAR (Ultimate): Max Vu (1.2DL +1,6LL) = 8.92 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-ft ft . ft kip-ft Center Pre Comp 1.2DL +1.6LL 16.5 6.0 - -- -- 0.90 92.63 Init DL 1.4DL 13.9 6.0 -- - Max + 1.2DL +I.6LL 26.8 6.0 - - 0.85 149.08 • Controlling 1.2DL +1.6LL 26.8 6.0 -- - 0.85 149.08 REACTIONS (kips): Left Right Initial reaction 4.27 4.27 DL reaction • 4.85 4.85 Max +LL reaction 1.94 1.94 Max +total reaction (factored) 8.92 8.92 DEFLECTIONS: Initial load (in) ' at 6.00 ft = -0.068 UD = 2117 Live load (in) at 6.00 ft = -0.013 VD = 10880 Post Comp load (in) at 6.00 ft = -0.024 L/D = 6045 . Net Total load (in) at 6.00 ft = -0.092 L/D = 1568 Gravity Beam Design ► �� / / y Gravity Beam Design t "� � 7 RAM Steel v7.0. • Page 241/287 M RAM Steel v7.0 Page 242/287 RAM .DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 _ Building Code: UBC2 • Steel Code: LRFD 2nd Ed • ,. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number =193 Floor Type: Floor Beam Number = 194 SPAN INFORMATION (ft): I -End (132.67,29.50) J -End (144.67,29.50) SPAN INFORMATION (ft): 1 -End (132.67 ,37.58) J -End (144.67,37.58) .Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 12:00 Total Beam Length (ft) = 1200 • - JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right • Concrete thickness (in) 3.50 3.50 • Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pc() 145.00 145.00 _ Unit weight concrete (pct) 145.00 145.00 fc(ksi) - 3.00 3.00 fc(ks) 3.00 3.00 Decking Orientation - perpendicular perpendicular • Decking Orientation perpendicular perpendicular • Decking type VERCO W3 Fonnlok VERCO W3 Formlok Decking type VERCO W3 Fonnlok VERCO W3 Formlok beff (in) = 36.00 Y bar(in) = 13.78 Neff (in) = 36.00 Y bar(in) = • 13.78 Mnf(kip -ft) - 256.76 Mn (kip-ft) = 175.38 Mnf(kip -ft) = 256.76 Mn(kip-ft) = 175.38 C (kips) = 84.16 PNA (in) = 9.66 C (kips) = 84.16 PNA (in) = 9.66 Ieff(in4) = 393.08 Itr (in4) = 608.58 Ieff(in4) = 393.08 Itr (in4) = 608.58 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) • = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 - • Stud Capacity (lips) Qn = 21.0 # of studs: Max = 12 Partial = 7 Actual = 8 # of studs: Max = 12 Partial = 7 Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 3022 Number of Stud Rows = 1 Percent of Full Composite Action = 30.22 LINE LOADS (1c/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL . Load Dist DL CDL IL Red% Type CLL 1 0.00 0.808 0.550 0.323 0.0% Red 0.162 1 0.00 0.875 0.595 0.350 0.0% Red 0.175 12.00 0.808 0.550 0.323 . 0.162 12.00 0.875 0.595 0.350 0.175 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.92 kips 0.90Vn= 77.16 kips - . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.66 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft • 11 ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 16.5 6.0 - -- 0.90 92.63 Center Pre Comp 1.2DL +1.6LL 17.9 6.0 - - 0.90 92.63 Init DL 1.4DL 13.9 6.0 -- -- • Init DL 1.4DL 15.0 6.0 - - Max + 1.2DL +1.6LL 268 6.0 -- -- 0.85 149.08 Max + 1.2DL +1.6LL 29.0 6.0 -- - 0.85 149.08 Controlling 1,2DL+I.6LL 26.8 6.0 -- - 0.85 - 149.08 Controlling 1.2DL +1.6LL 29.0 6.0 - -- 0.85 149.08 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 4.27 4.27 • Initial reaction 4.62 4.62 ' DL reaction _ 4.85 4.85 DL reaction 5.25 5.25 Max +LL reaction 1.94 1.94 - Max +LL reaction 2.10 2.10 • • Max +total reaction (factored) 8.92 8.92 Max +total reaction (factored) 9.66 9.66 DEFLECTIONS: DEFLECTIONS: - Initial load (in) at 6.00 ft = -0068 LJD = 2117 Initial load (in) at 6.00 ft = -0.074 L/D = - 1955 Live load (in) at 6.00 ft = -0.013 UD = 10880 Live load (in) at 6.00 ft = -0.014 LJD = 10051 Post Comp load (in) at 6.00 ft = -0.024 UD = 6045 _ Post Comp load (in) at 6.00 ft = -0.026 UD = 5584 Net Total load (in) at • 6.00 ft = -0092 UD = 1568 • Net Total load (in) at 6.00 ft = -0.099 LJD = 1448 FR Gravity Beam Design I .1 Gravity Beam Design RAM Steel v7.0 Page 243/287 RAM Steel v7.0 Page 244/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 wr,..- Building Code: UBC2 Steel Code: LRFD 2nd Ed • Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Typo: Floor Beam Number =195 Post Comp load (in) at 12.790 = -0.249 • LJD = 1235 Net Total load (in) at 12.79 ft = -0483 UD = 635 SPAN INFORMATION (ft): I -End (132.67,87.08) J -End (132.67,112.67) • . Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 25.58 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) - 3.50 3.50 Unit weight concrete (pcf) - - 145.00 145.00 . fc (ksi) 3.00 3.00 ' Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Fonnlok Leff (in) = 76.75 .Y bar(in) = 18.91 ' Mnf(kip -ft) = 602.31 Mn(kip-ft) = 487.74 . C (kips) - 231.44 PNA (in) = 16.56 Ieff (in4) = 1474.38 In (in4) = 1948.58 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 - • . • . # of studs: Full = 62 Partial = 16 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 35.69 - POINT LOADS (kips): . Dist DL CDL RcdLL Red% NonRLL StorLL Red% RootLL Red% CLL 640 3.84 2.61 1.53 13.7 0.00 0.00 0.0 0.00 Snow 0.77 8.08 10.10 6.87 4.04 13.7 0.00 0.00 0.0 0.00 Snow' 2.02 • • 12.79 3.84 2.61 1.53 13.7 0.00 0.00 0.0 000 Snow 0.77 16.83 10.50 7.14 4.20 13.7 0.00 0.00 0.0 0.00 Snow 2.10 19.19 3.84 2.61 1.53 13.7 0.00 0.00 0.0 0.00 Snow 0.77 :SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 28.49 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn . kip-ft ft ft kip-ft Center Pre Comp L2DL +1.6LL 154.3 12.8 - -- - -- 0.90 249.38 . InitDL 1.4DL 129.3 12.8 - -- - Max + 1.2DL +1.6LL 238.0 12.8 - -- - 0.85 414.58 - trolling 1.4DL 154.3 12.8 -- -- 0.90 249.37 .CTIONS (kips): - Left Right • Initial reaction 14.30 13.95 DL reaction 16.26 15.86 Max +LL reaction 5.61 5.47 Max +total reaction (factored) 28.49 27.79 DEFLECTIONS: (Camber = 1/2) ' Initial load (in) at 12.79 ft = -0.735 - UD = 418 • Live load (in) at 12.79 tt = -0.129 UD = 2380 Gravity Beam Design � � Gravity Beam Design e 7 RAM Steel v7.0 • Page 245/287 RAM Steel v7.0 Page 246/287 - DataBase: N13432 - 05/03/04.17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 - Steel Code: LRFD 2nd Ed .rarurz•w Building Code: UBC2 : Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 196 Floor Type: Floor Beam Number =197 SPAN INFORMATION (ft): I -End (132.67,87.08) J -End (144.67,87.08) SPAN INFORMATION (ft): I -End (132.67,93.48) J -End (144.67,93.48) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 12.00 - . ... OMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right . . Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 re (ksi) 3.00 3.00 fc (ksi) • 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation • perpendicular perpendicular. Decking Type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok . beff(in) - 36.00 Ybar(in) = 13.78 beff(in) = 36.00 Ybar(in), = 13.78 Mnf (lip -ft) _ 256.76 Mn (kip -ft) = 188.57 . Mnf (kip -ft) = 256.76 Mn (kip-ft) = 188.57 , C (kips) - 105.20 PNA (in) = 10.56 C (kips) = 105.20 PNA (in) = : 10.56 • Ieff (in4) = 424.13 Itr (in4) = 608.58 tell' (in4) = 424.13 Itr (in4) = 608.58 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 12 Partial = 7 Actual = 10 # of studs: Max = 12 Partial = 7 Actual = 10 Number of Stud Rows = 1 Percent of Full Composite Action = 37.77 - Number of Stud Rows = 1 Percent of Full Composite Action = 37.77 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL ' LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL • 1 0.00 0.791 0.538. 0.316 0.0% Red 0.158 1 0.00 0.640 0.435 0.256 0.0% Red 0.128 . 12.00 0.791 0.538 0.316 0158 12.00 0.640 0.435 0.256 0. 128 SHEAR (Ultimate): Max Vu (t.2DL +1.6LL)= 8.73 kips 0.90Vn= 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.06 kips 0.9OVn= 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn ' kip-ft ft ft kip-11 kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 16.2 6.0 -- - 0.90 92.63 Center Pre Comp 1.2DL +1.6LL 13.1 - 6.0 - - 0.90 . 92.63 • Init DL I.4DL 13.5 6.0 - - • Init DL l.4DL 11.0 6.0 -- -- Max + t.2DL +1.6LL 26.2 6.0 -- - 0.85 160.28 Max + 1.2DL +f.6LL 21.2 6.0 -- -- 0.85 160.28 • • Controlling I.4DL 16.2 6.0 - -- 0.90 92.62 Controlling 1.4DL 13.1 6.0 - - 0.90 92.62 • REACTIONS (kips): • REACTIONS (kips): Left Right Left Right Initial reaction 4.17 4.17 • Initial reaction • 3.38 3.38 • DL reaction 4.74 4.74 DL reaction 3.84 3.84 • Max +LL reaction 1.90 1.90 Max +LL reaction 1.53 1.53 ' Mari +total reaction (factored) 8.73 8.73 Max +total reaction (factored) 7.06 7.06 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 6.00 ft = -0.067 VD = 2164 Initial load (in) at 6.00 ft = -0.054 UD = 2675 Live load (in) at 6.00 ft = -0.012 UD = 02003 Live load (in) at 6.00 ft = -0.010 L/D = 14837 Post Comp load (in) at 6.00 ft = -0.022 1/D = 6668 Post Comp load (in) at 6.00 ft = -0.017 UD = 8243 Net Total load (in) at 6.00 ft = -0.088 UD = 1634 • Net Total load (in) at 6.00 ft = -0.071 L/D = 2020 • El Gravity Beam Design Gravity Beam Design RAM Steel v7.0 Page 247/287 . RAM Steel v7.0 Page 248/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 198 Floor Type:, Floor Beam Number = 199 SPAN INFORMATION (ft): 1-End (132.67,99.88) J -End (144.67,99.88) SPAN INFORMATION (ft): I -End (132.67,106.27) J -End (144.67,106.27) Beam Size (User Selected) = W12)09 Fy = 50.0 ksi • Beam Size (User Selected) = W 12X19 . Fy = 50.0 ksi Total Beam Length (11) = 12.00 Total Beam Length (ft) =. 12.00 • COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right • . Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pcf) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 • Cc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fomrlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 36.00 Y bar(in) = 13.78 beff (in) = 36.00 Y bar(in) = 13.78 Mnf (kip-ft) = 256.76 Mn (kip -ft) = 188.57 Mnf (kip -ft) = 256.76 Mn (kip -ft) = 188.57 C (kips) = 105.20 PNA (in) = 10.56 C (kips) - = 105.20 PNA (in) = 10.56 ' Ieff (in4) = 424.13 Itr (in4) = 608.58 ' Ieff (in4) = 424.13 Itr (in4) = 608.58 Stud length (in) = 5.50 Stud diam (in) = 0.75 ' Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 9 of studs: Max = 12 Partial = 7 Actual = 10 # of studs: Max = 12 Partial = 7 Actual = 10 Number of Stud Rows = 1 Percent of Full Composite Action = 37.77 Number of Stud Rows = 1 Percent of Full Composite Action = 37.77 • LINE :LOADS (k/ft): LINE LOADS (k/ft): ' Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.640 0.435 0.256 0.0% Red 0.128 1 0.00 0. 640 0.435 0. 256 0.0% Red 0.128 12.00 0.640 0.435 0.256 0.128 12.00 0.640 0.435 0.256 0.128 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 7.06 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.06 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo ' Mu , @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-ft ft ft kip-ft • kip-ft ft ft kip-ft . Center Pre Comp 1.2DL +1.6LL 13.1 6.0 - -- 0.90 92.63 Center Pre Comp 1.2DL +1.6LL 13.1 6.0 -- - 0.90 92.63 Init DL 1.4DL 11.0 6.0 - -- -- Init DL- L4DL 11.0 6.0 - -- - Max + 1.2DL +1.6LL 21.2 6.0 -- -- 0.85 160.28 Max + 1.2DL +1.6LL 21.2 6.0 -- -- 0.85 160.28 Controlling, 1.4DL 13.1 6.0 - - 0.90 92.62 Controlling 1.4DL 13.1 6.0 - -- 0.90 92.62 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 3.38 3.38 Initial reaction 3.38 - 3.38 DL reaction 3.84 3.84 DL reaction 3.84 3.84 Max +1.L reaction 1.53 1.53 Max +LL reaction 1.53 1.53 . Max +total reaction (factored) 7.06 7.06 Max +total reaction (factored) 7.06 7.06 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 6.00 ft = -0.054 UD = 2675 Initial load (in) at ' 6.00 ft = -0.054 I/D = 2675 Live load (in) at 6.00 ft = -0.010 VD = 14837 Live load (in) at 6.00 ft = -0.010 L/D = 14837 Post Comp load (in) at 6.00 ft = -0.017 1113 = 8243 Post Comp load (in) at 6.00 ft = -0.017 UD = 8243 Net Total load (in) at 6.00 ft = -0.071 1JD = 2020 Net Total load (in) at 6.00 tt = -0.071 UD = 2020 Gravity Beam Design { \�, Gravity Beam Design RAM Steal v7.0 Page 249/287 FIT RAM Steel v7.0 • Page 250/287 gii4r) 77 1 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. "^E. ,^w Building Code: UBC2 Steel Code: LRFD 2nd Ed. 'Floor Type: Floor Beam Number = 200 Floor Type: Floor Beam Number = 201 SPAN INFORMATION (ft): 1 -End (132.67,112.67) J -End (132.67,128.17) SPAN INFORMATION (ft): I =End (132.67,112.67) .1-End (144.67,112.67) Beam Size (User Selected) = W 18X35 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 Total Beam Length (ft) = 12.00 ,JMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): Left Right Left Right ' Concrete thickness (n) 3.50 3.50 . Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pc() 145.00 145.00 Unit weight concrete (pci) 145.00 145.00 ' fc(ks) 3.00 3.00 fc(ksi) 3.00 300 . Decking Orientation • parallel parallel Decking Orientation • perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Fonnlok VERCO W3 Formlok beff(in) = 46.50 Ybar(in) = 17.45 beff(in) = 36.00 Ybar(in) = 13.78 Mnf (kip -ft) • = 543.41 Mn ( kip-ft) = 392.80 Mnf (kip -ft) = 256.76 Mn (kip -ft) = 188.57 . C (kips) = 105.20 PNA (in) = 12.36 C (kips) = 105.20 PNA (in) = 10.56 Leff (in4) = 1125.58 Itr (in4) = 1732.65 leff(in4) = 424.13 Itr (in4) = 608.58 • . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 #. of studs: Full = 40 Partial = 10 Actual = 10 # of studs: Max = 12 Partial = 7 Actual = 10 • - Number of Stud Rows = 1 Percent of Full Composite Action = 25.35 Number of Stud Rows = 1 Percent of Full Composite Action = 37.77 • POINT LOADS (kips): LINE LOADS (k/ft): Dist DL CDL RedIL Red% NosRLL StorLL Red% RootLL Red% CLL "Load Dist DL CDL LL Red% Type CLL 7.75 11.16 9.49 13.95 0.0 0.00 0.00 0.0 0.00 Snow 2.79 1 0.00 0.310 0263 0.387 0.0% Red 0.078 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 17.86 kips 0.90Vn = 143.37 kips 12.00 0.310 0.263 0.387 0.078 2 0.00 0.320 0.217 0.128 0. 0% Red 0.064 MOMENTS (Ultimate): • 12.00 0.320 0.217 0.128 0.064 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn - kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.48 kips 0.90Vn = 77.16 kips • Center Pre Comp 1.2DL +1.6LL 61.4 7.8 -- -- 0.90 249.38 MOMENTS (Ultimate): Iriit DL I.4DL 51.5 7.8 - -- - Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn . Max+ 12DL +1.6LL 138.4 7.8 -- -- 0.85 333.88 kip-ft ft ft kip-ft Controlling 1.2DL +1.6LL 138.4 7.8 - -- 0.85 333.88 Center 'Pre Comp 1.2DL +1.6LL 14.5 6.0 -- - 0.90 92.63 REACTIONS (kips): Iii[ DL 1.4DL 12.1 6.0 - - Left Right . ight • Max + 1.2DL +1.6LL 28.4 6.0 - - 0.85 160.28 Initial reaction 614 6.14 Controlling 1.2DL +1.61.L 28.4' 6.0 ' - - 0.85 160.28 DL reaction 5.58 5.58 REACTIONS (kips): • Max +LL reaction 6.97 6.97 Left Right Max +total reaction (factored) 17.86 17.86 Initial reaction 3.73 3.73 DEFLECTIONS: • DL reaction 3.78 3.78 Initial Ioad(in) at • 7.75 ft = -0.086 " VD = 2163 Marc +LL reaction 3.09 3.09 Live load (in) at 7.75 ft = -0.057 UD = 3247 Max +total reaction (factored) 9.48 9.48 Post Comp load (in) at. 7.75 ft = -0.064 1/D = 2899 DEFLECTIONS: • . Net Total load (in) at 7.75 ft = -0.150 111) = 1239 Initial load (in) at 6.00 ft = -0.060 L/D = 2419 • Live load (in) at 6.00 ft = -0.020 IJD -= 7365 Post Comp load (in) at 6.00 ft = -0.025 IJD = 5715 • �� / jy Gravity Beam Design Ell Gravity Beam Design • 'I il RAM Steel v7.0 . Page 251/287 ` �� RAM Steel v7.0 Page 252/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 ....xe*a Building Code: UBC2 • " Steel Code: LRFD 2nd Ed Building Code UBC2 Steel Code: LRFD 2nd Ed. Net Total load (in) at 6.00 ft = -0.085 IJD = 1700 Floor Type: Floor" Beam Number = 202 SPAN INFORMATION (ft): I -End (132.67,120.42) .1-End (144.67,120.42) . Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 • COMPOSITE PROPERTIES (Not Shored): - Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) ' ' 145.00 145.00 • fc(ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 36.00 Y bar(in) = 13.78 Mnf (kip-ft) = 256.76 Mn (kip -ft) = 188.57 . C (kips) = 105.20 " PNA (in) = 10,56 • Leff(in4) = 424.13 Itr (in4) = 608.58 Stud length (in) = 5.50 Stud diam (in) . = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Max = 12 Partial = 7 Actual = 10 • Number of Stud Rows =1 Percent Of Full Composite Action = 37.77 LINE LOADS (k/0): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.620 0.527 0.775 0.0% Red 0.155 12.00 0.620 0.527 0.775 0.155 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.90 kips 0.9OVn = 77.16 kips MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft 11 kip-ft Center Pre Comp 1.2DL +1.6LL 15.8 6.0 -- 0.90 92.63 !nit DL 1.4DL 13.3 6.0 - -- -- Max+ 1.2DL +1.6LL 35.7 6.0 -- -- 0.85 160.28 Controlling 1.2DL +1.6LL 35.7 6.0 - -- 0.85 160.28 . REACTIONS (kips): . • Left Right Initial reaction 4.09 4.09 ' DL reaction 3.72 3.72 Max +LL reaction 4.65 4.65 Max +total reaction (factored) 11.90 11.90 DEFLECTIONS: • " Initial load (in) at 6.00 ft = -0.065 VD = 2208 Live load (in) at 6.00 ft = -0.029 VD = 4898 ' Post Comp load (in) at 6.00 ft = -0.033 UD = 4373 Net Total load (in) at 6.00 ft = -0.098 VD = 1467 .7 1 Is - Gravity Beam Design , ,� / p ft Gravity Beam Design RAM Steel v7.0 Page 253/287 % 1\ RAM Steel v7.0 Page 254 /287 RAM DataBase: 141)432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/0417:00:13' Building Code: UBC2 Steel Code: LRFD 2nd Ed t4499 Building Code: UBC2 Steel Code: !RFD 2nd Ed. Floor Type: Floor Beam Number = 203 Post Comp load (in) at 10.00 ft = -0.204 I/1) = 1228 Net Total load (in) at 10.00 ft = -0.329 UD = 760 'IPAN INFORMATION (ft): I -End (132.67,128.17) .1-End (132.67,149.00) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 20.83 _ • .,OMPOSITE PROPERTIES (Not Shored): • . Left Right ' Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pct) 145.00 145.00 fc(ksi) 3.00 3.00 • Decking Orientation parallel parallel - • Decking type VERCO W3 Formlok VERCO W3 Fo mlok beff (in) = 52.25 Y bar(in) = 19.14 Mnf ( kip-ft) = 818.03 Mn (kip -ft) = 626.32 C (kips) = 138.02 PNA (in) = 14.05 • • • Ieff (in4) = 2052.90 Itr (in4) = 2948.74 ' Stud length (in) - 5.50 Stud diam (in) = 0.75 'Stud Capacity idps) Qn = 21.0 • ' # of studs: Full = 68 Partial =17 Actual = 20 • Number of Stud Rows = 1 Percent of Full Composite Action = 29.60 • POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL Storl.L Red% . RoofLL Red% CLL . 6.83 8.38 5.70 3.35 3.4 . 0.00 0.00 0.0 0.00 Snow 1.68 8.51 1.35 0.92 0.54 3.4 0.00 0.00 0.0 0.00 Snow 0.27 14.00 8.40 5.71 ' 3.36 3.4 0.00 0.00 0.0 0.00 Snow 1.68 15.51 1.08 0.73 0.43 3.4 0.00 0.00 0.0 0.00 Snow 0.22 6.83 13.89 0.00 0.00 0.0 16.53 0.00 0.0 0.00 Snow 0.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 46.18 kips 0.90Vn = 213.72 kips . MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb . Cb Phi Phi *Mn • kip-ft R ft kip-ft Center Pre Comp I2DL +1.6LL 75.5 8.5 - - 0.90 412.50 Init DL l.4DL 63.3 8.5 -- - Max + I.2DL +l.6LL 315.6 6.8 - - 0.85 532.37 Controlling 12DL +1.6LL 315.6 6.8 - -- 0.85 532.37 REACTIONS (kips): ' Left Right . . Initial reaction 8.33 . 8.58 • . DL reaction 18.80, 14.31 Max +LL reaction 14.77 9.19 ' Max +total. reaction (factored) 46.18 31.87 v DEFLECTIONS: Initial load (in) at 10.10 ft = -0.125 IJD = 1993 Live load (in) at 10.00 ft = -0.111 L/D = 2255 - . • Gravity Beam Design • Gravity Beam Design ` El RAM Steel v7.0 Page 255/287 1' RAM Steel v7.0 Page 256/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed \ Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Floor Beam Number - 204 . Left Right • • Initial reaction 3.73 2.52 SPAN INFORMATION (ft): I -End (132.67,128.17) .1-End (144.67,128.17) DL reaction 5.21 5.02 Beam Size (User Selected) • = W14X22 Fy = 50.0 ksi Max +LL reaction 4.76 5.57 . Total Beam Length (ft) = 12.00 • Max +total reaction (factored) 13.87 14.95 COMPOSITE'PROPERTIES (Not Shored): DEFLECTIONS: Left Right Initial load (in) at 5.88 ft = -0.032 UD = 4538 Concrete thickness (in) 3.50• 3.50 - Live load (in) .at 5.94 ft = -0.026 I/D = 5532 Unit weight concrete (pcf) 145.00 145.00 Post Comp load (in) at 5.94 ft = -0.040 UD = 3587 fc (ksi) 3.00 3.00 Net Total load (in) at 5:94 ft =_ -0.072 UD = 2004 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok betf (in) = 24.00 Y bar(in) = 13.67 Mnf (kip -ft) = 269.59 Mn (kip -ft) = 227.06 C (kips) - 103.87 PNA (in) = 11.39 Ieff (in4) = 562.37 ltr (in4) = 720.81' ' Stud length (in) = 5.50 Stud diani (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • 9 of studs: Max = 12 - Partial = 6 Actual = 10 Number of Stud Rows = 1 Percent of Full Composite Action = 48.49 • , POINT LOADS (kips): ' . Dist ' DL CDL RedU. Red% NonRLL. StorLL Red% RootLL Red% CLL 3.50 1.08 0.73 0.43 0.0 0.00 0.00 0.0 0.00 Snow 0.22 ' LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 3.50 0.480 0.000 0.550 0.0% Red . 0.000 . 12.00 0.480 0.000 0.550 0.000 2 0.00 0.380 0.258 0.152 0.0% Rcd 0.076 3.50 ' 0.377 0.256 0.151 0.075 3 3.50 0.005 0.005 0.007 0.0% Red 0.001 • 12.00 0.003 0.002 0.004 0.001 _ 4 0.00 0.310 0.263 0.387 0.0% Red 0.078 • 12.00 0.310 0.263 0.387 0.078 CHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 14.95 kips 0.90Vn = 85.33 kips • MENTS (Ultimate): ' a Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft ft ft kip-ft Center Pre Comp 1.2DL +l.6LL 11.8 4.7 - -- -- 0.90 124.50 [nit DL l.4DL 9.9 4.7 -- - . . Max+ l.2DL +1.6LL 45.4 5.9 -- -- 0.85 193.00 • Controlling 1.2DL +1.61L 45.4 5.9 -- -- 0.85 193.00 REACTIONS (kips): • • • Gravity Beam Design Gravity Beam Design T ') ' 1 (9 RAM Steel v7.0 ry p Page 257/287 7 it RAM Steel v7.0 Page 258/287 . I DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 • Steel Code: LRFD 2nd Ed Floor Type: Floor " Beam Number =205 Floor Type: Floor Beam Number =206 SPAN INFORMATION (ft): 1 -End (132.67,136.68) J -End (136:17,136.68) SPAN INFORMATION (ft): I -End (132.67,143.68) J -End (136.17,143.68) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi • Beam Size (User Selected) = W12)09 Fy = 50.0 ksi Total Beam Length (ft) = 3.50 . Total Beam Length (ft) = 3.50 'Mp ( kip-ft) = 102.92 Mp (lip -It) = 102.92 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.774 0.310 0.0% Red 1 . 0.00 0.616 0.246 0.0% 'Red 3.50 0.774 0.310 3.50 0.616 0.246 • • SHEAR (Ultimate): Max Vu (1.2DL +1:6LL)= 2.49 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 1.98 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate):. MOMENTS (Ultimate): . Span Cond LoadCombo Mu ® Lb Cb Phi Phi *Mn . Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip-ft kip-fl - ft ft kip-ft ' Center Max + 1.2DL +1.6LL 2.2 1.8 0.0 1.00 0.90 92.62 Center Max + 1.2DL +I.6LL 1.7 1.8 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 2.2 1.8 ' 0.0 1.00 0.90 92.62 . Controlling 1.2DL +1.6LL 1.7 1.8 0.0 1.00 0.90 92.62 REACTIONS (kips): REACTIONS (kips): . Left Right Left Right . DL reaction 1.35 1.35 DL reaction 1.08 1.08 Max +LL reaction . 0.54 0.54 Max +LL reaction 0.43 0.43 Max +total reaction (factored) 2.49 2.49 Max +total reaction ( factored) 1.98 1.98 DEFLECTIONS: DEFLECTIONS: . Dead load (in) at 1.75 ft = -0.001 Dead load (in) at 1.75 ft = -0.001 Live load (in) at 1.75 ft = -0.000 Live load (in) at 1.75 ft = -0.000 • ' Net Total load (in) at 1.75 ft = -0.001 . Net Total load (in) at 1.75 ft = -0.001 • Gravity Beam Design Gravity Beam Design IR RAM Steel v7.0 Page 259/287 F� \ \n, ` RAM Steel v7.0 Page 260/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd•Ed. Floor Type: Floor Beam Number = 207 Floor Type: Floor Beam Number = 208 SPAN INFORMATION (ft): 1 -End (132. 67,149.00) J -End (132.67,170.17) - SPAN INFORMATION (ft): 1 -End (132.67,149.00) J -End (140.67,149.00) Beam Size (User Selected) = W16)01 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 21.17 Total Beam Length (ft) = 8.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE. PROPERTIES (Not Shored): . Left' Right Left Right Concrete thickness (m) 3.50 3.50 - Concrete thickness (in)' - 3.50 3.50 Unit weight concrete (pci) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 . , fc (ksi) 3.00 3.00 . fc (ksi) 3.00 3.00 Decking Orientation parallel parallel • Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok - Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 63.50 Y bar(in) = 17.16 beff (in) • = 18.00 Y bar(in) = 13.79 Mnf (kip -ft) = 495.21 Mn (kip -41) = 381.11 • Mnf (kip -ft) = 309.83 Mn (kip -ft) = 258.30 C (kips) = 174.45 PNA (in) = 14.28 C (kips) = 73.64 PNA (in) = 10.79 Ieff (in4) = 1049.93 Itr (in4) = 1466.19 Leff (in4) = ' 694.78 Itr (in4) = 882.62 Stud length (in) = 5.50 Stud diam (in) = 0.75 Siud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 6 of studs: Full = 48 Partial = 12 Actual = 18 • # of studs: Max = 16 Partial = 5 Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 38.26 Number of Stud Rows = 1 Percent of Full Composite Action = 45.84 POINT LOADS (kips): POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL. Red% RoofLL Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 9.75 21.45 14.59 8.58 15.1 0.00 0.00 0.0 0.00 Snow 4.29 3.50 1.36 0.92 0.54 0.0 0.00 0.00 0.0 0.00 Snow 0.27 19.50 12.44 8.46 4.98 15.1 0.00 0.00 0.0 0.00 Snow 2.49 LINE LOADS (k/ft): ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =37.21 kips 0.90Vn = 117.91 kips Load Dist DL CDL LL Red% Type CLL MOMENTS (Ultimate): 1 0.00 0.488 0.332 0.195 0.0% Red 0.098 Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn 8.00 0.488 0.332 0.195 0,098 kip-ft ft ft kip -ft 2 0.00 0.266 0.181 0.106 0.0% Red 0,053 Center Pre Comp 1.2DL +1.6LL 139.0 9.8 -- - 0.90 202.50 3.50 0.266 0 0. 0,053 . (nit DL I.4DL 116.5 9.8 -- -- SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.33 kips 0.90Vn = 104.34 kips Max + 1.2DL +1.6LL 213.3 9.8 - -- -- 0.85 323.94 Controlling 1.4DL 139.0 9.8 -- - 0.90 202.50 MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn REACTIONS (kips): kip-ft ft ft kip-ft Left Right - Center Pre Comp 1.2DL+1.6LL 8.4 3.5 -- - -- 0.90 165.75 Initial reaction 11.04 18.78 (nit DL 1.4DL 7.1 3.5 - -- -- DLreaction • 12.55 21.34 Max 4- 1.2DL +t.6LL 13.7 3.5 - - 0.85 219.56 Max +LL reaction 4.26 7.25 Controlling 1.2DL +1.6LL 13.7 3.5 -- -- 0.85 219.56 Max +total reaction (factored) 21.88 37.21 REACTIONS (kips): DEFLECTIONS: (Camber = 1/2) Left Right Initial load (in) at 10.48 R = -0.516 UD = 492 • Initial reaction 3.03 2.42 Live load (in) at 10.48 ft = -0.092 L/D = 2760 DL reaction • 3.44 2.75 Post Comp load (in) at 10.48 ft = -0.179 I1D = 1421 Max +LL reaction 1.38 1.10 Net Total load (in) at 10.48 ft = -0.195 UD = 1304 Max +total reaction (factored) 6.33 5.05 I yy `` Gravity Beam Design Gravity Beam Design `� RAM Steel v7.0 Page 261/287 7 I RAM Steel v7.0 Page 262/287 . RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 . • 05/03/04 17:00:13 Building Code: UBC2 ' Steel Code: LRFD 2nd Ed '^.." °c" Building Code: UBC2 • Steel Code: LRFD 2nd Ed DEFLECTIONS: Floor Type: Floor Beam Number = 209 Initial load (in) at 3.92 ft = -0.006 UD = 15551 SPAN INFORMATION (ft): I -End (132.67,158.75) J -End (152.67,158.75) Live load (in) at 3.92 ft = -0.002 UD = 61024 Post Comp load (in) at 3.92 ft = . -0.003 I/D = 33902 Beam Sian (User ( = 20 Fy = 50.0 ksi Net Total load (in) at 3.92 ft = -0.009 UD = 10661 Total Beam Lengtth h (Rft) ) = 20.00 0 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 . fc (ksr) 3.00 3.00 • Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Formlok . betf(m) = 60.00 Y bar(in) • = 17.27 Mnf (kip-ft) = 418.88 Mn (kip R) = 341.07 . C (kips) = 189.36 PNA (in) = ' 15.34 . leff(in4) = 957.72 Itr(in4) = 1236.20 • Stud length (m) = 5.50 Stud diam (in) = 0.75 • Stud Capacity (kips) Qn = 21.0 6 of studs: Full = 37 Partial = 10 Actual =18 " Number of Stud Rows = 1 Percent of Full Composite Action = 49.31 • ' LINE LOADS (k/ft): • Load Dist DL CDL LL Rcd% Type CLL ' 1 0.00 0.975 0.663 0.390 3.6% Red 0.195 20.00 0.975 0.663 0.390 0.195 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =17.71 kips 0.90Vn = 104.34 kips . MOMENTS (Ultimate): Span Cond LoadCombo 'Mu @ Lb Cb Phi Phi•Mn kip-ft - ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 55.4 10.0 - - 0.90 165.75 . Init DL 1.4DL 46.4 10.0 • -- - . • Max + 1.2DL +1.6LL 88.6 10.0 - - 0.85 289.91 Controlling 1.4DL 55.4 - 10.0 - - 0.90 165.75 • REACTIONS (kips): " • . Left Right • ' Initial reaction 8.58 8.58 • DL reaction 9.75 9.75 Max +LL reaction ' 3.76 3.76 Max +total reaction (factored) 17.71 17.71 . • DEFLECTIONS: • • " Initial load (in) at 10.0011 = -0.273 L/D = 878 • Live load (in) at 10.00 ft = -0.049 L/D = 4925 Post Comp load (in) at 10.00 ft = -0.089 L/D = 2691 • Net Total load (in) at 10.00 ft = -0.363 L/D = 662 • F . � RAM Steel v7.0 Gravity Beam Design � � Gravity Bea Design Page 263 /28'7 RAM Steel v7.0 Page 264/287 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed_ 11,,, Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number =210 Left Right Max +total reaction (factored) 10.29 9.56 • SPAN INFORMATION (ft): I -End (132.67,168.50) J -End (152.67,168.50) Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi DEFLECTIONS: Total Beam Length (ft) = 20.00 Initial load (in) at 9.90 R = -0.231 UD = 1038 Live load (in) at 9.9011 = -0.043 LID = 5630 COMPOSITE PROPERTIES (Not Shored): • Post Comp load (in) at 9.90 ft = -0.077 L/D = 3128 Left Right • Net Total load (in) at 9.90 ft = -0.308 L/D = 779 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok . betf (in) = 36.00 Y bar(in) = 14.76 . Mnf (kip -ft) = 312.96 - Mn (kip -ft) = 260.72 C (kips) - = 164.93 PNA (in) = 13.42 Ietf (in4) = 635.1,7 Itr (in4) = 807.79 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • it of studs: Max = 20 Partial = 9 Actual = 16 • - • Number of Stud Rows = 1 Percent of Full Composite Action = 49.41 POINT LOADS (kips): Dist DL CDL RedLL Red% Non1L L StorLL Red% RooILL Red% CLL . 11.11 0. 07 0.05 0. 03 0.0 0.00 0.00 0.0' 0.00 Snow 0.01 • LINE LOADS (k/ft): . Load Dist DL CDL LL Red% Type CLL 1 0.00 0.083 0.057 0.033 0.0% Red 0017 . 11.11 0.083 0.057 0.033 0.017 2 11.11 0.050 0.034 0.020 0.0% Red 0.010 • 12.00 0.050 0.034 0.020 0.010 3 0.00 0.488 0.332 0.195 0.0% Red 0.098 20.00 0.488 0.332 0.195 0.098 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 10.29 kips 0.90Vn = 85.33 kips MOMENTS (Ultimate): an Cond LoadCombo . Mu @ Lb Cb Phi Phi`Mn . kip-ft' R R . kip-ft der Pre Comp 1.2DL +1.6LL 31.1 9.8 - -- 0.90 124.50 Init DL 1.4DL 26.1. 9.8 -- -- Max + 1.2DL +1.6LL 50.4 9.8 - - 0.85 221.62 Controlling 1.4DL 31.1 9.8 -- 0.90 124.50 . REACTIONS (kips): Left Right Initial reaction 4.92 4.57 - DL reaction 5.59 5.20 Max +LL reaction 2.24 2.08 . Gravity Beam Desien Gravity Beam Design .a.. RAM Steel v7.0 Page 265/287 � l RAM Steel v7.0 Page 266/287 / DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd Ed •^ *�+ Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number =212 • Floor Type: Floor Beam Number = 213 0 PAN INFORMATION (ft): I -End (136.17, -1.17) . J -End (136.17,13.33) SPAN INFORMATION (ft): I -End (136.17,128.17) J -End (136.17,149.00) •Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W 14X22 - Fy = 50.0 ksi Total Beam Length (ft) = 14.50 Total Beam Length (ft) = 20.83 Mp (kip -ft) = 108.33 . . COMPOSITE PROPERTIES (Not Shored): LINE LOADS (k/ft): Left Right • Load Dist DL LL Red% Type Concrete thickness (in) 3.50 3.50 1 0.00 0.142 0.675 - NonR Unit weight concrete (pct) . 145.00 145.00 14.50 0.142 0.675 [ c (ks) 3.00 3.00 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.06 kips 0.90Vn= 65.90 kips Decking Orientation parallel parallel • Decking type VERCO W3 Formlok VERCO W3 Fomtlok MOMENTS (Ultimate): beff (in) = 27.00 Y bar(in) = 13.99 Span • Cond LoadCombo Mu ® Lb Cb Phi Phi'Mn Mnf (kip -ft) = 280.60 Mn (kip -ft) _ . 259.13 ' kip-ft ft ft kip-fl C (kips) = 171.88 PNA (in) = ' 13.43 . Center Max + 1.2DL +1.6LL 32.9 7.3 0.0 1.00 0.90 97.50 Ieff (in4) . = 661.60 It (m4) = 746.75 Controlling 1.2DL +1.6LL 32.9 7.3 0.0 1.00 0.90 97.50 Stud length (in) = 5.50 Studdiam(in) = 0.75 REACTIONS (kips): • Stud Capacity (kips) Qn = 21.0 Left Right # of studs: Full = 29 Partial = 8 Actual = 20 DL reaction ' 1.03 1.03 • Number of Stud Rows = 1 Percent of Full Composite Action = 71.33 Max +LL reaction • 4.89 4.89 POINT LOADS (kips): • Max +total reaction (factored) 9.06 9.06 Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL DEFLECTIONS: . • 8.51 1.35 0.92 0.54 0.0 0.00 0.00 • 0.0 0.00 Snow 0.27 Dead load (in) at 7.25 ft = -0.041 IJD = 4223 15.51 1.08 0.73 0.43 0.0 0.00 0.00 • 0.0 0.00 Snow 0.22 • Live load (in) at 7.25 ft = -0.196 • UD = 887 LINE LOADS (k/ft): . • . Net Total load (in) at 7.25 ft = -0.237 I1D = 733 Load Dist DL CDL LL Red% Type CLL 1 0.00 0.040 0.034 0.050 0.0% Red 0.010 . 0.07 0.040 0.034 0.050 0.010 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 2.50 kips 0.90V n = 85.33 kips • MOMENTS (Ultimate): Span Cond . LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft R kip-ft . Center Pre Comp 1.2DL +1.6LL . 10.4 8.5 - - 0.90 124.50 Init DL, 1.4DL 8.7 8.5 -- -- Max + 1.2DL +1.6LL 16.9 8.5 - - 0.85 22026 Controlling 1.4DL 10.4 8.5 - - 0.90 124.50 REACTIONS (kips): . • • . Left Right . Initial reaction 0.95 1.19. • " DL reaction 1.08 1.36 Max +LL reaction 043 0.54 Max +total reaction (factored) 1.99 ' 2.50 Gravity Beam Desien Gravity Beam Desizn f ' RAM Steel v7.0 Page 267/287 I1 RAM Steel v7.0 Page 268/287 • RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 ^r* T+∎ Building Code: UBC2 • Steel Code: LRFD 2nd Ed. ..".',..•`. Building Code: UBC2 Steel Code: LRFD 2nd Ed. DEFLECTIONS: • . Floor Type: Floor . Beam Number =214 • Initial load (in) at 10.42 ft = -0.078 IJD = 3188 SPAN INFORMATION (ft): 1 -End (140.67, -1.17) J -End (140.67,13.33) Live load (in) at 10.42 ft = -0.014 IJD = 18016 ' Beam Size (User Selected) = W I OX22 Fy = 50.0 ksi Post Comp load (in) at 10.42 ft = -0.025 VD = 10009 Total Beam Length (fl) = 14.50 Net Total load (in) at 10.42 ft = -0.103 IJD = 2418 • Mp ( kip-ft) = 108.33 • LINE LOADS (k/ft): Load Dist DL LL Red% Type . • 1 0.00 0.047 0.225 -- NonR 14.50 0.047 0.225 2 0.00 0.000 0.000 - NonR 4.53 0.010 0.050 . 3 4.53 0.010 0.050 - NonR 14.50 0.010 0.050 • ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.67 kips 0.90Vn = 65.90 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-fl ft ft kip-ft Center Max+ 1.2DL +1.6LL 13.2 7.3 0.0 1.00 0.90 • 97.50 Controlling 1.2DL +1.6LL 13.2 7.3 0.0 1.00 0.90 97.50 REACTIONS (kips): • Left Right DL reaction 040 0.42 • Max +LL reaction 1.89 1.98 ' • Max +total reaction (factored) 3.50 3.67 DEFLECTIONS: Dead load (in) at 7.25 ft = -0.017 VD = 10510 - Live load (in) at 7.25 ft = -0.079 UD = 2207 Net Total load (in) at 7.25 fl = -0.095 LJD = 1824 • w } ( Gravity Beam Design Gravity Beam Design t ry RAM Steel v7.0 Page 269/287 r1V RAM Steel v7.0 Page 270/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 ... Building Code: UBC2 Steel Code: LRFD 2nd Ed. .w Building Code UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Floor Beam Number =215 • • Floor Type: Floor Beam Number = 217 'PAN INFORMATION (ft): I -End (140.67,149.00) J -End (152.67,149.00) SPAN INFORMATION (ft): 1 -End (144.67,13.33) .1-End (144.67,37.58) Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi • Total Beam Length (11) = 12.00 - Total Beam Length (ft) = 24.25 .. OMPOSITE PROPERTIES (Not Shored): • • COMPOSITE PROPERTIES (Not Shored): Left Right Left Right • • Concrete thickness (in) 3.50 3.50 - Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct) . 145.00 145.00 £c (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking Orientation • parallel - parallel Decking type VERCO W3 Fonnlok VERCO W3 Fonnlok Decking type VERCO W3 Formlok VERCO W3 Fomslok beff(in) - 24.00 Y bar(in) = 14.69 bell - (in) = 42.38 Y bar(in) = 16.38 Mnf (kip -R) = 333.72 Mn (kip -ft) = 268.21 Mnf Qdp.ft) = 400.74 Mn (kip -ft) = 319.82 C (kips) = 84.16 'PNA (in) = 11.21 C (lips) = 154.29 PNA (in) - = 14.02 Ietf (in4) • = 721.84 Itr (in4) = 972.41 . Ieff (in4) = 838.80 Itr (in4) = 1 142.98 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diem (in) = 0.75 Stud Capacity ()tips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 • • # of studs: • Full = 21 Partial = 6 Actual = 8 . • # of studs: Full = 54 Partial =14 Actual = 22 Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 Number of Stud Rows =1 Percent of Full Composite Action = 40.80 • LINE LOADS (6/15): POINT LOADS (kips): . Load Dist DL CDL LL Red% Type CLL Dist DL CDL RcdLL Red% NonRLL StorLL Red% RootLL Red% CLL 1 0.00 0.488 0.332 0.195 0.0% Red 0.098 8.08 4.85 3.30 1.94 0.0 0.00 0.00 0.0 0.00 Snow 0.97 12.00 0.488 0.332 0.195 0.098 16.17 4.85 3.30 1.94 0.0 ' 0.00 0.00 0.0 0.00 Snow 0.97 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.38 kips 0.90Vn =104.34 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.92 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip -ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 10.0 6.0 - -- - 0.90 165.75 Center Pre Comp - 1.2DL +1.6LL 44.5 8.1 - -- - 0.90 165.75 Init DL 1.4DL 8.4 6.0 - ' - 'nit DL 1.4DL 37.3 8.1 - - - • Max+ I.2DL +L6LL 16.1 '6.0 - - 0.85 227.98 Max+ 1.2DL +1.6LL 72.1 8.1 -- -- 0.85 271.85 Controlling 1,2DL +1.6LL 16.1 6.0 - - 0.85 227.98 Controlling 1.4DL 44.5 8.1 - - 0.90 165:75 REACTIONS (kips): REACTIONS (kips): Left Right Left Right Initial reaction 2.57 2.57 Initial reaction 4.27 4.27 DL reaction 2.92 2.92 DL reaction 4.85 4.85 Max +LL reaction 1.17 1.17 ' Max +LL reaction 1.94' 1.94 Max +total reaction (factored) 5.38 5.38 Max +total reaction (factored) 8.92 8.92 DEFLECTIONS: DEFLECTIONS: Initial load (in) at 6.00 ft = -0.018 111) = 8126 Initial load (in) at 12.13 ft = -0.330 • IJD = 881 Live load (in) at 6.00 ft = -0.004 L/D = 33130 Live load (in) at 12.13 ft = -0.070 IJD = 4172 Post Comp load (in) at 6.00 ft = -0.008 UD = 18406 Post Comp load (in) at 12.13 ft = . -0.126 IJD = 2318 • Net Total load (in) at 6.00 ft = -0.026 UD = 5637 Net Total load (in) at 12.13 ft = -0.456 _ L/D = 638 • ,�, //y Gravity Beam Design Gravity Beam Design 1� RAM Steel v7.0 ' Page 271/287 F\II 1 RAM Steel v7.0 • Page 272/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ...-wr' Building Code: UBC2 Steel Code: LRFD 2nd Ed. •rte =0>+ Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam Number = 218 Net Total load (in) at 4.00 ft = -0.007 L/D = 13094 SPAN INFORMATION (ft): I -End (144.67,37.58) J -End (152.67,37.58) • Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 8.00 COMPOSITE PROPERTIES (Not Shored): Left Right . Concrete thickness (in) 3.50 3.50 Unit weight concrete (pci) • 145.00 145.00 . fc(ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular . Decking type VERCO W3 Formlok VERCO W3 Formlok betf(in) = 18.00 Y, bar(in) = 12.84 Mnf(kip -ft) = 247.22 Mn (kip -ft) = 197.69 . C (kips) = 63.09 PNA (in) = 9.61 Ietf(in4) = 485.50 Itr(in4) = 656.17 . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 . # of studs: Max = 8 Partial = 4 Actual = 6 Number of Stud Rows = 1 Percent of Full Composite Action = 39.27 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.471 0.320 0.188 0.0% ' Red 0.094 7.94 0.471 0.320 0.188 0.094 2 7.94 0.471 0.320 0.188 0.0% Red 0.094 8.00 0.000 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.46 kips 0.90Vn = 8533 kips • MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb • Phi Phi•Mn kip-ft ft .ft kip-ft Center Pre Comp 1.2DL +1.6LL 4.3 4.0 - -- -- 0.90 124.50 Init DL 14DL 3.6 4.0 - -- - Max + 1.2DL +1.6LL • • 6.9 4.0 0.85 168.04 - ontrolling I.2DL +1.6LL 6.9 4.0 -- -- 0.85 168.04 1CTIONS (kips): Left Right Initial reaction 1.66 1.64 DL reaction 1.88 1.87 Max +II. reaction 0.75 0.75 Max +total reaction (factored) 3.46 3.44 • DEFLECTIONS: Initial load (in) at 4.00 ft = -0.005 UD = 18777 Live load (in) at 4.00 ft = -0.001 UD = 77877 Post Comp load (in) at ' 4.00 ft = -0.002 IJD = 43265 • r1 i Gravity Beam Design Gravity Beam Design V RAM Steel v7.0 Page 273/287 1V . RAM Steel v7.0 . Page 274/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed , °mw,aw Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Floor Beam.Number =219 ' Floor Type: Floor Beam Number =220 SPAN INFORMATION (ft): 1 -End (144.67,87.08) J -End (144.67,99.88) SPAN INFORMATION (ft): 1 -End (144.67,87.08) J -End (152.67,87.08) Beam Size (User Selected) = W16X36 Fy = 50.0 ksi • Beam Size (User Selected)' = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 12.79 Total Beam Length (ft) = 8.00 .. OMPOSITE PROPERTIES (Not Shored): • COMPOSITE PROPERTIES (Not Shored): • Left Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pci) 145.00 145.00 . fc (ksi) 3.00 3.00 fc (ksi) 3.00 3.00 Decking Orientation parallel. parallel Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok . - Decking type " ' VERCO W3 Formlok VERCO W3 Formlok bef (in) = 25.19 Y bar(in) = 13.95 betf (in) = 18.00 Y bar(in) = 12.84 Mnf ( kip-ft) = 433.82 . Mn (kip -ft) = 335.33 Mnf (kip -ft) . = 247.22 Mn (kip -ft) = 197.69 • C (kips) = 63.12 PNA (in) = 10.07 C (kips) = 63.09 PNA (in) _. 9.61 Ief(in4) = 882.23 Itr (in4) = 1267.47 . leff (in4) = 485.50 Itr (in4) = 656.17 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = ' 0.75 • Stud Capacity (kips) Qn = 21.0 Stud Capacity (Idps) Qn = 21.0 # of studs: Full = 22 Partial = 6 Actual = 6 # of studs: Max = 8 Partial = 4 Actual = 6 Number of Stud Rows =1 Percent of Full Composite Action = 28.08 Number of Stud Rows =1 Percent of Full Composite Action = 39.27 POINT LOADS (kips): LINE LOADS (1c/ft): . Dist DL CDL RedLL Red % . NonELL StorLL Red% RoofLL Red% CLL Load Dist DL CDL LL Red% Type CLL 6.40 3.84 2.61 1.53 ' 0.0 0.00 0.00 0.0 0.00 Snow 0.77 1 0.00 0.471 0.320 • 0.188 0.0° %, Red 0.094 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 3.53 kips 0.90Vn =12632 kips 7.94 0.471 0.320 0.188 0.094 2 7.94 0.471 0.320 0.188 0.0% Red 0.094 MOMENTS (Ultimate): 8.00 0.000 0.000 0.000 0.000 Span • Cond LoadCombo Mu @ Lb Cb Phi Phi°Mf kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.46 kips 0.90Vn = 85.33 kips Center Pre Comp 1.2DL +1.6LL 13.9 6.4 0.90 .240.00 MOMENTS (Ultimate): Inn DL 1.4DL • 11.7 6.4 • -- - Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Max+ 1.2DL +1.6LL 22.6 6.4 - -- - 0.85 285.03 kip-ft ft ft - kip-ft Controlling 1.2DL +1.6LL 22.6 6.4 - - -0.85 285.03 Center Pre Comp 1.2DL +1.6LL 4.3 4.0 - - 0.90 124.50 REACTIONS (kips): Init DL 1.4DL - 3.6 4.0 • - - Left Right Max+ 1.2DL +1.6LL 6.9 4.0 -- - 0.85 168.04 Initial reaction 1.69 1.69 Controlling ' l.2DL +1.6LL 6.9 4.0 -- - 0.85 168.04 DL reaction 1.92 " 1.92 REACTIONS (kips): . Max +LL reaction 0.77 0.77 Left Right Max +total reaction (factored) 3.53 3.53 Initial reaction 1.66 1.64 DEFLECTIONS: DL reaction 1.88 1.87 Initial load (in) at 6.40 ft = -0.015 L/D = 10143. ' . ' Max +LL reaction 0.75 0.75 - Live load (in) at 6.40 ft = -0.005 L/13 = 33956 Max +total reaction (factored) 3.46 3.44 . Post Comp load (in) at 6.40 ft = -0.008 VD = 18864 DEFLECTIONS: - Net Total load (in) at 640 ft = -0.023 IJD = 6596 • Initial load (in) at 4.00 ft = -0.005 IJD = 18777 Live load (m) at 4.00 ft = -0.001 IJD = 77878 Post Comp load (in) at 4.00 ft = -0.002 IJD = 43265 � �� Gravity Beam Design Ft 1 Gravity Beam Design I i ( RAM Steel v7.0 Page 275/287 II RAM Steel v7.0 Page 276/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 1,7:00:13 Building Code: UBC2 • . Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFI) 2nd Ed 'Net Total load (in) at 400 ft = -0-007 IJD = 13094 Floor Type: = Floor , Beam Number 221 SPAN INFORMATION (ft): I -End (144.67,99.88) J -End (144.67,112.67) . Beam Size (User Selected) = W16X36 Fy = 50.0 ksi . Total Beam Length (ft) = 12.79 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 • Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok befT(in) = 25.19 Y bar(in) = 13.95 Mnf -ft) = 433.82 Mn (kip -ft) = 335.33 C (kips) = 63.12 PNA (in) = 10.07 IefT(in4) • = 882.23 Itr(in4) = 1267.47 • Stud length (in) = 5.50 Stud diam (in) . = 0.75 Stud Capacity (kips) Qn = 21.0 # of studs: Full = 22 Partial = 6 Actual = 6 • ' Number of Stud Rows = 1 Percent of Full Composite Action = 28.08 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL • 6.40 3.84 2.61 1.53 0.0 0.00 0.00 0.0 0.00 Snow 0.77 11.46 1.82 1.54 2.27 0.0 • 0.00 0.00 ' 0.0 0.00 Snow 0.45 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.74 kips 0.9OVn = 126.32 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn ' kip-ft ' ft ft kip-ft Center . Pre Comp 1.2DL +l.6LL 15.7 6.4 0.90. 240.00 Init DL 1.4DL . 13.1 6.4 - -- - Max + 1.2DL +1.6LL 26.5 6.4 -- -- 0.85 285.03 Controlling 1.2DL +1.6LL 26.5 6.4 -- - 0.85 285.03 REACTIONS (kips): Left Right Initial reaction 1.90 3.48 - - DL reaction 2.11 3.55 Max +LL reaction 1.00 2.80 _ Max +total reaction (factored) 4.14 8.74 DEFLECTIONS: Initial load (in) at 6.52 R = -0.018 VD = 8575 Live load (in) at 6.52 ft = -0.007 L/D = 23289 Post Comp load (in) at 6.52 ft = -0.010 VD = 14683 Net Total load (in) at 6,52 ft = -0.028 UD = 5413 • • Gravity Beam Design Gra Beam Desien r i RAM Steel v7.0 Page 277/287 Fil RAM Steel v7.0 Page 278/287 ral DataBase: ND432 Building Code: UBC2 Steel Co 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Code: LRFD 2nd EA*w Building Code: UBC2 Steel Code: LRFD 2nd Id. Floor Type: Floor Beam Number = 222 Floor Type: Floor Beam Number = 223 - CPAN INFORMATION (ft): l -End (144.67,11133) J -End (154.67,111.33) SPAN INFORMATION (ft): I -End (144.67,112.67) J -End (144.67,128.17) Beam Size (User Selected) = WI 2X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 15.50 .. OMPOSITE PROPERTIES (Not Shored): - COMPOSITE PROPERTIES (Not Shored): LeR Right Left Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) 3.50 • - 3.50 Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 . fc (kst) 3.00 3.00 f c (ksi) 3.00 3.00 Decking Orientation - perpendicular perpendicular Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Fonnlok• VERCO W3 Formlok beff (in) = 21.00 Y bar(in) • = 11.66 • beff (n) = 46.50 Y bar(in) = 13.69 Mnf (Icip -ft) = 266.54 Mn (kip -ft) = 225.24 Mnf (kip -ft) = 350.53 Mn (kip -ft) = 241.76 C (kips) = 84.16 PNA (in) = 9.77 C (kips) = 105.20 PNA (in) = 10.68 • . Ieff (in4) = 518.49 Itr (in4) = 673.33 Ieff (in4) = 543.92 In (in4) = 852.17 Stud length (in) • = 5.50 Stud diam (in) = 0.75 Stud length (in) _ 5.50 Stud diam (in) ' = 0.75 ' Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 . # of studs: Full = 18 Partial = 5 . Actual = 8 # of studs: Full = 37 Partial = 10 Actual = 10 • . Number of Stud Rows = 1 • Percent of Full Composite Action = 44.90 Number of Stud Rows = 1 Percent of Full Composite Action = 27.50 LINE LOADS (k/ft):. - . POINT LOADS (kips): Load Dist DL CDL ' LL Red% Type CLL Dist DL CDL RedLL Rcd% NonRLL StorLL •cd% RoofLL Red% CLL 1 0.00 0.363 0.309 0.454 0.0% Red 0.091 7.75 7.09 6.02 8.86 0.0 0.00 0.00 0.0 0.00 Snow 1.77 10.00 0.363 • 0.309 0.454 0.091 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =11.34 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.81 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft R ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 39.0 7.8 - - 0.90 139.50 • Center Pre Comp 1.2DL +1.6LL 6.4 • 5.0 -- - 0.90 139.50 Init DL 1.4DL 32.7 7.8 - . - Init DL 1.4DL 5.4 5.0 -- - Max + - I:2DL +1.6LL • 87.9 7.8 -- - 0.85 205.49 • Max+ 1.2DL +1.6LL 14.5 5.0 - -- 0.85 191.46 Controlling 1.2DL +1.6LL 87.9 7.8 -- -- ' 0.85 205.49 ' Controlling 1.2DL +1.6LL 14.5 5.0 - -- 0.85 191.46 REACTIONS (kips): • REACTIONS (kips): Left Right Left Right Initial reaction 3.90 3.90 . Initial reaction 2.00 2.00 DL reaction 3.54 . 3.54 DL reaction 1.82 1.82 Max +IL reaction 4.43 4.43 Max +LL reaction 2.27 2.27 Max +total reaction (factored) 11.34 11.34 Max +total reaction (factored) 5.81 5:81 • DEFLECTIONS: • DEFLECTIONS: Initial load (in) at 7.75 R = -0.136 UD = 1363 Initial load (in) at 5.00 ft = -0.012 IAD = 10217 Live load (in) at 7.75 ft = -0.075 11D = 2471 - Live load (in) at 5.00 ft = -0.007 UD = 17657 Post Comp load (in) at 7.75 ft = -0.084 UD - 2206 • Post Comp load (in) at 5.00 ft = -0.008 UD = 15765 Net Total load (in) at 7.75 ft = -0.221 IJD = 842 Net Total load (in) at 5.00 ft ._ -0.019 ' 1/D = 6199 - • • • / `� / / y Gravity Beam Desien Gravity Beam Desien 7 R RAM Steel v7.0 Page 279/287 V11 RAM Steel v7.0 . Page 280/287 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 . , Building Code: UBC2 . Steel Code: LRFD 2nd Ed_ Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Floor Beam Number = 224 • Floor Type: Floor Beam Number = 225 SPAN INFORMATION (ft): 1 -End (144.67,120.42) J-End (154.67,120.42) SPAN INFORMATION (ft): I -End (144.67,128.17) J -End (154.67,128.17) Beam Size (User Selected) = W12X19 Fy 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi ■ Total Beam Length (11) = 10.00 Total Beam Length (ft) = 10.00 COMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left Right • Left Right Concrete t ielmess (in) 3.50 3.50 Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pct) 145.00 145.00 Unit weight concrete (pct) 145.00 145.00 Cc (ksi) 3.00 3.00 tc (ksi) 3.00 - 3.00 Decking Orientation perpendicular perpendicular Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 30.00 Y bar(in) = 13.36 beff (in) ' = 21.00 Y bar(in) = 11.66 Mnf (kip -ft) = 247.08 Mn (kip -ft) = 187.56 Mnf (kip -ft) = 266.54 Mn (kip-ft) = 225.24 . C (kips) = 105.19 PNA (in) = 10.56 C (kips) = 84.16 PNA (in) = 9.77 Ieff (in4) = 412.61 In (in4) • = 580.87 leff (in4) = 518.49 Itr (in4) • = 673.33 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 . Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 ' . Stud Capacity (kips) Qn = 21:0 . # of studs: Max = 10 Partial = 7 Actual = 10 # of studs: Full = 18 Partial = 5 Actual = 8 Number of Stud Rows = 1 Percent of Full Composite Action = 39.29 Number of Stud Rows = 1 Percent of Full Composite Action = 44.90 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL Load Dist DL CDL LL Red% Type CLL 1 0.00 0.673 0.572 0.842 0.0% Red 0.168 • 1 0.00 0.310 0263 0.387 0.0% Red 0.078 . 10.00 0.673 0.572 0.842 0.168 10.00 0.310 0.263 0.387 0.078 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 10.77 kips 0.90Vn -= 77.16 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.96 kips 0.90Vn= 75.89 kips • MOMENTS (Ultimate): MOMENTS (Ultimate): ' Span . Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL 12.0 5.0 -- -- 0.90 92.63 Center Pre Comp 1.2DL +1.6LL 5.5 5.0 - - 0.90 139.50 Init DL 1.4DL 10.0 5.0 - -- - -- Init DL 1.4DL 4.6 5.0 - -- - Max + 12DL +1.6LL 26.9 5.0 - -- -- 0.85 159.43 Max+ 1.2DL +1.6LL 12.4 5.0 -- -- 0.85 191.46 Controlling I.2DL +1.6LL 26.9 5.0 - -- - 0.85 159.43 Controlling 1.2DL +1.6LL ' 12.4 5.0 -- - 0.85 191.46 REACTIONS (kips): • REACTIONS (kips): Left Right Left Right Initial reaction 3.70 3.70 Initial reaction 1.70 1,70 DL reaction 3.37 337 DLreaction 1.55 1.55 Max +iL reaction 4.21 4.21 Max +LL reaction 1.94 1.94 . Max +total reaction (factored) 10.77 10.77 Max +total reaction (factored) 4.96 4.96 • DEFLECTIONS: DEFLECTIONS: Initial load (in) at 5.0011 = -0.034 UD = 3513 initial load (in) at 5.0011 = -0.010 Ill = 11974 Live load (in) at 5.00 ft = -0.016 IJD = 7582 Live load (in) at 5.00 ft = -0.006 UD = 20695 Post Comp toad (in) at 5.00 ft = -0.018 L/D = 6770 Post Comp Toad (in) at 5.00 ft = -0.006 UD = 18478 Net Total load (in) at 5.00 0 = -0.052 UD = 2313 Net Total Toad (in) at 5.00 ft = -0.017 UD = 7266 Gravity Beam Design ill Gravity Beam Design 4 RAM Steel v7.0 Page 281/287 . RAM Steel v7.0 Page 282/287 e DataBase: ND432 05 /03/04 17:00:13 It,/gm DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LR.FD 2nd Ed woo..., Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number = 226 • Floor Type: Floor Beam Number =227 SPAN INFORMATION (ft): I -End (152.56,55.33) J -End (152.56,69.33) SPAN INFORMATION (ft): I -End (152.56,55.33) J -End (152.67,37.58) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Total Beam Length (ft) = 17.75 .. OMPOSITE PROPERTIES (Not Shored): COMPOSITE PROPERTIES (Not Shored): • Left - Right Left • Right Concrete thickness (in) 3.50 3.50 Concrete thickness (in) • 3.50 3.50 • Unit weight concrete (pcf) . 145.00 145.00 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 3.00 3.00 . fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok . Decking type VERCO W3 Formlok VERCO W3 Formlok • beff (in) = 33.67 ' Y bar(in) = 17.82 • beff (in) = 32.63 Y bar(in) = 17.70 Mnf (kip -ft) = 668.63 Mn (kip -ft) = 548.86 Mnf ( kip-(1) = 663.50 • Mn (kip -ft) = 560.13 C (kips) = 126.24 PNA (in) = 13.94 C, (kips) . = 138.29 PNA (in) = 14.28 leff (in4) = 1803.03 itr(in4) = 2324.11 leff (in4) = 1847.44 Itr(in4) = 2300.50. . Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud length (in) = 5.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 21.0 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 29 Partial = 8 Actual =12 # of studs: Full = 30 Partial = 8 Actual = 14 ' Number of Stud Rows = 1 Percent of Full Composite Action = 42.01 Number of Stud Rows = 1 Percent of Full Composite Action = 47.49 • POINT LOADS (kips): • POINT LOADS (kips): . Dist DL CDL Re6LL Red% NonRLL StorLL Red% RoofLL Red% CLL Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% CLL 7.00 0.00 0.00 . 8.33 0.00 0.00 0.00 0.8 0.00 0.00 0.0 0.00 Snow 0.00 7.00 12.56 8.54 5.02 0.0 2.33 0.00 0.0 0.00 Snow 2.51 8.33 15.94 10.84 6.38 0.8 0.00 0.00 0.0 0.00 Snow 3.19 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =13.42 kips 0.90Vn = 195.24 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL CDL LL Red% Type CLL . Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn . 1 8.33 0.006 0.004 0.002 0.8% Red 0.001 kip-ft ft ft kip-ft 17.75 0.000 0.000 0.000 0.000 Center Pre Comp 1.2DL +1.6LL 49.9 - 7.0 - - 0.90 357.75 SHEAR (Ultimate): Max Vu (l.2DL +1.6LL) =15.54 kips 0.90V n = 195.24 kips • !nit DL 1.4DL 41.9 7.0 -- -- MOMENTS (Ultimate): • - Max+ 1.2DL +1.6LL 94.0 7.0 - - 0.85 466.53 p @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu Controlling 1.2DL +1.6LL 94.0 7.0 -- -- 0.85 466.53 kip-ft ft ft kip-ft REACTIONS (kips): • Center . Pre Comp 1.2DL +1.6LL 80. 8.3 - - 0.90 357.75 Left Right 'Ina DL 1.4DL 67.2 8.3 - - Initial reaction 5.53 5.53 Max + 1.2DL +1.6LL 129.5 8.3 - -- -- 0.85 476.11 . DL reaction . 628 6.28 Controlling . 1.2DL +1.6LL 129.5 8.3 - -- 0.85 476.11 Max +LL reaction 3.68 3.68 - REACTIONS (kips): Max +total reaction (factored) 13.42 13.42 Left Right DEFLECTIONS: • Initial reaction 7.45 6.60 ' Initial load (in) at 7.00 ft = -0035 1D 4868 - . DL reaction • 8.47 7.50 ' • Live load (in) at • 7.00 ft = -0.014 L/D = 12087 Max +LL reaction 3.36 2.98 Post Comp load (in) at 7.00 ft = -0.021 1/17 = 7816 Max +total reaction (factored) 15.54 13.77 Net Total load (in) ,at 7.0011 = -0.056 1)1) = 3000 . • • �� {� Gravity Beam Design � RAM Steel v7.0 Gravity Beam Design • `, RAM Steel v7.0 Page 283/287 ` Page 284/287 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: LRFD 2nd Ed Building Code: UBC2 • Steel Code: LRFD 2nd Ed . DEFLECTIONS: Floor Type: Floor Beam Number =229 Initial load (in) at 8.70 ft = -0.089 L!D = 2394 SPAN INFORMATION (ft): 1 -End (152.56,69.33) J -End (152.67,87.08) Live load (in) at 8.70 ft = -0.024 1/D = 8990 Post Comp load (in) at 8.70 ft = -0.043 L/D = 4977 Beam Size (User Selected) = 17 7 X44 Fy = 50.0 ksi • Net Total load (in) at 8.70 ft = -0.132 L/D = 1617 Total Beam Length (ft) = .5 ' COMPOSITE PROPERTIES (Not Shored): Left • Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pc() 145.00 145.00 • . fc (ksi) 3.00 3.00 Decking Orientation • parallel parallel • Decking type . VERCO W3 Formlok VERCO W3 Formlok ' beff (in) = 32.63 Y bar(in) . = 17.70 Mnf (kip -ft) = 663.50 Mn (kip -ft) = 560.13 C (kips) = 138.29 PNA (in) _ 14.28 Leff (in4) = 1847.44 Itr (in4) = 2300.50 • Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • # of studs: Full = 30 Partial = 8 Actual = 14 • • Number of Stud Rows = I Percent of Full Composite Action = 47.49 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL • 8.33 0.00 0.00 0.00 0.8 0.00 0.00 0.0 0.00 Snow 0.00 8.33 15.94 10.84 6.38 - 0.8 0.00 0.00 0.0 000 Snow 3.19 LINE LOADS (tdft): - Load Dist DL CDL LL Red% Type CLL 1 8.33 0.006 0.004 0.002 0.8% Red 0001 17.75 0.000 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 15.54 kips 0.9OVn = 195.24 kips MOMENTS (Ultimate): Span Cond LoadCombo' Mu @ Lb Cb Phi Phi*Mn . kip-ft ft ft kip-ft • Center Pre Comp 1.2DL +1.6LL 80.1 8.3 - -- -- 0.90 357.75 • bait DL 1.4DL 67.2 8.3 - -- -- Max + 1.2DL +1.6LL 129.5 8.3 - -- -- 0.85 476.11 Controlling 1.2DL +1.611. 129.5 8.3 - -- , -- 0.85 476.11 REACTIONS (kips): , Left Right Initial reaction 7.45 6.60 DL reaction 8.47 7.50 - Max +LL reaction 3.36 2.98 • Max +total reaction (factored) 15.54 13.77 • �/t Gravity Beam Desien Gravity Beam Desien . 7 RAM Steel v7.0 Page 285/287 RAM Steel v7.0 Page 286/287 • RA •DataBase: ND432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 T * 4 Building Code: UBC2 Steel Code: IRFD 2nd Ed • Building Code: UBC2 Steel Code: LRFD 2nd Ed ' " DEFLECTIONS: Floor Type: Floor Beam Number =232 . Initial load (in) at 8.70 ft = -0.089 UD = 2394 SPAN INFORMATION (ft): I -End (152.67,149.00) .1-End (152.67,168.50) •Live load (in) at 8.70 fl = -0.024 UD 8990 Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Post Comp load (in) at 8.70 ft = -0.043 UI) = 4977 Total Beam Length (ft) = 19.50 Net Total load (in) at 8.70 ft = -0.132 UD = 1617 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete (pci) 145.00 145.00 fc (ks) 3.00 3.00 Decking Orientation parallel • parallel • • Decking type VERCO W3 Formlok VERCO W3 Formlok . beff (in) • = 35.25 Y bar(in) = 15.86 • Mnf (kip -ft) = 375.22 Mn (kip -ft) = 334.22 - C (kips) = 189.36 PNA (in) = 15.34 . _ Leff (in4) = ' 912.90 Itr (in4) = 1089.71 Stud length (in) = 5.50 Stud diam (in) = 0.75 . ' Stud Capacity (kips) Qn = 21.0 " # of studs: Full = 30 Partial = 8 Actual =18 Number of Stud Rows = 1 Percent of Full Composite Action = 60.19 POINT LOADS (kips): - . - Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 9.75 9.75 6.63 3.90 0.0 0.00 0.00 0.0 0.00 Snow 1.95 • . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.97 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft Center Pre Comp 1.2DL +1.6LL • 54.0 9.8 - - 0.90 165.75 Init DL 1.4DL 45.2 9.8 - • -- Max + 1.2DL +1.6LL 87.5 9.8 -- -- 0.85 284.09 • Controlling I.4DL 54.0 9.8 - - 0.90 165.75 . REACTIONS (kips): • Left Right Initial reaction 4.29 4.29 DL reaction 4.87 4.87 . Max +LL reaction 1.95 1.95 . Max +total reaction (factored) 8.97 8.97 • DEFLECTIONS: ' Initial load (in) at 9.75 ft = -0.203 IJD = 1154 Live load (in) at 9.75 ft = -0.039 UD = 5951 Post Comp load (in) at 9.75 0 = -0.071 UD - 3306 Net Total load (in) at 9.75 ft = -0.274 UD = 856 • • ,.p//j�� \� Gravity Beam Desien . % R ' RAM Steel v7.0 Page 287/287 • RAM DataBase: ND432 05/03/04 17:00:13 . .444+ Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Floor Beam Number =236 ' SPAN INFORMATION (ft): I -End (154.67,11133) 3 -End (154.67,128.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 16.83 COMPOSITE PROPERTIES Shored): ' Left Right Concrete thickness (in) 3.50 3.50 . Unit weight concrete (pa) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Fomtlok - beff (in) = 3125 Y bar(in) = 12.72 Mnf (kip -ft) = 304.48 Mn ( kip-ft) = 245.76 - C (kips) = 116.24 PNA (in) = 11.16 Ieff (in4) = 566.42 Ilr (in4) = 765.39 Stud length (in) = 5.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.0 • . # of studs: Full = 29 Partial = 8 Actual = 12 • Number of Stud Rows = 1 Percent of Full Composite Action = 41.68 POINT LOADS (kips): Dist ' DL CDL RetLL Red% NonRLL StorLL Red% RoofLL Red% CLL ' 9.08 3.37 2.86 4.21 0.0 0.00 0.00 0.0 0.00 Snow 0.84 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.81 kips 0.90Vn= 75.89 kips • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn . kip-ft ft ft kip-ft ' Center Pre Comp I.2DL +1.6LL 20.0 9.1 -- -- 0.90 139.50 Init DL 1.4DL 16.8 9.1 - -- - Max + 1.2DL +1.6LL 45.0 9.1 - -- -- 0.85 208.89 . Controlling 1.2DL +I.6LL 45.0 9.1 - -- -- 0.85 208.89 REACTIONS (hips): Left Right Initial reaction 1.70 2.00 DL reaction 1.55 1.82' . Max +LL reaction 1.94 2.27 Max +total reaction (factored) 4.96 5181 • . • DEFLECTIONS: Initial load (in) • at 8.67 ft = -0.082 IJD = 2453 Live load (in) at 8.67 ft = -0.044 IJD = 4631 • Post Comp load (in) at 8.67 11 = -0.049 UD = 4134 Net Total load (in) at 8.67 ft = -0.131 UD = 1539 . • Floor Map Fil . *-1) -7 RAM Steel v7.0 . RAM DataBase: ND432 05/03/04 16:34:29 lisal4 Building Code: UBC2 • Floor Type: Roof • • \. / OA O C .. m n 5 m � Q 1 G • B ✓ ;..... .... o c .. ... o / 3 , HSS4x,cGtx3x1 SS4 3x1 O SS4 4 1 SS4 3x1 S94 3 1 SS4 3 1 SA 3 1 SS4x3x1 SS4 3 1 SS4 3 1 SS4 3 1 SS4 3 ;� • 3N12x 19 m ._.. - y .1 2 S! W12x1 .. R 1• `�^, w ▪ x ;.... c. , c . _.c c.. c N c.. _ ,,,,,,(31,-C : W12x19 v 'yL1LJ W14 22 6 ° � li u . 3 .. CS T .. u p m ! ._... ....... SS5x5x3m1*:' . w 7 °k m m - m m X10 mHSS5x5x3m W12x19 N o , - 3 I : 3 3.. 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" .\•„.:'.,. -‘....',......•::,:. ..-"'s..,...Z...;>"-••.-.........t:.(..A.. \...\,...',-..../... s.../.'.‘,.."..„...,.- El Floor Map F411.-11 RAM Steel v7.0 Page 2/2 RAM DataBase: ND432 05/03/04 17:00:13 INTMNATIONA1 Building Code: UBC2 Surface Loads Label DL CDL LL Reduction Mass DL psf psf psf Type psf Roof 21.0 15.0 25.0 Unreducible 0.0 RoofMechl 24.0 0.0 0.0 Unreducible 0.0 Line Loads Label DL CDL LL Reduction Mass DL k/ft k/ft k/ft Type k/ft L2 SnowDrift 0.000 0.000 0.030 Unreducible 0.000 L5 OperPartRoofl 0.000 0.000 0.130 Unreducible 0.000 L6 OperPartRoof2 0.000 0.000 0.065 Unreducible 0.000 Type .PLN 24/N -24 3" (76 mm) Deep Roof Deck ■ Primer Painted or Galvanized . 0 • Sro t4 F - be V 4 P Q To Nt M W 1 DP-tP r ® AAA r, a p-ooF .r . v2- >P M4 MA14 ALLOWABLE UNIFORM LOADS (psf, N /m ( G., sJ (TtooF liire-v" � A ` / SPAN (ft-in., mm) 6•-0" 7' -0" 7'-6" 8'-0" 8•_6" 9•41" 9•-6" 10• -0" 10'-6" 11• -0" 11-6" 1T-0" 13' -0 14' -0" 15'-0" 16-0 .`f a SPAN GAGE 1,830 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 3,960 4,270 4,570 4,880 STRESS '146 107 93 82 73 65 58 53 48 43 40 36 31 27 23 21 • 22 6,991 5,123 4,453 3,926 3,495 3,112 2,777 2,538 2,298 2,059 1,915 1,724 1,484 1,293 1 1,005 ® f D U240 +++ + ++ + ++ + ++ 70 59 50 43 37 32 28 25 20 16 13 10 3,352 2,825 2,394 2,059 1,772 1,532 1,341 1,197 ' 958 766 622 479 STRESS 188 138 120 106 94 84 75 68 61 56 51 47 40 35 30 26 W 20 9,001 6,607 5,746 . 5,075 4,501 4,022 3,591 3,256 2,921 2,681 2,442 2,250 1,915 1,676 1,436 1,245 L/240 + ++ + ++ + ++ + ++ 89 75 64 55 47 41 36 32 25 20 16 13 (.9 4,261 3,591 3,064 2,633 2,250 1,963 1,724 1,532 1,197 958 766 622 Z 271 199 173 152 135 120 108 97 88 81 74 68. 58 50 43 38 18 TRESS 12,976 9,528 8,283 7,278 6,464 5,746 5,171, , 4,644 4,213 3,878 3,543 3,256 2,777 2,394 2,059 1,819 ; C3) U) U240 + ++ + ++ + ++ +++ 131 110 94 80 69 60 53 46 37 29 24 20 6,272 5,267 4,501 3,830 3,304 2,873 2,538 2,202 1,772 1,389 1,149 958 a STRESS 300 259 225 198 175 156 140 127 115 105 96 88 75 65 56 49 16 14,364 12,401 10,773 9,480 8,379 7,469 6,703 6,081 5,506 5,027 4,597 4,213 3,591 3,112 2,681 2,346 148 126 108 93 81 71 63 49 39 32 26 L/240 + ++ + ++ + ++ +4+ + ++ 7,086 6,033 5,171 4,453 3,878 3,399 3,016 2,346 1,867 1,532 1,245 Z STRESS 168 124 108 95 84 75 67 61 55 50 46 42 36 31 27 24 22 8,044 5,937 5,171 4,549 4,022 3,591 3,208 2,921 2,633 2,394 2,202 2,011 1,724 1,484 1,293 1,149 Y L/240 + ++ 4 ++ +4+ + ++ + ++ 4 +4 + ++ + ++ 4 ++ +++ + ++ +4+ +++ +4+ +++ +4+ 208 153 133 117. 104 93 83 75 68 62 57 52 44 38 33 29 W 20 S TRESS 9,959 7,326 6,368 5,602 ,980 4,453 3,974 3,591 3,256 2,969 2,729 2,490 2,107. 1,819 1,580 1,389 m L/240 + ++ + ++ + ++ + ++ + ++ + ++ 4 ++ +4+ +++ +++ + ++ +++ +++ + ++ +++ +++ 2 87 211 184 162 143 128 115 103 94 86 78 72 61 53 46 40 3 O 0 18 STRESS 13 8,810 7,757 6,847 6,129 5,506 4,932 4,501 4,118 3,73' 3,447 ,921 2,538 2,202 1,915 - L/240 + ++ + ++ 4 ++ + ++ +4+ +++ + ++ + ++ + ++ + ++ +4+ + +4 + ++ + ++ + ++ +++ STRESS 300 273 238 209 185 165 148 134 122 111 101 93 79 68 60 52 16 14,364 13,071 11,396 10,007 8,858 7,900 7,086 6,416 5,841 5,315 4,836 4,453 3,783 3,256 2,873 2,490 • L/240 +4+ + ++ + ++ +4+ +4+ +4+ + ++ +++ +4+ + ++ + ++ + ++ + ++ + ++ + ++ +4+ STRESS 210 154 135 118 105 93 84 76 69 63 57 53 45 39 .34 30 10,055 7,374 6,464 5,650 5,027 4,453 4,022 3,639 3,304 3,016 2,729 2,538 2,155 1,867 1,628 1,436 22 Z L/240 +4+ +4+ +4+ +4+ +++ + ++ + ++ + ++ + ++ . 61 53 47 37 30 24 20 2,921 2,538 2,250 1,772 1,436 1,149 958 260 191 167 146. 130 116 104 94 85 77 71 65 55 48 42 37 STRESS 12,449 9,145 7,996 6,991 6,224 5,554 4,980 4,501 4,070 3,687 3,399 3,112 2,633 2,298 2,011 1,772 W 20 '--I L/240 +4+ 4 +4 +4+ 4 +4 +4+ + ++ + ++ +++ +4+ + ++ 68 60 47 38 31 25 CIL 3,256 2,873 2,250 1,819 1,484 1,197 300 264 230 202 179 160 143 129 117 107 98 90 77 66 57 51 ��\ 1 O STRESS 14,364 12,640 11,012 9,672 8,571 7,661 6,847 6,177 5,602 5,123 4,692 4,309 3,687 3,160 2,729 2,442 - :-- O L/240 4 ++ + ++ + +4 + ++ + ++ +44 + ++ 4+4 + ++ +++ 44 88 69 55 45 37 4 3,304 2,633 2,155 1,772 300 300 298 262 232 207 186 168 152 138 127 6 99 85 74 65 STRESS 14,364 14,364 14,268 12,545 11,108 9,911 8,906 8,044 7,278 6,607 6,081 5,554 4,740 4,070 3,543 3,112 • r 16 L/240 +4+ + ++ + ++ + +4 4 ++ +4+ + +4 4++ + ++ 4 +++ 44+ 93 74 60 50 4,453 3,543 2,873 2,394 I ff Catalog VR1 VERCO MANUFACTURING CO. ® 29 � � Gravity Beam Design � Gra vity Beam Design - C� RAM Steel v7.0 RAM Steel v7.0 _ Page 2/206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 r^arra.r Building Code: UBC2 Steel Code: LRFD 2nd Ed. Nr.rwrn. Building Code: UBC2 Steel Code: IRFD 2nd Ed. Floor Type: Roof Beam Number =1 Floor Type: Roof Beam Number =2 ""'"AN INFORMATION (ft): 1 -End (0.00,47.00) J -End (0.00,77.67) SPAN INFORMATION (ft): I -End (0.00,47.00) .1-End (9.50,47.00) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W14X22 - Fy = 50.0 ksi Total Beam Length (ft) = 30.67 . Total Beam Length (ft) = 9.50 . Mp (kip -ft) = 184.17 Mp (kip -ft) = 138.33 POINT LOADS (kips): LINE LOADS (k/ft): • Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red% Load Dist DL LL Red% Type . 8.33 • 0.76 0.00 0.0 0.91 0.00 0.0 0.00 Snow 1 0.00 0.000 0.030 - NonR 15.33 0.70 0.00 0.0 0.83 0.00 0.0 0.00 Snow 9.50 0.000 0.030 22.33 0.76 0.00 0.0 0.91 0.00 0.0 0.00 Snow • 2 0.00 0.098 0.117 - NonR LINE LOADS (Wit): 9.50 0.098 0.117 Load Dist DL LL Red% Type • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.67 kips 0.90Vn =85.33 kips ' 1 0.00 0.000 0.030 - NonR 30.67 .0.000 0.030 MOMENTS (Ultimate): 2 0.00 0.010 0.013 -- NonR Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn 30.67 0.010 0.013 kip-ft ft ft • 2 . Center Max + 1.2DL +1.6LL • 4.0 4.8 0.0 1.00 0.90 124.50 SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =4.69 kips 0.9OVn= 104.34 kips - Controlling 1.2DL +1.6LL 4.0 4.8 0.0 1.00 0.90 124.50 MOMENTS (Ultimate): ' REACTIONS (kips): • Span Cond LoaslCombo Mu @ Lb Cb Phi Phi *Mn Left Right kip-ft ft ft kip-ft • DL reaction • 0.47 0.47 Center Max + 1.2DL +1.6LL 45.9 15.3 7.0 1.08 0.90 153.47 Max +LL reaction 0.70 0.70 Controlling 1.2DL +1.6LL 45.9 15.3 7.0 1.08 0.90 153.47 Max +total reaction (factored) 1.67 1.67 • REACTIONS (kips): DEFLECTIONS: • Left Right Dead load (in) at 4.75 ft = -0.003 L/D = 36631 DL reaction 1.27 1.27 . Live load (in) at 4.75 ft = -0.005 UD = 24476 Max +LL reaction 1.98 1.98 ' Net Total load (in) at 4.75 ft = -0.008 L/D = 14672 Max +total reaction (factored) 4.69 4.69 . DEFLECTIONS: Dead load (in) at 15.33 ft = -0.241 - L/D = 1529 Live load (in) at 15.33 ft = -0.355 L/D = 1037 • Net Total load (in) at 15.33 0 = -0.596 I/D = 618 • • • • Gravity Beam Design Gravity Beam Design r�� RAM Steel v7.0 Page 3/206 F1\ RAM Steel v7.0 Page 4/206 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 . Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 3 - Floor Type: Roof Beam Number = 4 . SPAN INFORMATION (ft): I -End (0.00,55.33) J -End (9.50,55.33) SPAN INFORMATION (ft): I -End (0.00,62.33) J -End (9.50,62.33) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 9.50 Total Beam Length (ft) = 9.50 Mp (Idp -R) = 102.92 Mp (kip -tt) = 102.92 . LINE LOADS (k/ft): LINE LOADS (k/ft): ' Load Dist DL LL Red% Type Load Dist DL LL Red% Type • 1 0.00 0.161 0.192 -- NonR 1 0.00 0.147 0.175 -- NonR • 9.50 0.161 0.192 9.50 0.147 0.175 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.37 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +l.6LL)= 2.17 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span , Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-fl ft R kip -ft kip-ft ft ft kip -ft Center Max + 1.2DL +1.6LL 5.6 4.8 0.0 1.00 0.90 92.62 Center Max + 1.2DL +1.6LL 5.1 4.8 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 5.6 4.8 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 5.1 4.8 0.0 1.00 0.90 . 92.62 REACTIONS (kips): . " REACTIONS (kips): Left Right Left Right DL reaction 0.76 0.76 DL reaction 0.70 0.70 Max +LL reaction 0.91 0.91 Max +LL reaction 283 0.83 Max +total reaction (factored) 2.37 2.37 Max +total reaction (factored) 2.17 2.17 DEFLECTIONS: DEFLECTIONS: . Dead load (in) at 4.75 ft = -0.008 L/D = 14566 Dead load (in) at 4.75 ft = -0.007 L/D = 15953 . Live load (in) at 4.75 ft = -0.009 111 = 12236 Live load (in) at 4.75 ft = -0.009 III) = 13401 Net Total load (in) at 4.75 ft = -0.017 UD = 6650 Net Total load (in) at 4.75 ft = -0.016 111) = 7283 • • .- . . Fop a. ,pf n . Gravity Beam Design {', Gravity Be Design • 7 RAM SteeRAM AM l v7.0 Page 5/206 % 1 R Steel v7.0 • - Page 6/206 RA M DataBasc: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 . ...r....* Building Code: UBC2 • Steel Code: LRFD 2nd Ed '' ' °. Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Roof Beam Number = 5 Floor Type: Roof Beam Number = 6 • • M OAN INFORMATION (ft): I -End (0.00,69.33) J -End (9.50,69.33) SPAN INFORMATION (ft): I -End (0.00,77.67) J -End (9.50,77.67) Beam Size (User Selected) = W.12X19 Fy = 50.0 ksi Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 9.50 . Total Beam Length (ft) = 9.50 Mp ( kip=ft) = 102.92 Mp (kip -ft) = 138.33 ' LINE LOADS (k/ft): • LINE LOADS (k/ft): . Load Dist DL • LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.161 0.192 - NonR 1 0.00 0.000 0.030 -- NonR 9.50 0.161 0.192 9.50 0.000 0.030 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.37 kips 0.90Vn = 77.16 kips 2 0.00 0.098 0.117 -- NonR 9.50 • 0.098 0.117 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.67 kips 0.90Vn = 85.33 kips kip-ft ft 11 kip-ft MOMENTS (Ultimate): Center • Max+ 1.2DL +1.6LL 5.6 4.8 0.0 1.00 0.90 92.62 Span Cond LoadCombo . Mu @ Lb Cb Phi Phi *Mn Controlling' 1.2DL +1.6LL ' 5.6 4.8 0.0 1.00 0.90 92.62 kip-ft • ft R kip-ft REACTIONS (kips): Center Max+ 1.2DL +1.6LL 4.0 4.8 0.0 1.00 0.90 124.50 • Left Right • Controlling 1.2DL +1.6LL 4.0 4.8 0.0 1.00 0.90 124.50 DL reaction 0.76 0.76 • REACTIONS (kips): Max +LL reaction 091 0.91 Left Right Max +total reaction (factored) 2.37 2.37 DL reaction 0.47 0.47 DEFLECTIONS: Max +IL reaction 0.70 0.70 Dead load (in) at 4.75 ft = -0.008 UD = 14566 Max +total reaction (factored) 1.67 1.67 • Live load (in) at 4.75 R = -0.009 L/D = 12236 DEFLECTIONS: Net Total load (in) at 4.75 ft = -0.017 ' UD = 6650 Dead load (in) at 475 ft = -0.003 UD = 36631 Live load (in) at 4.75 ft = -0.005 UD = 24476 ' - Net Total load (in) • at 4.75 ft = -0.008 UD = 14672 • • • • El Gravity Beam Design Gravity Beam Design t R Steel v7.0 . Page 7/206 • � 1 V RAM Steel v7.0 Page 8/206 . RAM DataBase: ND432 05/03/04 17:00:13 • RAM DataBase: ND432 05 /03/04 17:00:13 . Building Code: UBC2 • Steel Code: LRFD 2nd Ed. " Building Code: UBC2 • Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 7 _ Floor Type: Roof Beam Number = 8 SPAN INFORMATION (ft): I -End (9.50,13.33) J -End (9.50,47.00) SPAN INFORMATION (ft): I -End (9.50,13.33) J -End (18.17,17.40) Beam Size (User Selected) = WI 8X40 Fy = 50.0 ksi Beam Size (User Selected) = W IOX22 Fy = 50.0 ksi Total Beam Length (ft) . = 33.67 Total Beam Length (ft) = 9.57 Mp (kip -ft) = 326.67 Mp (kip-fl) = 108.33 POINT LOADS (kips): LINE LOADS (8/ft): ' Dist DL RedLL Red% NonRLL StorLL Red% Roo1LL Red %, • Load Dist DL LL Red% Type 6.83 0.56 0.00 0.0 0.67 0.00 0.0 0.00 Snow I 0.00 0.104 0.123 -- NonR 13.67 2.91 0.00 0.0 3.47 0.00 0.0 0.00 Snow 9.57 0026 0.031 23.67 2.73 0.00 0.0 3.25 0.00 • 0.0 0.00 Snow • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.16 kips 0.90Vn = 65.90 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn - 1 0.00 0.000 0.030 -- NonR 33.67 0.000 0.030 kip-ft ft ft 9 7 .5 0 2 0.00 0.010 0.013 - NonR • Center Max + 1.2DL +1.6LL. 2.3 4.3 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 2.3 4.3 0.0 1.00 0.90 97.50 33.67 0010 0.013 • REACTIONS (kips): ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.34 kips 0.9OVn = 152.24 kips Left Right MOMENTS (Ultimate): DL reaction 0.37 0.25 Span Cond LoadCombo ' Mu @ Lb Cb Phi Phi *Mn • • Max +LL reaction 0.44 0.30 kip-ft ft R kip-ft Max +total reaction (factored) 1.16 0.77 Center Max+ I.2DL +l.6LL 125.9 13.7 10.0 1.05 0.90 240.82 DEFLECTIONS: Controlling 1.2DL +1.6LL 125.9 13.7 10.0 1.05 0.90 240.82 Dead load (in) at 4.69 R = -0004 LJD = 32016 REACTIONS (kips): Live load (in) at 4.69 ft = -0.004 L/D = 26893 Left Right Net Total load (in) at 4.69 ft = -0.008 LID = 14616 • DL reaction 3.17 3.39 Max +LL rcaclion 4.27 4.54 Max +total reaction (factored) 10.64 11.34 . DEFLECTIONS: . Dead load (in) at 16.83 ft = -0.423 L/D = 956 • Live load (in) at 16.83 ft = -0.552 UD = 732 Net Total load (in) at 16.83 ft = -0.974 UD = 415 • • Gravity Beam Design ► ,ry / / Gravity Beam Design a �� • t RAM Steel v7.0 • Page 9/206 1 RAM Steel v7.0 Page 10/206 RA DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 M�* *� Building Code: UBC2 Steel Code: LRFD 2nd Ed .®+*n� Building Coda UBC2 Steel fide: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 9 Floor Type: Roof Beam Number =10 'PAN INFORMATION (ft): I -End (9.50,13.33) J -End (35.50,13.33) SPAN INFORMATION (ft): I -End (9.50,20.17) J -End (18.17,20.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = WI 2.X19 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 8.67 . Mp (kip -ft) = 155.00 Mp (kip -ft) = 102.92 • POINT LOADS (kips): . LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% Load Dist DL LL Red% Type . 8.67 1.26 0.00 0.0 1.50 ' 0.00 0.0 0.00 Snow 1 0.00 0.143 0.171 -- NonR 17.33 1.23 0.00 0.0 1.47 0.00 0.0 0.00 Snow 8.67 0.101 0.120 . LINE LOADS (k/ft): • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.74 kips 0.90V n = 77.16 kips Load Dist DL LL Red% Type • 1 0.00 0.000 0.030 - NonR MOMENTS (Ultimate): 26.00 0.000 0.030 Span Cond LoadCombo Mu @ Lb Cb ' Phi Phi'Mn 2 0.00 0.010 0013 -- NonR lap-ft ft ft 26.00 0.010 0.013 Center • Max+ 1.2DL + 92.62 1.6LL 3.6 4.2 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 3.6 4.2 0.0 1.00 0.90 92.62 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.92 kips 0.90Vn = 75.89 kips • REACTIONS (kips): MOMENTS (Ultimate): Left Right . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn DL reaction 0.56 0.50 kip-ft ft ft kip-ft Max +1.1, reaction • 0.67 0.59 Center Max + I.2DL +1.6LL 40.3 12.7 8.7 1.00 0.90 12412 Max +total reaction (factored) . 1.74 1.55 Controlling 1.2DL +1.6LL 40.3 12.7 8.7 1.00 0.90 124.12 DEFLECTIONS: REACTIONS (kips): Dead load (in) at 4.29 ft = -0.004 IJI) = 25281 • Left Right Live Toad (in) . at 4.29 ft = -0.005 I/D = 21236 DL reaction ' • 1.39 1.38 Net Total load (in) at 4.29 ft = -0.009 IJD = 11541 Max +LL reaction 2.04 2.03 Max +total reaction (factored) 4.92 4.90 DEFLECTIONS: . Dead load (in) . at 13.00 ft = -0.245 IJD = 1273 • . Live load (in) at 13.00 ft = -0.344 LJD = 907 Net Total load (in) at 13.00 ft = -0.589 1/13 = 530 • • • �/�� Gravity Beam Design �/ Gravity Beam Design I RAM Steel v7.0 Page 11/206 i RAM Steel v7.0 Page 12/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 ' Steel Code: LRFD 2nd Ed Building Code: UBC2 . Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =11 Floor Type: Roof Beam Number = 12 . SPAN INFORMATION (ft): I -End (9.50,27.00) J -End (3530,27.00) SPAN. INFORMATION (ft): 1 -End (9.50,37.00) J -End (35.50,37.00) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 Mp (kip -ft) = 138.33 Mp (kip -0) = 138.33 • POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red % RootLL Red% Load ' Dist DL LL Red% Type 8.67 0.55 0.00 0.0 0.65 0.00 0.0 0.00 _ Snow 1 0.00 0.210 0.250 -- NonR • 17.33 0.77 0.00 0.0 .0.92 0.00 0.0 0.00 Snow 26.00 0.210 0.250 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.48 kips 0.90Vn = 85.33 kips Load Dist DL LL Red% Type MOMENTS (Ultimate): 1 0.00 0.105 0.125 - -- NonR 26.00 0.105 0.125 Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft - kip-ft 2 0.00 0.072 0.085 -- NonR 8.67 0.072 0.085 Center Max+ 1.2DL +1.6LL 55.1 13.0 0.0 1.00 0.90 124.50 . 3 8.67 0.101 0.120 - NonR Controlling 1.2DL +1.6LL 55.1 13.0 0.0 1.00 0.90 124.50 17.33 0.058 0.069 REACTIONS (kips): . '4 17.33 0.058 0.069 - NonR Left Right 26.00 0.000 0.000 DL reaction 2.73 2.73 SHEAR (Ultimate): Max. Vu (1.2DL +1.6LL) = 9.05 kips 0.9OVn = 85.33 kips Max +i 3.25 3.25 Max +t ot at r reaaction ( Cactored) 8.48 8.48 MOMENTS (Ultimate): DEFLECTIONS: Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Dead load (in) at 13.00 ft = -0.374 IJD = 834 kip-ft ft ft kip-ft Live load (in) at 13.00 ft = -0.445 1/13 = 700 • Center Max .+ I.2DL +1.6LL 63.3 12.9 0.0 1.00 0.90 124.50 Net Total load (in) at 13.00 ft = -0.820 L/D = 381 Controlling 1.2DL +1.6LL 63.3 12.9 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right - DL reaction 2.91 2.69 Max +LL reaction . 3.47 3.21 Max +total reaction (factored) 9.05 8.37 DEFLECTIONS: Dead load (in) at 13.00 ft = -0.430 L/D = 726 • Live load (in) at 13.00. ft = -0.512 L/D = 609 Net Total load (in) at 13.00 ft = -0.942 L/D = 331 • • �� Gravity Beam Design � Gravity Beam Design • RAM steel v7.0 Page 13/206 II RAM Steel v7.0 . 14/206 • RAM DataBase: ND432 05 /03/04 17:00:13 RA DataBase: 141)432 05 /03/04 17:00:13 w •**m.o Building Code: UBC2 Steel Code: LRFD 2nd Ed ...mi. Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Roof Beam Number =13 Floor Type: Roof Beam Number =14 'PAN INFORMATION (ft): I -End (9.50,47.00) J -End (9.50,77.67) SPAN INFORMATION (R): I -End (9.50,47.00) J -End (35.50,47.00) Beam Size (Optimum) " = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (11) • = 30.67 Total Beam Length (ft) = 26.00 Mp (kip -ft) = 184.17 . . Mp (kip -ft) = 155.00 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL Red11 Red% NonRLL StorLL Red% RooILL Red% Load ,Dist DL LL Red% Type 8.33 2.86 0.00 0.0 3.40 0.00 0.0 0.00 Snow. 1 0.00 0.192 0.229 - NonR 15.33 2.61 0.00 0.0 3.11 0.00 0.0 0.00 Snow 26.00 0.192 0.229 22.33 2.86. 0.00 0.0 3.40 0.00 0.0 0.00 Snow SHEAR(Ultimate): Max Vu(1.2DL +1.6LL) =7.77 kips 0.90Vn =75.89 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 12.92 kips 0.90Vn = 104.34 kips MOMENTS (Ultimate): ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span . Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ' ft ft kip-ft kip-ft • ft ft kip-ft Center Max+ 1.2DL +1.6LL 50.5 13.0 0.0 1.00 0.90 139,50 Center Max+ 1.2DL +1.61.L 136.0 15.3 7.0 1.09 0.90 15469 Controlling 1.2DL +1.6LL 50.5 13.0 0.0 1.00. 0.90 139.50 • Controlling 1.2DL +1.6LL 136.0 15.3 7.0 1.09 0.90 154.69 REACTIONS (kips): • REACTIONS (kips): Left Right Left Right DL reaction 2.50 2.50 • DL reaction 4.16 4.16 Max +LL reaction 2.98 2.98 Max +LL reaction 4.95 4_95 Max +total reaction (factored) 7.77 7.77 Max +total reaction (factored) 12.92 12.92 _ DEFLECTIONS: • DEFLECTIONS: (Camber =3/4) Dead load (in) at 13.00 ft = -0.335 UD = 933 . Dead load (in) at 15.33 ft = -0.810 111) = 454 live load (in) at 13.00 ft = -0.398 I/1) = 783 Live load (in) at 15.33 ft = -0.964 UD = 382 Net Total load (in) at 13.00 ft = -0.733 VD = 426 Net Total load (in) at 15.33 ft = -1.024 LID = 359 - • • • • • Gravity Beam Design • Gravity Beam Design FR RAM Steel v7.0 Page 15 /206 g1\ RAM Steel v7.0 Page 16/206 RAM DataBase: N13432 05/03/04 17:00:13 RAM DataBase: 140432. 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. *, Building Code UBC2 • Steel Code: LRFD 2nd Ed . • Floor Type: Roof Beam Number = 18 • Floor Type: Roof Beam Number = 23 • SPAN INFORMATION (ft): I -End (9.50,77.67) J -End (9.50,112.67) SPAN INFORMATION (ft): 1 -End (9.50,112.67) 3 -End (35.50,112.67) • Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.00 • . • • Total Beam Length (ft) = 26.00 . " Mp (kip -ft) = 397.50 Mp (kip -ft) = 155.00 POINT LOADS (kips): POINT LOADS (kips): - Dist DL RedLL Red% NonRLL StorLL Red% RooLLL Red% Dist DL Resit 1 Red% NonRLL StorLL Red% RooILL Red% 9.42 2.39 0.00 0.0 2.84 0.00 0.0 0.00 Snow 3.50 1.03 0.00 0.0 1.46 0.00 0.0 0.00 Snow 17.50 2.30 0.00 0.0 2.74 0.00 0.0 0.00 Snow LINE LOADS (k/ft): 26.25 2.39 0.00 0.0 2.84 0.00 0.0 0.00 Snow Load Dist' DL LL Red% Type • LINE LOADS (k/ft): . 1 0.00 0.000 0.030 - -- NonR Load Dist DL LL Red% Type 3.50 0.000 0.030 ' 1 0.00 0.000 0.030 -- NonR 2 0.00 0.010 0.013 -- NorR 35.00 0.000 0.030 3.50 0.010 0.013 • 2 0.00 0.010 0.013 -- NonR 3 3.50 0.084 0.100 -- • NonR ' 35.00 0.010 0.013 26.00 0.084 0.100 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 12.53 kips 0.90Vn = 195.24 kips 4 0.00 0.092 0.109 -- NonR - 26.00 0.092 0.109 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.61 kips 0.90Vn= 75.89 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): Center Max+ 1.2DL +1.6LL 142.1 17.5 8.1 1.09 0.90 330.99 Span Cond ' LoadCombo Mu @ Lb Cb Phi Phi *Mn Controlling L2DL +1.6LL 142.1 17.5 8.1 1.09 -0.90 330.99 kip-ft ft ft kip-ft - REACTIONS (kips): Center Max+ 1.2DL +1.6LL 52.0 12.2 0.0 1.00 0.90 139.50 Left Right Controlling I.2DL +1.6LL 52.0 12.2 0.0 1.00 0.90 139.50 • DL reaction 3.68 3.77 REACTIONS (kips): Max +LL reaction 4.90 5.01 Left Right Max +total reaction (factored) 12.25 12.53 DL reaction 2.94 2.41 DEFLECTIONS: Max +LL reaction 3.80 2.91 Dead load (in) at 17.50 ft = -0.373 I/1) = 1125 Max +total reaction (factored) 9.61 7.54 Live load (in) at 17.50 ft =. -0.486 L/D = 865 DEFLECTIONS: Net Total load (in) at 17.50 ft = -0.859 IID = 489 Dead load (in) at 12.87 ft = -0.344 UD = 908 Live load (in) at 12.74 ft = -0.422 1/0 = 740 Net Total load (in) at 12.74 ft = -0.765 - IJD = 408 • • • • Gravity Beam Design ({ Gravity Beam Design • . - Ai RAM Steel v7.0 Page 17/206 r (\ RAM Steel v7.0 Page 18/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed ^^aixd. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 24 Floor Type: Roof Beam Number = 25 SPAN INFORMATION (ft): I -End (9.50,128.67) J -End (9. 50,170.17) SPAN INFORMATION (ft): I -End (9.50,128.67) J -End (35.50,128.67) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 • Fy = 50.0 ksi Total Beam Length (6) = a1.5o Total Beam Length (ft) = 26.00 Cantilever on right (ft) = 6.92 Mp (kip -ft) = 155.00 Mp (kip -ft) = 326.67 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL 'StorLL Red% RoofLL Red% 3.50 1.03 0.00 0.0 1.46 0.00 0.0 0.00 Snow 6.33 2.10 0.00 0.0 ' 2.51 0.00 0.0 0.00 Snow ' • 15.42 2.48 0.00 0.0 2.95 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load Dist DL LL Red% Type 24.50 3.03 0.00 0.0 3.61 0.000.0 0.00 Snow 1 . 0.00 0.000 0.030 - NonR 41.50 0.13 0.00 0.0 0.15 0.00 0.0 0.00 Snow . 3.50 a000 0.030 LINE LOADS (k/ft): • 2 0.00 0.066 0.079 - NonR Load Dist DL LL Red% Type 26.00 0.066 0.079 1 0.00 0.000 0.030 -- NonR 3 0.00 0.010 0.013 - • NonR 34.58 0.000 0.030 3.50 0.010 0.013 2 0.00 0.010 0.013 -- NonR - 4 3.50 0.084 0.100 - NonR ' 34.58 0.010 0.013 26.00 0.084 0.100 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 13.71 kips 0.90Vn = 152.24 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =8.58 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center ' Max+ 1.2DL +1.6LL 142.4 15.4 9.1 1.19 0.90 284.87 Center 'Max+ 1.2DL +1.6LL 45.4 12.1 0.0 1.00 0.90 139.50 Max - 1.2DL+1.6LL -2.7 34.6 10.1 1.73 0.90 294.00 Controlling 1.2DL +1.6LL • 45.4 12.1 0.0 1.00 0.90 • 139.50 Right Max - 1.2DL +1.6LL -2.7 34.6 6.9 1.00 0.90 265.63 REACTIONS (kips): • Controlling 1.2DL +1.6LL 142.4 15.4 9.1 1.19 0.90 284.87 Left Right REACTIONS (kips): DL reaction 2.61 2.08 Left Right • Max +LL reaction . 3.41 2.51 • DL reaction 4.13 3.97 . Max +total reaction (factored) • 8.58 6.51 Max +LL reaction 5.47 5.25 DEFLECTIONS: Max -LL reaction -0.03 0.00 • Dead load (in) at 12.74 0 = -0.300 LtD = 1042 Max +total reaction (factored) 13.71 13.16 Live load (in) .at 12.74 ft = -0.369 L/D = 845 DEFLECTIONS: (Camber = 1/2) Net Total load (in) at 12.74 ft = -0.669 LtD = 467 • Center span: Dead load (in) at 17.29 ft = -0.507 L/D = 819 Live load (in) at 17.29 ft = -0.666 L/D = 624 Net Total load (in) at 17.29 ft = -0.673' L/D = 617 • Right cantilever: Dead load(in) = 0.316 L/D = ' 525 Pos Live load (in) = -0.010 L/D = 17031 Neg Live load (in) = 0.421 L/D = 394 Neg Total load (in) = 0.738 . UD = 225 � �� • Gravity Beam Design � i � Gravity Beam Design • RAM Steel v7.0 Page.19/206 RAM Steel v7.0 Page 20/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed ^'. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number -26 Floor Type: Roof Beam Number =27 SPAN INFORMATION (ft): I -End (9.50,135.00) J -End (35.50,135.00) - SPAN INFORMATION (ft): 1 -End (9.50,144.08) J -End (35.50,144.08) Beam Size (Optimum) = WI 4X22 Fy = 50.0 ksi Beam Size (Optimum) = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 26.00 Mp (kip -ft) = 138.33 Mp (kip -ft) = 138.33 LINE LOADS (k/ft): LINE LOADS (k/ft): . Load • Dist DL LL Red% Type - Load Dist DL LL Red% Type I 0.00 0.162 0.193 - NonR 1 000 0.191 0.227 -- NonR 26.00 . 0.162 0.193 26.00 0.191 0.227 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.53 kips 0.90Vn --= 85.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =7.70 kips 0.90Vn= 85.33 kips . MOMENTS (Ultimate): - . . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-11 fl ft kip-ft kip-ft ft ft kip -f1 Center Max+ 1.2DL +1.6LL 42.5 13.0 0.0 1.00 ' 0.90 124.50 Center Max+ I.2DL +1.6LL 50.0 13.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 42.5 13.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 50.0 13.0 0.0 1.00 0.90 124.50 REACTIONS (kips): . REACTIONS (kips): • Left Right Left Right DL reaction 2.10 2.10 DL reaction 2.48 2.48 • Max +LL reaction 2.51 2.51 Max +LL reaction 2.95 2.95 Max +total reaction (factored) 6.53 6.53 Max +total reaction (factored) 7.70 7.70 • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 13.00 ft = -0.288 UD = '1082 Dead load (in) at 13.00 ft = -0.340 L/D = 918 Live load (in) at 13.00 ft = -0.343 LID = 909 Live load (in) at 13.00 ft = -0.405 L/D = 771 , . Net Total load (in) at 13.00 ft = -0.632 UD = 494 Net Total load (in) at 13.00 ft = -0.744 UD = 419 ' • • • Gravity Beam Design Gravity Beam Design RAM Steel v7.0 Page 21/206 RAM Steel v7.0 Page 22/206 DataBase: ND432 05 /03/04 17:00:13 • � DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed M AW Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 28 Floor Type: Roof Beam Number = 29 • SPAN INFORMATION (R): I -End (9.50,153.17) J -End (35.50,153.17) SPAN INFORMATION (ft): I -End (9.50,163.25) J -End (23.50,163.25) Beam Size (Optimum) = W14)(22 Fy = 50.0 ksi Beam Size (User Selected) = W 12X 19 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Total Beam Length (ft) = 14.00 Mp (kip -ft) = 138.33 Mp (kip -R) = 102.92 • POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% • RootLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 14.00 0.98 0.00 0.0 1.16 0.00 0.0 0.00 Snow . 3.50 0.00 . LINE LOADS Or/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load ' Dist DL LL Red% Type 1 0.00 0.106 0.126 - NonR - • 1 - 0.00 0.073 0.086 - NonR 14.00 0.106 0.126 3.50 0.073 0.086 2 14.00 0.114 0.135 - NonR 2 3.50 0.073 0.086 -- NonR 26.00 0.050 0.059 14.00 0.008 0.009 3 000 0.095 0.114 - NonR 3 0.00 0.106 0.126 - - NonR 26.00 0.095 0.114 14.00 0.106 0,126 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.41 kips 0.90Vn= 85.33 kips - SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.62 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): . Span Cond , LoadCombo Mu @ Lb Cb Phi Phi "Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip-ft • kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 70.5 14.0 0.0 1.00 0.90 124.50 Center Max+ 1.2DL +1.6LL 11.9 6.7 0.0 1.00 0.90 92.62 ' Controlling I.2DL +1.6LL 70.5 14.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 11.9 6.7 0.0 1.00 0.90 92.62 REACTIONS (kips): REACTIONS (kips): • Left Right . Left Right DL reaction 3.03 2.89 DL reaction 1.16 0.99 • Max +LL reaction 3.61 3.44 Max +LL reaction • • 1.39 1.18 Max +total reaction (factored) 9.41 8.97 Max +total reaction (factored) 3.62 3.09 DEFLECTIONS: DEFLECTIONS: • Dead load (in) at 13.00 ft = -0.453 L/D = 688 ' Dead load (in) at 6.93 ft = -0.036 UD = 4701 Live load (m) at 13.00 ft = • -0.540 IJD = 578 Live load (in) at 6.93 ft = -0.043 UD = 3949 Net Total load (in) at 13.00 ft = -0.993 IJD = 314 Net Total load (in) at 6.93 ft = -0.078 UD = 2146 • • FR Gravity Beam Desi¢R p y . Gravity Beam Design • RAM Steel v7.0 Page 23/206 I % / 0 RAM Steel v7.0 Page 24/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed mow+ Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number - 30 Floor Type: Roof Beam Number = 31 SPAN INFORMATION (ft): I -End (9.50,170.17) J -End (13.00,170.17) SPAN INFORMATION (ft): I -End (13.00,112.67) .1-End (13.00,128.67) Beam Size (User Selected) = HSS4X3X 1/4 . . Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 3.50 Total Beam Length (ft) = 16.00 Mp (kip-ft) = 15.87 ' Mp (kip -ft) = 155.00 LINE LOADS (MI): PO INT LOADS (kips): • Load Dist DL LL Red% Type Dist . DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.073 0.086 - NonR 8.00 1.89 0.00 0.0 - 2.25 0.00 0.0 0.00 Snow 3.50 0.073 0.086 • LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.39 kips 0.90Vn = 50.33 kips Load Dist DL - LL Red% Type MOMENTS (Ultimate): 1 0.00 0.000 0.030 - NonR 16.00 0.000 0.030 Span Cond LoadCombo Mu @ Lb • Cb Phi Phi kip-ft 11 ft ip-ft 2 0.00 0.010 0.013 -- NonR - Center Max + l.2DL +1.6LL 0.3 1.8 00 1.00 0.90 14.29 16.00 0.010 0.013 Controlling 1.2DL +1.6LL 0.3 1.8 0.0 1.00 0.90 14.29 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 3.58 kips 0.90Vn = 75.89 kips REACTIONS (kips): MOMENTS (Ultimate): ' Left Right Span Cond LoadCombo Mu @ Lb Cb Phi Phi 'Mn DL reaction 0.13 0.13 kip-ft ft ft kip -ft Max +LL reaction 0.15 0.15 Center Max + 1.2DL +1.6LL 26.1 ' 8.0 0.0 1.00 0.90 139.50 Max +total reaction (factored) 0.39 0.39 Controlling 1.2DL +1.6LL 26.1 8.0 0.0 1.00 0.90 139.50 DEFLECTIONS: - • • REACTIONS (kips): Dead load (in) at 1.75 ft = -0.001 UD = 30548 Left Right 'Live load (in) at 1.75 ft = -0.002 UD = 25660 DL reaction 1.03 1.03 . Net Total load (in) at 1.75 ft = -0.003 UD = 13946 Max +LL reaction 1.46 1.46 Max +total reaction (factored) 3.58 3.58 ' DEFLECTIONS: - Dead load (in) at 8.00 ft = -0.050 UD = 3861 Live load (in) at 8.00 ft = -0.067 UD = 2880 Net Total load (in) at 8.00 11 = -0.116 UD = 1650 • • • Irui Gravity Beam Desien ► ,p / Gravity Beam Desien B� RAM Steel v7.0 Page 25/206 % 1 � RAM Steel v7.0 Page 26(206 • M DataBase: ND432 05/03/04 17:00:13 RAID DataBase:541)432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 32 - Floor Type: Roof Beam Number = 33 ' SPAN INFORMATION (ft): I -End (13.00,120.67) J -End (35.50,120.67) SPAN INFORMATION (ft): I -End (13.00,163.25) J -End (13.00,170.17) ' Beam Size (User Selected) = W12X19 Fy = 50.0 ksi • Beam Size (User Selected) • = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 22.50 • Total Beam Length (ft) = 6.92 . Mp (kip -ft) = 102.92 Mp (kip -ft) = 155.00 LINE LOADS (k/ft): No Loads Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.00 kips 0.90V n = 75.89 kips . 1 0.00 0.168 0.200 - - NonR MOMENTS (Ultimate): 22.50 0.168 0.200 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.87 kips 0.90Vn = 77.16 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): Controlling 1.2DL +1.6LL 0.0 11.3 0.0 1.00 0.90 0.00 • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn REACTIONS (kips): kip-ft ft ft kip-ft Left Right Center Max+' 1.2DL +1.6LL 33.0 11.3 0.0 1.00 .0.90 92.62 DL reaction 0.00 0.00 Controlling 1.2DL +1.6LL 33.0 • 11.3 0.0 1.00 0.90 92.62 DEFLECTIONS: REACTIONS (kips): Dead load (in) at 6.88 ft = 0.000 Left Right Live load (in) at 6.88 ft = 0.000 DL reaction 1.89 1.89 Net Total load (in) at 6.88 ft = 0.000 Max +LL reaction - 2.25 2.25 • Max +total reaction (factored) 5.87 5.87 • 'DEFLECTIONS: Dead load (in) at 11.25 ft = -0.257 IJD = 1051 • • Lave load (in) at 11.25 ft = -0.306 IlD = 883 Net Total load (in) at 11.25 ft = -0.563 IJD = 480 • • • • f Gravity Beam Desien ' Gravity Beam Desien 1! RAM - Steel v7.0 Page 27/206 F IB RAM Steel v7.0 Page 28/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =34 . Floor Type: Roof Beam Number =35 SPAN INFORMATION (ft): I -End (13.00,170.17) J -End (23.50,164.00) • SPAN INFORMATION (ft): I -End (13.00,170.17) J -End (23.50,170.17) . Beam Size (User Selected) = W10X22 Fy = 50.0 ksi Beam Size (User Selected) = HSS4X3X1/4 Fy = 50.0 ksi Total Beam Length (ft) = 12.18 Total Beam Length (ft) = 10.50 Mp (kip -R) = 108.33 Mp (kip -ft) = 15.87 LINE LOADS (k/ft): • LINE LOADS (k/ft): ' • Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.118 0.141 - NonR 1 0.00 0.010 0.013 -- NonR 12.18 0.007 0.008 10.50 0.010 0.013 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.54 kips 0.90Vn= 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.17 kips 0.90Vn= 50.33 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft - ft ft kip -ft Center Max+ 1.2DL +1.61.L 3.7 5.2 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 0.4 5.3 10.5 1.14 0.90 14.29 Controlling 1.2DL+1.6LL 3.7 5.2 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 0.4 5.3 10.5 1.14 0.90 14.29 • REACTIONS (kips): REACTIONS (kips): Left Right Left Right . DL reaction 0.49 0.27 DL reaction 0.06 0.06 Max +LL reaction 0.59 0.32 Max +LL reaction 0.07 0.07 . Max +total reaction (factored) 1.54 0.83 Max +total reaction (factored) 0.17 0.17 DEFLECTIONS: DEFLECTIONS: • Dead load (in) at 5.91 ft = -0.009 L/D = 16118 Dead load (in) at 5.25 ft = -0.016 VD = 7826 Live load (in) at 5.91 ft = -0.011 L/D = 13539 Live load (in) at 5.25 ft = -0.019 VD = 6573 Net Total load (in) at 5.91 ft = -0.020 VD = 7358 Net Total load (in) at 5.25 ft = -0.035 VD = 3573' • Gravity Beam Desien Gravity Beam Desien o� �, • RAM Steel v7.0 Page 29/206 RAM Stcel v7.0 Page 30/206 / DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd 04. " Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 36 Floor Type: Roof Beam Number = 37 • SPAN INFORMATION (ft): I -End (18.17,13.33) J -End (18.17,27.00) SPAN INFORMATION (ft): 1 -End (18.17,17.40) .1-End (26.83,21.50) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 13.67 - - Total Beam Length (ft) = 9.59 Mp (Icip -11) = 102.92 . Mp (kip -ft) = 108.33 POINT LOADS (kips): • LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red% Load Dist DL LL Red% Type • 4.06 0.75 0.00 0.0 0.89 • 0.00 0.0 0.00 Snow I 0.00 0.130 0.155 -- NonR 6.83 0.50 0.00 0.0 0.59 0.00 0.0 0.00 Snow 9.59 0.052 .0.062 LINE LOADS (1c/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.55 kips 0.9OVn =65.90 kips • Load Dist DL LL Red% Type - 1 0.00 0.182 0.217 -- NonR MOMENTS (Ultimate): 4.06 0.091 0.108 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip -ft • ft 1 ft kip-R SHEAR (Ultimate): Max Vu(1.2DL +1.6LL) =3.90 kips 0.90Vn =77.16 kips Center Max+ 1.2DL +1.6LL • 3.3 4.5 00 1.00 0.90 97.50 • MOMENTS (Ultimate): Controlling 1.2DL +1.6LL 3.3 4.5 0.0 1.00 0.90 97.50 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn REACTIONS(kips): kip-ft ft ft kip-ft Left Right Center Max + 1.2DL +1.6LL 12.0 4.1 2.8 1.01 0.90 92.62 DL reaction 0.50 0.37 . Controlling I.2DL +1.6LL 12.0 4.1 2.8 1.01 0.90 92.62 Max +LL reaction 0.59 0.45 REACTIONS (kips): Max +total reaction (factored) 1.55 1.16 Left Right DEFLECTIONS: DL reaction 1.26 0.55 Dead load (in) at 4.70 ft = -0.005 IJD = 22702 Max +LL reaction 1.50 0.65 Live load (in) at 4.70 ft .= -0.006 L/D = 19070 Max +total reaction (factored) 3.90 1.69 Net Total load (in) at 4.70 ft = -0.011 L/D = 10364 DEFLECTIONS: _ . Dead load (in) at 6.42 ft = -0.032 LJD = 5168 . ' Live load (in) at 6.42 ft = -0.038 . L/D = 4341 - Net Total Toad (in) at 6.42 ft = -0070 L/D = 2359 • • • • • • • Gravity Beam Design . Di 1 " Gravity Beam Design • FRS RAM Steel v7.0 • Page 31/206 1 RAM Steel v7.0 Page 32/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 38 Floor Type: Roof Beam Number = 39 SPAN INFORMATION (ft): I -End (23.50,153.17) J -End (23.50,170.17) SPAN. INFORMATION (ft): I -End (23.50,164.00) J -End (35.50,157.90) Beam Size (User Selected) = W12X26 Fy 50.0 ksi Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) = 17.00 Total Beam Length (ft) = 13.46 Mp (kip -ft) = 155.00 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (0/ft): Dist DL . RedLL Red% NonRLL StorLL Red% Roo(LL Red% Load Dist DL LL Red% Type 10.08 0.99 0.00 0.0 1.18 0.00 0.0 0. 00 Snow 1 0.00 0.159 0.189 -- NonR . 10.83 1.08 0.00 0.0 1.28 0.00 0.0 0.00 Snow - 13.46 0.044 0.053 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 2.52 kips 0.90Vn = 65.90 kips Load Dist DL LL Red% Type • . 1 10.83 0.126 0.150 -- NonR MOMENTS (Ultimate): 17.00 0.236 0.281 - Span Cond LoadCombo Mu @ Lb - Cb Phi, Phi•Mn kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.87 kips 0.90Vn = 75.89 kips Center Max + L2DL +I.6LL 7.2 6.1 0.0 1.00 0.90 97.50 MOMENTS (Ultimate): Controlling 1.2DL +1.6LL 7.2 6.1 0.0 1.00 0.90 97.50 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn REACTIONS (kips): kip-ft ft ft kip-ft Left Right Center Max + I.2DL +l.6LL 30.6 10.1 10.1 1.67 0.90 139.50 DL reaction 0.81 0.55 . Controlling 1.2DL +1.61L 30.6 101 10.1 1.67 0.90 139.50 Max +LL reaction 0.97 066 REACTIONS (kips): Max +total reaction (factored) 2.52 1.72 Left Right DEFLECTIONS: DL reaction 0.98 2.21 Dead load (in) at 6.60 ft = -0.022 111 = 7372 Max +LL reaction 1.16 2.63 Live load (in) at 6.60 ft = -0.026 1/D = 6193 Max +total reaction (factored) 3.04 6.87 Net Total load (in) at 6.60 ft = -0.048 IJD = 3366 DEFLECTIONS: ' Dead load (in) at 9.18 ft = -0.073 IJD = 2804 Live load (in) at 9.18 ft = -0.087 L/D = 2355 Net Total load (in) at 9.18 ft = -0.159 L/D = 1280 . • • • d1c)( Gravity Beam Design Gravity Beam Design � i V RAM Steel v7.0 • Page 33/206 /PI RAM Steel v7.0 Page 34/206 RA M DataBase: ND432 05 /03/04 17:00:13 Rim DataBase: ND432 05 /03/04 17:00:13 . Building Code: UBC2 • Steel Code: 'RFD 2nd Ed "ow Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 40 - Floor Type: Roof Beam Number = 41 °AN INFORMATION (ft): 1 -End (23. 50,170.17) J -End (35.50,170.17) SPAN INFORMATION (ft): I -End (26.83,13.33) J -End (26.83,27.00) . Beam Size (User Selected) = HSS4X3XI/4 Fy = 46.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 . . Total Beam Length (ft) = 13.67 Mp (kip -ft) = 14.60 Mp (kip -ft) = 102.92 • LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL . Red% Type Dist DL RedLL Red% NonRLL SI0rLL Red% RoofLL Red% 1 0.00 0.010 0.013 - NonR 8.17 0.71 0.00 0.0 0.84 0.00 0.0 0.00 Snow 12.00 0:010 0.013 LINE LOADS (k/ft): • • SHEAR (Ultimate): Max Vu (1.2DL +7.6LL)= 0.20 kips 0.9OVn= 46.30 kips • Load Dist DL LL Red% Type MOMENTS (Ultimate): 1 0.00 0.091 0.108 - NonR Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 4.06 0.091 0.108 kip-ft ft ft kip-ft . 2 4.06 0.091 0.108 - - NonR Center Max + 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 13.14 8.17 0.000 0.000 Controlling I.2DL +1.6LL 0.6 • 6.0 12.0 1.14 0.90 13.14 3 0.00 0.091 0.108 -- NonR • 8.17 0.091 0.108 ' REACTIONS (kips): Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.83 kips 0.90Vn = 77.16 kips DL reaction 0.06 0.06 MOMENTS (Ultimate): Max +LL reaction 0.07 0.07 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Max +total reaction (factored) 0.20 0.20 kip-ft ft ft kip-ft DEFLECTIONS: • Center Max+ 1.2DL +1.6LL 13.3 '7.5 0.0 1.00 0.90 • 92.62 Dead load (in) at 6.00 ft = -0.027 L/D = 5243 Controlling 1.2DL +1.6LL 13.2 8.2 5.5 1.67 0.90 • 92.62 Live load (in) at 6.00 ft = -0.033 L/D = 4404 REACTIONS (kips): Net Total load (in) at 6.00 ft = • -0.060 L/D = 2393 . Left Right DL reaction 1.23 0.77 Max +LL reaction 1.47 0.92 Max +total reaction (factored) 3.83 2.40 DEFLECTIONS: Dead load (in) at • 6.76 ft = -0.037 IJD = 4472 Live load (in) at' 6.76 ft = -0.044 IJD = 3756 Net Total load (in) at 6.76 0 = -0.080 UD = 2041 I • • Gravity Beam Design � �r / /y Gravity Beam Design Fit RAM Steel v7.0 • Page 35/206 '/ i RAM Steel v7.0 Page 36/206 I RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 .^Fay =a Building Code: UBC2 Steel Code: LRFD 2nd Ed '°' Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof • Beam Number = 42 • Floor Type: Roof Beam Number =43 SPAN INFORMATION (ft): I -End (26.83,21.50) J -End (35.50,27.00) SPAN INFORMATION (ft): I -End (35.50,13.33) J -End (3530,27.00) i • Beam Size (User Selected) = W IOX22 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi ' Total Beam Length (ft) = 10.26 Total Beam Length (ft) = 13.67 Mp (kip -ft) ' = 108.33 . Mp (kip-ft) = 102.92 LINE LOADS (k/ft): • LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.098 0.116 - NonR 1 0.00 0.091 0.108 -- NonR. 10.26 0.000 0.000 8.17 0.091 0108 SHEAR (Ultimate): Max Vu (l.2DL +1.6LL) = 1.04 kips 0.90Vn = 65.90 kips 2 8.17 0.091 0.108 -- NonR 13.67 0.000 0.000 MOMENTS (Ultimate): 3 0.00 0.105 0.125 -- NonR Span Cond LoadCombo Mu @ Lb- Cb Phi Phi•Mn 13.67 0.105 0.125 ' kip-ft ft ft kip-fl Center Max+ 1.2DL +1.6LL 2.0 4.3 0.0 1.00 0.90 97.50 SHEAR(Ultimate): Max Vu(1.2DL +1.6LL) =4.05 kips 0.90Vn =77.16 kips Controlling 1.2DL +1.6LL 2.0 4.3 0.0 1.00 0.90 97.50 MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo • Mu @ Lb Cb Phi Phi•Mn Left Right kip-ft • R R kip-ft DL reaction 0.33 0.17 Center Max+ 1.2DL +1.6LL 13.5 6.7 0.0 1.00 0.90 92.62 Max +LL reaction 0.40 0.20 Controlling 1.2DL +1.6LL 13.5 6.7 0.0 1.00 0.90 92.62 Max +total reaction (factored) - 1.04 0.52 • . REACTIONS (kips): DEFLECTIONS: Left 'Right Dead load (in) at 4.93 0 = -0.004 UD = 34547 DL reaction 1.31 1.12 Live load (in) at 4.93 11 = -0.004 L/D = 29019 Max +LL reaction 1.55 1.34 Net Total load (in) at 4.93 R = -0.008 UD = 15771 Max +total reaction (factored) 4.05 3.49 . DEFLECTIONS: ' Dead load (in) at 6.76 ft = -0.039 UD = 4258 Live Toad (in) at 6.76 R = -0.046 L/D = 3577 Net Total load (in) at 6.76 R = -0.084 IJD = 1944 • • Gravity Beam Design Gravity Beam Desien r)--to v i v RAM Steel v7.0 Page 37/206 F1% RAM Steel v7.0 Page 38/206 RA M DataBase: ND432 05 /03/04 17:0013 RAM DataBase. ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed i��o Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number =44 • . Floor Type: Roof • Beam Number =45 'PAN INFORMATION (ft): I -End (35.50,13.33) J -End (62.50,13.33) SPAN INFORMATION (ft): 1 -End (35.50,27.00) J -End (35.50,37.00) Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi . Total Beam Length (ft) = 27.00 Total Beam Length (ft) = 10.00 Mp ( kip-ft) = 225.00 Mp (kip -ft) = 155.0o • POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.00 2.50 0.00 0.0 2.97 0.00 0.0 . 0.00 Snow 4.50 0.47 0.00 0.0 0.56 0.00 0.0 0.00 Snow 20.00 3.52 0.00 0.0 4.19 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.80 kips 0.90Vn = 75.89 kips • LINE LOADS (k/ft): . • Load Dist DL LL Red% Type MOMENTS (Ultimate): 1 0.00 0.000 0.030 - NonR Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn ' 27.00 0.000 ' 0.030 • kip-ft ft ft 139.50 2 0.00 0.010 a013 - - NonR Center Max + 1.2DL +1.6LL 3.6. 4.5 5.5 1.67 0.90 139.50 • 27.00 O.OIO 0.013 Controlling I.2DL +1.6LL 3.6 4.5 5.5 1.67 0.90 139.50 • • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 12.05 kips 0.90Vn = 117.91 kips • REACTIONS (kips): • Left Right MOMENTS (Ultimate): DL reaction 0.26 0.21 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max +LL reaction 0.31 0.25 . - kip-ft 11 ft kip-ft Max +total reaction (factored) 0.80 0.65 Center Max+ 1.2DL +1.6LL 84.4 13.0 10.0 1.00 0.90 150.60 DEFLECTIONS: • Controlling 1.2DL +1.6LL 84.4 13.0 10.0 1.00 0.90 150.60 Dead load (in) at 4.85 ft = -0.003 L/1) = 42858 REACTIONS (kips): Live load (in) at 4.85 ft = -0.003 UD = 36001 Left Right Net Total load (in) at 4.85 11 = ' -0.006 UD = 19566 DL reaction • 2.63 3.67 - Max +LL reaction • 3.53 4.78 - • Max +total reaction (factored) 8.80 12.05 • DEFLECTIONS: • . Dead load (in) at 13.77 ft = -0.322 IJD = 1007 Lave load (in) at 13.77 R = -0.416 L/D = 779 Net Total load (in) at 13.77 ft = -0.738 UD = 439 • • • • I • • • �� Gravity Beam Design �� Gravity Beam Desien RAM Steel v7.0 Page 39/206 RAM Steel v7.0 . Page 40/206 RA M DataBase: 141)432 - 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed" Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Roof Beam Number =46 Floor Type: Roof Beam Number =47 SPAN INFORMATION (ft): 1 -End (35.50,27.00) J -End (45.50,30.35) SPAN INFORMATION (ft): 1 -End (35.50,31.50) J -End (45.50 ,31.50) Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi . Total Beam Length (ft) = 10,55 Total Beam Length (ft) = 10.00 . Mp ( kip-ft) = 108.33 Mp (kip -ft) = 24.54 LINE LOADS (k/ft): LINE LOADS (Wit): . Load Dist DL LL Rcd% Typc Load Dist DL LI. Red% Type 1 0.00 0.078 0.093 -- NonR 1 0.00 0.105 0.125 -- NonR 10.55 0.011 0.014 . 10.00 0.070 0.083 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.92 kips 0.90Vn= 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.45 kips 0.90Vn = 46.98 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ ' Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft R it kip-ft kip-ft ft ft kip -ft Center Max+ 1.2DL +1,6LL 2.0 4.6 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 3.4 4.8 0.0 1.00 0.90 22.09 Controlling • 1.2DL +1.6LL 2.0 4.7 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 3.4 4.8 0.0 1.00 0.90 22.09 REACTIONS (kips): REACTIONS (kips): Left Right Left Right . • DL reaction 0.29 0.18 DL reaction 0.47 0.41 • Max +LL reaction 0.35 0.21 Max +LL reaction 056 049 Max +total reaction (factored) 0.92 0.55 Max +total reaction (factored) 1.45 1.27 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 5.12 ft = -0.004 LID = 34685 Dead load (in) at 4.95 ft = -0.054 UD = 2230 Live load (in) at 5.12 fl = -0.004 UD = 29135 . Live load (in) at 4.95.ft = -0.064 UD = 1873 . Net Total load (in) at 5.12 0 = -0008 UD = 15834 Net Total load (in) at 4.95 ft = -0.118 UD = 1018 • • • Gravity Beam Design ► Gravity Beam Design "- V � gyp i RAM Steel v7.0 Page 41/206 % iV RAM Steel v7.0 - 1" Page 42/206 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: LRFD 2nd Ed Building Code: UBC2 • Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 48 - Floor Type: Roof Beam Number= 49 • SPAN INFORMATION (ft): 1 -End (35.50,37.00) J -End (35.50,47.00) SPAN INFORMATION (ft): I -End (35.50 ,37.00) J -End (55.50,37.00) Beam Size (User Selected) = W 12X26 Fy = 50,0 ksi Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi - Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 20.00 Mp (kip -ft) = 155.00 Mp (kip -ft) = 138.33 NoInads POINT LOADS (kips): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.00 kips 0.90Vn = 75.89 kips Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% MOMENTS (Ultimate): 10.00 1.92 0.00 0.0 2.28 0.00 0.0 0.00 Snow Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn LINE LOADS (k/ft): - kip-ft ft R kip-ft Load Dist DL LL Red% Type Controlling 1.2DL +1.6LL 0.0 4.8 0.0 1.00 . 0.90 0.00 1 0.00 0.105 0.125 - NonR REACTIONS (kips): 20.00 0.105 0.125 Left Right 2 0.00 0.058 0.069 - NonR DL reaction • 0.00 0.00 - • 10.00 0.058 0.069 . 3 10.00 0.070 0.083 - NonR DEFLECTIONS: 20.00 0.020 0.024 Dead load (in) at 9.95 ft = 0.000 Live load (in) at 9.95 ft = 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 7.99 kips 0.90Vn = 85.33 kips Net Total load (in) at 9.95 ft = 0.000 MOMENTS (Ultimate): Span . Cond LoadCombo Mu © . Lb Cb Phi Phi•Mn . kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 54.7 10.0 0.0 1.00 0. 90 124.50 • . Controlling 1.2DL +1.6LL 54.7 • 10.0 0.0 1.00 0.90 124.50 REACTIONS (kips): • . Left Right ' DL reaction 2.57 2.47 • Max +LL reaction 3.07 ' 2.94 - Max +total reaction (factored) 7.99 7.67 DEFLECTIONS: Dead load (in) at 10.00 ft = -0.195 IJD = 1228 . Live load (in) at 10.00 ft = -0.233 1/D = 1032 • Net Total load(in) at 10.00 ft = -0.428 IJD = 561 I • Gravity Beam Design � p Gravity Beam Design • RAM Steel v7.0. Page 43/206 `` RAM Steel v7.0 Page 44/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed M=wo-= Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 50 • Floor Type: Roof Beam Number = 51 SPAN INFORMATION (ft): 1 -End (35.50,47.00) J -End (35.50,77.67) SPAN INFORMATION (ft): 1 -End (35.50,47.00) J -End (55.50,47.00) Beam Size (Optimum) = W 18X35 Fy = 50.0 ksi Beam Size (User Selected) = W163126 Fy = 50.0 ksi Total Beam Length (ft) = 30.67 Total Beam Length (R) = 20.00 . Mp (kip-fl) = 277.08 ' Mp (MOO = 184.17 • . POINT LOADS (kips): POINT LOADS (kips): • Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Rcd% NonRLL StorLL Red% RoofLL Red% . 8.33 4.27 0.00 0.0 5.08 0.00 0.0 0.00 Snow 10.00 0.00 15.33 3.90 0.00 0.0 4.64 0.00 0.0 0.00 Snow LINE LOADS (k/ft): 22.33 4.27 • 0.00 0.0 5.08 0.00 0.0 0.00 Snow Load Dist DL LL Red% Type . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 19.29 kips 0.90Vn =143.37 kips 1 0.00 0.192 0.229 -- NonR' MOMENTS (Ultimate): 20.00 0.I92 0.229 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.98 kips 0.90Vn= 10434 kips kip-ft ft ft kip-ft . MOMENTS (Ultimate): • Center Max + 1.2DL +1.6LL 203.1 15.3 7.0 1.09 0.90 240.64 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Controlling 1.2DL +1.6LL 203.1 15.3 " 7.0 1.09 0.90 240.64 kip-ft ft ft kip-ft REACTIONS (kips): Center Max+ 1.2DL +1.6LL 29.9 10.0 0.0 1.00 0.90 165.75 Left Right Controlling 1.2DL +1.6LL 29.9 10.0 0.0 1.00 0.90 165.75 DL reaction 6.21 6.21 REACTIONS (kips): ' ' Max +LL reaction 7.40 7.40 Left Right Max +total reaction (factored) 19.29 19.29 DL reaction 1.92 1.92 DEFLECTIONS: (Camber = 12) Max +LL reaction 2.29 2.29 Dead load (in) at 15.33 ft = -0.714 LJD = 516 Max +total reaction (factored) 5.98 5.98 • Live load (in) at 15.33 ft = -0.850 IJD = 433 DEFLECTIONS: Net Total load (in) at 15.33 ft = -1.063 IJD = 346 Dead load (in) at 10.00 ft = -0.079 IJD = 3023 . Live load (in) at 10.00 ft = -0.095 1/1) = 2539 Net Total load (in) at 10.00 ft = -0.174 IJD = 1380 • • • Gravity Beam Design I s m / ,y Gravity Beam Design t ) ( • RAM Steel v7.0 Page 45/206 % IV RAM Steel v7.0 Page 6/206 DataBase: ND432 05 /03/04 17:00.13 RAM DataBase: ND432 05 /03/04 17:00:13 �• Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code:.UBC2 - Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 60 Floor Type: Roof Beam Number = 61 QPAN INFORMATION (ft): I -End (35.50,112.67) J -End (35.50,135.00) SPAN INFORMATION (ft): I -End (35.50,112.67) J -End (55.50,112.67) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 • Fy =. 50.0 ksi _ Total Beam Length (0) = 22.33 Total Beam Length (ft) = 20.00 . Mp (kip -ft) = 138.33 Mp (kip -ft) = 155.00 POINT LOADS (kips): • LINE LOADS (Wft): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Load Dist DL LL Red% Type • • 8.00 4.16 0.00 0.0 4.95 0.00 0.0 0.00 Snow 1 0.00 0.176 0.209 -- NonR 16.00 4.11 0.00 0.0 4.93 .0.00 0.0 . 0.00 Snow 20.00 0.176 . 0.209 SHEAR ( Ultlmate): Max Vu (1.2DL +1.6LL)= 13.81 kips 0.90Vn = 85.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.46 kips 0.90Vn = 75.89 kips • MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi`Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max + 1.2DL +1.6LL 95.4 8.0 8.0 1.03 0.90 • 100.76 Center Max + 1.2DL +1.6LL 27.3 10.0 0.0 1.00 0.90 139.50 Controlling • 1.2DL +1.611, 95.4 8.0 8.0 1.03 0.90 100.76 Controlling 1.2DL +1.6LL 27.3 10.0 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): . Left Right . Left Right • DL reaction 3.83 4.43 DL reaction 1.76 1.76 Max +LL reaction 4.58 5.31 Max +LL reaction 2.09 2.09 Max +total reaction (factored) 11.92 13.81 . Max +total reaction (factored) 5.46 5.46 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 11.17 ft = -0.474 L/D = 565 Dead load (in) at 10.00 ft = -0.107 L/D = 2243 . Live load (in) at 11.17 ft = -0.567 UD = 473 Live load (in) at 10.00 ft = -0.127 L/D = 1884 Net Total load (in) at 11.17 ft = -1.041 1./D = 257 Net Total load (in) at 10.00 ft = -0.234 I./f) = 1024 • • • • L� /`g Gravity Beam Design Gravity Beam Design % R. RAM S L � /`y teel v7.0 Page 47/206 7 �� RAM Steel v7.0 Page 48/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 •.. Building Code: UBC2 • Steel Code: LRFD 2nd Ed ....... Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof , Beam Number = 62 Floor Type: Roof Beam Number =63 . SPAN INFORMATION (ft): I -End (3550,120.67) J -End (6230,120.67) SPAN INFORMATION (ft): 1 -End (35.50,128.67) J -End (62.50,128.67) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi • Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 .Total Beam Length (ft) = 27.00 . Mp (kip -ft) = 138.33 Mp (kip -ft) = 138.33 LINE LOADS (Wft): LINE LOADS (k/ft): ' Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.168 0.200 - NonR 1 . 0.00 0.150 0.179 NonR 27.00 0.168 0.200 27.00 0.150 0.179 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.04 kips 0.90Vn= 85.33 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 6.31 kips 0.90Vn = 85.33 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip -ft Center Max+ 1.2DL +1.6LL 47.5 13.5 0.0 1.00 0.90 124.50 Center Max+ 1.2DL +1.6LL 42.6 13.5 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 47.5 13.5 0.0 1.00 0.90 124.50 Controlling I.2DL +1.6LL 42.6 13.5 0.0 1.00 0.90 124.50 REACTIONS (kips): REACTIONS (kips): • Left Right Left Right DL reaction 2.27 2.27 DL reaction 2.03 2.03 Max +I.L reaction • 2.70 2.70 Max +LL reaction 2.42 2.42 Max +total reaction (factored) 7.04 7.04 Max +total reaction (factored) 6.31 , 6.31 • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 13.50 ft = -0.348 UD = 931 - Dead load (in) at 13.50 ft = -0.312 L/D = 1039 Live load (in) at 13.50 ft = -0.414 UD = 782 Live load (in) at 13.50 0 = -0.371 1/D = 873 Net Total load (in) at 13.50 11 = -0.762 L/D = 425 Net Total Toad (in) at 13.50 ft = -0.683 1./1) = 474 • • • • Gravity Beam Design / / y Gravity Beam Design °`'' tzd w 1 � RAM Steel v7.0 Page 49/206 % 1 RAM Steel v7.0 Page 50/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: N13432 • 05/03/04 17:00:13 ..... Building Code: UBC2 Steel Code: LRFD 2nd Ed. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 64 Floor Type: Roof Beam Number = 65 cPAN INFORMATION (ft): 1 -End (3550,135.00) 3 -End (35.50,170.17) SPAN INFORMATION (ft): I -End (35.50,135.00) J -End (62.50,135.00) Beam Size (User Selected) = W18X40 - Fy = 50.0 ksi Beam Size (Optimum) . = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.17. Total Beam Length (ft) = 27.00 Mp (kip -ft) = 326.67 Mp (kip -ft) = 184.17 POINT LOADS (kips): POINT LOADS (kips) • • Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 7.17 0.88 0.00 0.0 1.05 0.00 0.0 0.00 Snow 12.00 3.53 0.00 0.0 4.20 0.00 0.0 0.00 Snow 9.08 2.48 0.00 0.0 2.95 0.00 0.0 0.00 Snow 24.00 '4.88 0.00 0.0 5.40 0.00 0.0 0.00 Snow 14.00 0.86 0.00 0.0 1.03 0.00 0.0 0.00 Snow LINE LOADS (k/ft): 18.17 2.89 0.00 0.0 3.44 0.00 0.0 0.00 Snow Load Dist DL LL Red% Type 22.90 1.24 0.00 0.0 1.48 0.00 0.0 0.00 Snow 1 0.00 0.075 0.090 -- NonR LINE LOADS (k/ft): • . 24.00 0.075 . 0.090 Load Dist DL LL Red% Type 2 24.00 0.1.12 0.133 - NonR 1 2290 0.000 0.000 -- NonR 27.00 0.096 0.115 29.00 0.126 0.150 3 0.00 0.066 0.079 ' - NonR 2 29.00 0.126 0.150 - NonR 27.00 0.066 0.079 . 35.17 0.126 0.150 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 23.95 kips 0.90Vn =104.34 kips 3 22.90 a 126 a 150 - NonR . 35.17 0.126 • 0.150 MOMENTS (Ultimate): Span Cond LoadCombo Mu • @ Lb Cb Phi' . Phi'"Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =17.84 kips 0.9OVn = 152.24 kips _ kip-ft ft ft kip-ft MOMENTS (Ultimate): Center Max + 1.2DL +1.6LL 132.1 12.0 0.0 1.00 0.90 165.75 Span Cond LoadCombo • Mu @ Lb Cb Phi Phi'Mn Controlling 1.2DL +1.6LL 132.1 120 0.0 1.00 0.90 .165.75 kip-ft ft ft kip-ft REACTIONS (lips): Center Max+ LZDL +1.6LL 188.8 18.2 4.7 1.06 0.90 294.00 Left Right Controlling 1.2DL +1.6LL 188.8 18.2 4.7 1.06 0.90 294.00 DL reaction 4.42 7.90 • REACTIONS(klps): . Max+LL reaction • 5.22 • 9.04 Left Right Max +total reaction (factored) 13.65 23.95 • DL reaction 5.32 5.75 DEFLECTIONS: (Camber = 1/2) Max +L,L reaction 6.33 6.84 Dead load (in) at 13.63 ft = -0.607 L/D = 534 Max +total reaction (factored) 16.51 17.84 Live load (in) at 13.63 ft = -0.711 IJD = 456 DEFLECTIONS: (Camber =4/2) Net Total load (in) at 13.63 ft = -0.818 L/D = 396 Dead load (in) at 17.58 ft = -0.727 L/D = 581 - . Live load (in) at 17.58 ft = -0.865 L/D = 488 Net Total load (in) at 17.58 ft = -1.092 1.10 = 386 - • • • • I . /�� //y • Gravity Beam Design Gravity Beam Design 7 1 RAM Steel v7.0 Page 51/206 F1' RAM Steel v7.0 • Page 52/206 RAM DataBase: ND432 05 /03/04 17:00:13 • RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd Ed. ' Building Code: UBC2 . Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 66 . Floor Type: Roof . Beam Number = 67 SPAN INFORMATION (ft): I -End (35.50,142.17) J -End (47.50,142.17) SPAN INFORMATION (ft): I -End (35.50,149.00) .1-End (47.50,149.00) Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi Beam Size (User Selected) = HSS5XSX3 /16 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 12.00 • . Mp.(kip -R) = 24.54 . Mp (kip -ft) = 24.54 LINE LOADS (k/ft): • • LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.147 0.175 -- NonR - 1 0.00 0.165 0.197 -- NonR 12.00 , 0.147 0.175 • 12.00 0.101 0.120 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.74 kips 0.90Vn= 46.98 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 2.68 kips 0.9OVn = 46.98 kips MOMENTS (Ultimate): . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi.Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft • Center Max+ 1.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 22.09 Center Max+ 1.2DL +1.6LL 7.4 5.8 0.0 1.00 0.90 22.09 Controlling 1.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 22.09 Controlling t.2DL +1.6LL 7.4 5.8 0.0 1.00 0.90 22.09 REACTIONS (kips): REACTIONS (kips): - Left Right Left Right DL reaction 0.88 0.88 • DL reaction 0.86 0.73 Max +LL reaction 1.05 1.05 Max +LL reaction 1.03 0.87 Max +total reaction (factored) 2.74 2174 Max +total reaction (factored) 2.68 2.28 DEFLECTIONS: DEFLECTIONS: ■ Dead load (in) at 6.00 ft = -0.188 UD = 767 • Dead load (in) at 5.94 ft = -0.170 UD = 848 Live load (in) at 6.00 it = -0.223 UD = 644 Live load (in) at 5.94 ft = -0.202 L/D = 712 Net Total load (in) at 6.00 ft = -0.411 UD = 350 Net Total load (in) at 5.94 ft = -0.372 UD = 387 • • Gravity Beam Desien Gravity Beam Desien • • 1 V RAM Steel v7.0 Page 53/206 RAM Steel v7.0 Page 54/206 RAM •DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 Building Code: UBC2 - Steel Code: LRFD 2nd Ed .• Building Code: UBC2 Steel Code: LRFD 2nd Ed. - Floor Type: Roof Beam Number = 68 Floor Type: Roof Beam Number .= 69 • cPAN INFORMATION (ft): I -End (35.50,157.90) J -End (47.50,151.77) SPAN INFORMATION (ft): 1 -End (35.50,170.17) J -End (47.50,170.17) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = HSS4X4X1/4 Fy = 50.0 ksi Total Beam Length (ft) = 13.47 Total Beam Length (ft) = 12.00 . • Mp (kip -ft) = 108.33 Mp (kip -ft) = 19.54 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL - LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.140 0.167 -- NonR 1 0.00 0.010 0.013 - NonR 13.47 0.026 0.031 12.00 0.010 0.013 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.14 kips 0.90Vn= 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 kips 0.90Vn = 50.33 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft R kip-ft kip-ft ft ft kip-ft Center Max + 1.2DL +1.6LL 5.9 6.0 0.0 1.00 0.90 97.50 Center Max + 1.2DL +1.61.. 0.6 6.0 12.0 1.14 0.90 17.59 Controlling 1.2DL +1.6LL 5.9 6.0 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 17.59 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.69 0.43 DL reaction 0.06 0.06 • Max +LL reaction 0.82 • 0.51 Max +LL reaction 0.07 0.07 Max +total reaction (factored) 2.14 1.34 Max +total reaction (factored) 0.20 0.20 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.53 ft = -0.018 IJD = 8963 Dead load (in) at 6.00 ft. = -0.022 UD = 6649 Live toad (in) at 6.53 ft = -0.021 UD = 7529 Live load (in) at 6.00 ft = -0.026 L/D = 5585 Net Total load (in) at 6.53 ft = -0.040 UD = 4092 Net Total load (in) at 6.00 ft = -0.047 . L/D = 3035 • • • • • • • • • • • ` .� / / y Gravity Beam Desien , r te / . y Gravity Beam Desien �l RAM Steel v7.0 Page 55/206 % 1V RAM Steel v7.0 Page 56/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 .05/03/04 17:00:13 • w.N...- ,, Building Code: UBC2 Steel Code: LRFD 2nd Ed ".w Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 70 Floor Type: Roof Beam Number =71 • SPAN INFORMATION (ft): I -End (45.50,13.33) .1-End (45.50,37.00) SPAN INFORMATION (ft): I -End (45.50,30.35) J -End (55.50,35.10) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi .Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 23.67 Total Beam Length (ft) = 11.07 Mp (kip -ft) = 138.33 Mp (kip -ft) = 108.33 , • POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RooBLL Red% Load Dist . DL LL Red% Type ' 17.02 0.61 0.00 0.0 0.73 0.00 0.0 0.00 Snow 1 0.00 0.108 0129 -- NonR 18.17 ' 0.41 0.00 0.0 0.49 0.00 0.0 0.00 Snow 11.07 0.018 0.021 • LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 1.34 kips 0.90Vn = 65.90 kips Load Dist DL LL Red% Type • • 1 0.00 0.105 • 0.125 -- NonR MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn 13.67 0.105 0.125 • kip-ft ft 11 kip-ft 2 13.67 0.105 0.125 , -- NonR Center Max + 1.2DL +1.6LL 3.0 4.9 0.0 1.00 0.90 97.50 17.02 0.000 0.000 Controlling 1.2DL +16LL 3.0 4.9 0.0 1.00 0.90 97.50 3 0.00 0.105 0.125 -- NonR 17.02 0.105 0.125 . REACTIONS (kips): • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.75 kips 0.90Vn = 85.33 kips Left R0, DL reaction 0.43 0,27 MOMENTS (Ultimate): Max +LL reaction 0.51 0.32 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max +total reaction (factored) 1.34 0,83 kip-ft ft ft kip-ft DEFLECTIONS: ' Center Max + I.2DL +1.6LL 46.1 11.9 0.0 1.00 0.90 124.50 Dead load (in) at 5.37 ft = , -0.006 L/D = 21320 Controlling 1.2DL +1.6LL 46.1. .11.9 0.0 1.00 0.90 124.50 Live load (in) at 5.37 ft = -0.007 L/D = 17909 REACTIONS (kips): Net Total load (in) at 5.37 ft = -0.014 UD = 9733 Left Right DL reaction 2.50 1.92 • Max +LL reaction 2.97 2.28 Max +total reaction (factored) 7.75 5.96 DEFLECTIONS: Dead load (in) at 11.83 8 = -0.258 L/D = 1099 Live load (in) at 11.83 ft = -0.308 UD = 923 Net Total load (in) at 11.83 ft = -0.566 L/D = 502 • Gravity Beam Design �� Gravity Beam Design iJ RAM Steel v7.0 Page 57/206 RAM Steel v7.0 Page 58/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed =w Building Coda UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 72 - Floor Type: Roof Beam Number = 73 RPAN INFORMATION (ft): I -End (45.50 ,37.00) J -End (45.50,47.00) . . SPAN INFORMATION (ft): 1 -End (47.50,135.00) J -End (47.50,170.17) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi 'Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 35.17 Mp (kip -ft) = 102.92 Mp (kip -ft) = 277.08 No Loads POINT LOADS (kips): . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.00 kips 0.90Vn = 77.16 kips Dist DL RedLL Red% NonRLL StorLL Red% RooOLL Red% MOMENTS (Ultimate): 7.17 1.81 0.00 • 0.0 2.16 0.00 0.0 0.00 Snow Span Cond . LoadCombo Mu @ Lb Cb Phi Phi *Mn 14.00 0.73 0.00 0.0 0.87 0 0 . 0 0.00 Snow . kip-ft • ft ft kip-ft 16.77 1.16 0.00 0.0 1.39 0.00 0.0 0.00 Snow Controlling 1.2DL +1.6LL 0.0 4.9 0.0 1.00 0.90 0.00 LINE LOADS (Rift): • REACTIONS (kips): Load Dist DL LL Red% Type • Left Right 1 16.77 0.000 0.000 -- North DL reaction 0.00 0.00 22.90 0.126 0.150 2 22.90 0.126 0.150 - NonR. DEFLECTIONS: 35.17 0.126 0.150 _ • Dead load (in) at 9.95 ft = 0.000 3 16.77 0.126 0.150 - NonR Live load (in) at 9.95 ft = 0.000 35.17 0.126 0.150 • Net Total load (in) at 9:95 ft = 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =13.76 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn - kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 123.3 16.8 2.8 1.03 0.90 249.37 • Controlling 1.2DL +1.6LL 123.3 16.8 2.8 1.03 0.90 249.37 REACTIONS (kips): • . " Left Right - ' DL reaction 3.53 4.43 . Max +LL reaction 4.20 5.28 Max +total reaction (factored) 10.95 13.76 DEFLECTIONS: (Camber = 1/2) Dead load (in) at . 17.58 ft = -0.581 UD = 726 . Live load (in) at 17.58 ft = -0.692 Ill) = 610 ' Net Total load (in) at 17.58 0 = -0.774 UD = 546 • 1 �� //y / Gravity Beam Design ,� - Gravity Beam Design � RAM Steel v7.0 Page 59/206 % 1V RAM Steel v7.0 Page 60/206 • 1 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ... Building Code: UBC2 Steel Code: LRFD 2nd Ed ., Building Code: UBC2 . Steel Code: LRFD 2nd Ed. " Floor Type: Roof Beam Number = 74 Floor Type: Roof Beam Number = 75 SPAN INFORMATION (ft): I-End (47.50,142.17) 3 -End (59.50,142.17) ' SPAN INFORMATION (ft): I -End (4730,151.77) J -End (59.50,145.67) Beam Size (User Selected) = HSS5X5X3 /16 Fy = 46.0 ksi Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 13.46 Mp (kip -ft) = 22.58 Mp (kip -ft) =. 108.33 . LINE LOADS (k/ft): LINE LOADS (k/ft): • Load Dist DL LL Red% Type Load . Dist DL LL Red% •Type . 1 0.00 0.176 0.210 - NonR 1 0.00 0.147 0.175 -- NonR 12.00 0.112 0.133 13.46 0.033 0.039 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =2.88 kips 0.90Vn =43.22 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =2.28 kips 0.90Vn =65.90 kips MOMENTS (Ultimate): . MOMENTS (Ultimate): _ . . Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft kip-ft 11 11 kip -ft Center Max+ 1.2DL +1.6LL 8.1 5.8 0.0 1.00 0.90 20.32 Center Max+ 1.2DL +1.6LL 6.4 6.0 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 8.1 5.8 0.0 1.00 0.90 20.32 Controlling 1.2DL +1.6LL 6.4 6.0 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.93 0.80 DL reaction 073 0.48 Max +11. reaction 1.11 0.95 Max +LL reaction 0.87 0.57 . • Max +total reaction (factored) 2.88 2.48 Max +total reaction (factored) 2.28 1.48 DEFLECTIONS: • DEFLECTIONS: Dead load (in) at - 5.94 ft = ' -0.184 VD = 783 Dead load (in) at 6.60 ft = -0.019 UD = 8315 Live load (in) at 5.94 ft = -0.219 1/D = 658 Live load (in) at 6.60 ft = -0.023 UD = 6984 Net Total load (in) at 5.94 ft = -0.403 UD = 357 Net Total load (in) at 6.60 ft = -0.043 UD = 3796 • • ► �1 / /y - • Gravity Beam Desien Gravity Beam Desien m... l 1 v RAM Steel v7.0 Page 61206 r 1 RAM Steel v7.0 Page 62206 RAA DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. aa+^t". Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 76 Floor Type: Roof Beam Number = 77 cPAN INFORMATION (ft): 1 -End (47.50,170.17)' J -End (59.50,170.17) SPAN INFORMATION (ft): I -End (55.50,13.33) J -End (55.50,47.00) Beam Size (User Selected) = HSS4X3X I/4 Fy = 50.0 ksi • Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 . Total Beam Length (ft) = 33.67 Mp ( kip-ft) = 15.87 Mp ( kip-ft) •= 225.00 • LINE LOADS (1r/ft): • POINT LOADS (kips): Load Dist DL LL' Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red% 1 0.00 0.010 0.013 - NonR 21.77 0.52 0.00 0.0 0.62 0.00 0.0 0.00 Snow 12.00 0.010 0.013 • 23.67 2.47 0.00 0.0 • 2.94 0.00 0.0 0.00 Snow • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 klps 0.90Vn= 50.33 kips 27.67 0.40 0.00 0.0 0.47 0.00 0.0 0.00 Snow MOMENTS (Ultimate): LINE LOADS (k/ft): Load Dist DL LL Red% Type • Span •Coed LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft 1 0.00 0.105 0.125 - NonR . Center Max + 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 17.02 0.105 0.125 Controlling 1.2DL +1.6L.L 0.6 6.0 12.0 1.14 0.90 14.29 2 17.02 0.105 0.125 - NonR • 21.77 0.000 0.000 ' • • REACTIONS (kips): 3 0.00 0.073 0.088 -- NonR ' Left Right 21.77 0.073 0.088 • DL reaction 0.06 0.06 +LL reaction 0.07 007 Max SHEAR( Ultimate): Max Vu (1 +1 10 kips 0.90Vn= 117.91 kips . • Max +total reaction (factored) 0.20 0.20 MOMENTS (Ultimate): DEFLECTIONS: Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Dead load (in) at 6.00 ft = -0.027 L/D = 5243 kip-ft ft ft kip-ft Live load (in) at 6.00 ft = -0033 L/D = 4404 Center Max + 1.2DL +1.6LL 108.0 20.4 0.0 1.00 0.90 202.50. Net Total load (in) at 6.00 ft = -0060 UD = 2393 Controlling 1.2DL +1.6LL 108.0 20.4 0.0 1.00 0.90 202.50 REACTIONS (kips): . Left Right DL reaction 3.52 3.51 Max +LL reaction 4.19 4.17 Max +total reaction (factored) 10.92 10.89 • DEFLECTIONS: (Camber = 1/2) Dead load (in) at 17.34 ft = -0.644 VD = 627 . Live load (in) at 17.34 ft = -0.767 UD = 527 Net Total toad (in) at 17.34 ft = -0.911 •JD - 443 • • Gravity Beam Desien Gravity Beam Desien I ,� / /y r 1\ RAM Steel v7.0 Page 63/206 % it RAM Steel v7.0 Page 64/206 i RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 . Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 78 Floor Type: Roof Beam Number = 79 SPAN INFORMATION (ft): I -End (55.50,35.10) J -End (62.50,38.42) SPAN INFORMATION (ft): 1 -End (55.50,41.00) J -End (62.50,41.00) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi Total Beam Length (ft) = 7.74 Total Beam Length (ft) = 7.00 Mp (kip -ft) = 108.33 Mp (kip -ft) = 24.54 LINE LOADS (k/ft): . LINE LOADS (k/ft): Load Dist DL LL Red% Type' Load Dist DL LL Red% • Type 1 0.00 0.087 0.104 -- . NonR I 0.00 0.125 0.149 -- NonR 7.74 ' 0.025 0.029 7.00 0.090 0.107 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.80 kips 0.90Vn = 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.23 kips 0.90Vn =46.98 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo . Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 1.3 3.5 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 2.0 3.4 0.0 1.00 0.90 22.09 • Controlling 1.2DL +1.6LL 1.3 3.5 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 2.0 3.4 0.0 1.00 0.90 22.09 REACTIONS (kips): • REACTIONS (kips): . Left Right Left Right DL reaction 026 0.18 DL reaction 0.40 0.36 Max +LL reaction 0.31 0.21 • Max +LL reaction 0.47 0.42 ' Max +total reaction (factored) 0.80 0.55 Max +total reaction (factored) 1.23 1.11 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 3.79 ft = -0.001 L/D = 70185 Dead load (in) at 3.46 11 = -0.016 UD = 5284 Live load (in) at 3.79 ft = -0.002 1J13 = 58956 , Live Toad (in) at 3.46 ft = -0.019 UD = 4439 Net Total load (in) at 3.79 ft = -0.003 L/D = 32041 Net Total load (in) at 3.46 ft = -0.035 UD = 2412 • • • • • • • • ► P � / / y Gravity Beam Desien Gravity Beam Desien m L. • 7 1 V RAM Steel v7.0 • Page 65/206 RAM Steel v7.0 age 66/206 RAM DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code. UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 80 Floor Type: Roof Beam Number = 81 • - SPAN INFORMATION (ft): 1 -End (55.50,47.00) J -End (62.50,47.00) SPAN INFORMATION (ft): 1 -End (55.50,112.67) J -End (62.50,112.67) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Total Beam Length (ft) = 7.00 • Mp (kip -ft) = 155.00 Mp (kip -ft) = 155.00 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL .Red% Type 1 0.00 0.150 0.179 - NonR • 1 000 0.176 0.209 - NonR • 7.00 0.150 0.179 • • 7.00 0.176 0.209 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.64 kips 0.9OVn= 75.89 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) 1.91 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): • Span Cond LoadCombo • Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-ft ft "ft kip-ft kip-ft . ft ft kip-ft Center Max + 1.2DL +1.6LL 2.9 3.5 0.0 1.00 0.90 139.50 Center Max + 1.2DL +I.6LL 3.3 3.5 0.0 1.00 090 139.50 Controlling ' I.2DL +1.6LL 2.9 3.5 0.0 • 1.00 - 0.90 139.50 Controlling 1.2DL +1.61L 3.3 " 3.5 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): Left Right - Left Right DL reaction 0.53 0.53 DL reaction 0.62 • 0.62 Max +LL reaction 0.63 0.63 Max +LL reaction 0.73 0.73 Max +total reaction (factored) 1.64 1.64 Max +total reaction (factored) 1.91 1.91 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 3.50 ft = -0.001 L/1) = 61122 Dead load (in), at 3.50 ft = -0.002 L/D = 52303 Live load (in) ' at 3.50 ft = -0.002 UD = 51342 Live load (in) at 3.50 ft = -0.002 111) = 43935 Net Total load (in) at 3.50 ft = -0.003 L/D = 27903 Net Total load (in) at 3.50 ft = -0.004 UD = 23878 • • • • Gravity Beam Design ' ri1� . Gravity Beam Desien RAM Steel v7.0 - Page 67/206 RAM Steel v7.0 Page 68/206 I DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. w Building Code: UBC2 Steel Code: IRFD 2nd Ed. Floor Type: Roof Beam Number = 82 _ - • Floor Type: Roof Beam Number = 83 . SPAN INFORMATION (ft): 1 -End (59.50,135.00) J -End (59.50,170.17) SPAN INFORMATION (ft): I -End (59.50,145.67) .J-End (67.83,141.50) Beam Size (User Selected) = WI 8X40 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 35.17 Total Beam Length (ft) = 9.32 Mp (kip -ft) = 326.67 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RooaLL Red% Load Dist . DL LL Red% Type 7.17 0.80 0.00 0.0 0.95 0.00 0.0 0.00 Snow . 1 0.00 0.039 0.047 - NonR 10.67 1.02 0.00 0.0 1.06 0.00 0.0 0.00 Snow 7.83 0.006 0.007 11.50 2.46 0.00 0.0 2.47 0.00 0.0 0.00 Snow 2 7.83 0.084 0.000 -- NonR . ' LINE LOADS (k/ft): 9.32 0.070 0.000 Load Dist DL LL Red% Type 3 0.00 0.100 .0.119 - NonR 1 10.67 0.000 0.000 -- NonR 3.35 0.086 0.102 16.77 0.126 0.150 4 3.35 0033 0.040 - NonR 2 16.77 0.126 0.150 - NonR 7.83 0.000 0.000 35.17 0.126 0.150 5 3.35 0.060 0.000 -- Non 3 10.67 0.087 0.104 . - NonR • 7.83 0.077 0.000 11.50 0.087 0.104 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.44 kips 0.90Vn =65.90 kips 4 11.50 ' 0.126 0.150 - NonR 35.17 ' 0.126 0.150 MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 15.68 kips 0.90Vn = 152.24 kips kip-ft ft ft kip -ft MOMENTS(Ultimate): Center Max+ 1.2DL +1.6LL 2.6 3.9 0.0 1.00 0.90 97.50 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Controlling 1.2DL +1.6LL 2.6 3.9 . 0.0 1.00 0.90 97.50 • kip-ft ft ft kip-ft REACTIONS (kips): Center Max + 1.2DL +1.6LL 157.1 15.0 0.0 1.00 0.90 294.00 Left Right Controlling 1.2DL +1.6IL 157.1 15.0 0.0 1.00 0.90 294.00 DL reaction 0.54 0.44 REACTIONS (kips): - Max +LL reaction 0.49 0.18 Left Right - Max +total reaction (factored) 1.44 0.82 DL reaction 4.88 5.15 DEFLECTIONS: Max +LL reaction 5.40 5.94 Dead load (in) at 4.61 1t = -0.005 LID = 21224 Max +total reaction (factored) 14.50 15.68 Live load (in) at 4.52 ft = -0.003 LID = 33074 DEFLECTIONS: (Camber = 1/2) Net Total load (in) at 4.52 ft = -0.009 VD = 12931 Dead load (in) at 17.23 t0 = -0.650 LID = 649 ' Live load (in) at 17.23 ft = -0.729 LID = 579 Net Total load (in) at 17.23 ft = -0.879 L/D = 480 • Gravity Beam Desien • Gravity Beam Design i t 1 RAM Steel v7.0 - Page 69/206 RAM Steel v7.0 Page 70/206 DataBase: ND432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 84 Floor Type: Roof Beam Number = 85 'PAN INFORMATION (ft): I -End (59.50,146.50) J -End (83.50,146.50) SPAN INFORMATION (ft): 1 -End (59.50,170.17) J -End (71.50,170.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = HSS4X3X 1/4 Fy = 50.0 ksi Total Beam Length (ft) . = 24.00 Total Beam Length (ft) = 12.00 ' Mp (kip -ft) = 155.00 Mp (kip -ft) = 15.87 POINT LOADS (kips): LINE LOADS (k/ft): • Dist DL RedLL Red% NonRLL StorLL Red% Ro01LL Red% Load Dist DL LL Red% Type 8.33 1.00 0.00 0.0 0.71 0.00 0.0 0.00 Snow I 0.00 0.010 0.013 - NonR 12.00 2.98 0.00 0.0 3.55 0.00 0.0 0.00 Snow 12.00 0.010 0.013 16.33 '0.98 0.00 0.0 0.72 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 0.20 kips 0.90Vn =50.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.02 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): ' MOMENTS (Ultimate): Span Cond LoadCombo Mu Q Lb Cb Phi Phi *Mn Span Cond LoadCombo Mu ' Q Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft • kip-ft 0 ft kip-ft Center Max+ 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 Center . Max + . 1.2DL +1.6id, 74.2 12.0 4.3 1.12 0.90 139.50 Controlling 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 Controlling 1.2DL +1.6LL 74.2 12.0 4.3 1.12 0.90 139.50 . REACTIONS (kips): REACTIONS (kips): Left Right ' Left Right DL reaction 0.06 0.06 DL reaction 2.46 2.50 • Max +LL reaction _ 0.07 0.07 Max +LL reaction 2.47 _2.51 Max +total reaction (factored) 0.20 0.20 Max +total reaction (factored) 6.90 7.02 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.00 ft = -0.027 UD = 5243 Dead load (in) at 12.00 ft = -0.392 IJD = 734 Live load (in) at 6.00 ft = -0033 UD -= 4404 Live load (in) . at 12.00 ft = -0.401 UD = 718 . Net Total load (in) at 6.00 ft = -0.060 UD = 2393 Net Total load (in) at 12.00 ft = -0.793 : 1JD = 363 . • • • F . Gravity Beam Desien rim Gra Beam Design R RAM Steel v7.0 Page 71/206 RAM Steel v7.0 Page 72/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 1 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 86 Floor Type: Roof Beam Number = 87 . SPAN INFORMATION (0): 1 -End (62.50,13.33) .1-End (62.50,47.00) SPAN INFORMATION (ft): I -End (62.50,13.33) J -End (80.50,13.33) Beam Size Selected) = W16X31 Fy = 50.0 ksi Beam Size (User Selected) = W16)(26 Fy = 50.0 ksi Total Beam Length (ft) = 33.67 Total Beam Length (ft) = 18.00 Mp (kip -ft) = 225.00 • Mp ( kip-ft) =' 184.17 POINT LOADS (kips): POINT LOADS (kips): Dist ' DL RcdLL Red% NonRLL StorLL Red% RooILL Reel% Dist DL ReSLL Red% NonRLL StorLL Red% RoofLL Red% 25.08 . 0.65 0.00 0.0 0.77 0.00 0.0 0.00 Snow 9.00 3.17 0.00 0.0 3.78 0.00 0.0 0.00 Snow 27.67 0.36 0.00 0.0 0.42 0.00 0.0 0.00 Snow LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.010 0.013 - NorR . 1 0.00 0.073 0.088 - -- NonR 18.00 0.010 0.013 . 21.77 0.073 0.088 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.22 kips 0.9OVn = 104.34 kips • 2 21.77 0.073 0.088 - NonR 25.08 0.000 0.000 MOMENTS (Ultimate): 3 0.00 0.095 0.113 -- NonR Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 25.08, 0.095 0. 113 kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 8.81 kips 0.90V n = 117.91 kips Center Max + t.2DL +l.6LL 45.7 9.0 9.0 1.65_ 0.90 165.75 Controlling 1.2DL +1.6LL 45.7 9.0 9.0 1.65 0.90 165.75 MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn ' kip-fl ft ft kip-ft Left Right DL reaction 1.68 1.68 Center Max + I.2DL +1.6LL 74.4 16.9 0.0 1.00 0.90 202.50 Max +LL reaction 2.00 2.00 Controlling 1.2DL +1.6LL 74.4 16.9 0.0 1.00 0.90 202.50 Max +total reaction (factored) 5.22 5.22 REACTIONS (kips): DEFLECTIONS: - Left Right Dead load (in) at 9.00 ft = -0.079 UD = 2729 DL reaction 2.84 2.26 Live load (in) at 9.00 ft = -0.094 UD = 2292 Max +LL reaction. 3.38 2.69 Net Total load (in) at 9.00 ft '= -0.173 IJD = 1246 Max +total reaction (factored) 8.81 7.01 DEFLECTIONS: , Dead load (in) at 16.83 ft = -0.448 UD = 901 Live load (in) at 16.83 ft = -0.534 ' L/D = 757 Net Total load (in) at 16.83 ft = -0.982 UD = 411 V VI Gravity Beam Desien Gravity Beam Desien • 1 l 1 1 % RAM Steel v7.0 Page 73/206 & RAM Steel v7.0 . - Page 74/206 . RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 • viieieeNv Building Code: UBC2 - • Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Fd • Floor Type: Roof Beam Number = 88 Floor Type: Roof Beam Number = 89 • 'PAN INFORMATION (ft): 1 -End (62.50 ,38.42) J -End (71.50,42.69) SPAN INFORMATION (ft): 1 -End (62.50,47.00) J -End (62.50,77.67) Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Beam Size (User Selected) = W 18X40 Fy = 50.0 ksi . Total Beata Length (ft) = 9.96 Total Beam Length (ft) = 30.67 Mp (Icip -ft) = 108.33 • Mp (kip -ft) = 326.67 LINE LOADS (k/ft): POINT LOADS (kips): . • Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.122 0.145 -- NonR • - 8.33 4.28 0.00 0.0 5.10 0.00 0.0 0.00 Snow 9.96 ' 0.041 0.049 15.33 1.98 0.00 0.0 2.36 0.00 0.0 0.00 Snow • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.47 kips 0.90Vn = 65.90 kips 22.33 4.28 0.00 0.0 5.10 0.00 0.0 0.00 Snow • MOMENTS (Ultimate): ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =16.38 kips 0.90Vn =152.24 kips Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn MOMENTS (Ultimate): , kip-ft ft ft kip-ft •Span Cond LoadCombo Mu @ . Lb Cb Phi Phi`Mn . Center Max+ 1.2DL +1.6LL 3.2 4.6 0.0 1.00 0.90 97.50 kip-ft ft R kip-ft Controlling 1.2DL +1.6LL 3.2 . • 4.6 • 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 158.1 15.3 7.0 1.06 0.90 279.93 REACTIONS (kips): Controlling " 1.2DL +1.6LL 158.1 15.3 7.0 1.06 0.90 279.93 Left Right REACTIONS (kips): DL reaction 0.47 0.34 Left Right Max +LL reaction 0.56 0.40 DL reaction 5.28 5.28 • Max +total reaction (factored) 1.47 1.05 Max +LL reaction 6.28 6.28 • DEFLECTIONS: Max +total reaction (factored) 16.38 16.38 Dead load (in) at 4.88 ft = -0.005 • UD = 22663 DEFLECTIONS: - Live load (in)" at 4.88 ft = -0.006 L!D = 19037 Dead load (in) at 15.33 ft = -0.484 1/I) = 760 Net Total load (in) at 4.88 ft = -0.012 I113 = 10346 . 'Live load (in) at 15.33 ft = -0.577 L/D = 638 • • Net Total load (in) at 15.33 ft = -1.061 UD = 347 • • Gravity Beam Desie 1 �� //y �� RAM Steel v7.0 Gravity Beam Design ill Steel v7.0 Page 75/206 % Page 76/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof - Beam Number = 90 . Floor Type: Roof Beam Number = 91 • SPAN INFORMATION (ft): I -End (62.50,47.00) J -End (80.50,47.00) SPAN INFORMATION (ft): I -End (62.50,55.33) J -End (80.50,55.33) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy • 50.0 ksi Total Beam Length (ft) .= 18.00 Total Beam Length (ft) = 18.00 Mp (kip-ft) = 184.17 . Mp (kip -ft) = 155,00 . • POINT LOADS (kips): POINT LOADS (kips): Dist DL Rrdi l Red% NonRLL SIorLL Red% Ro0ILL Red% Dist - DL RedLL Red% NonRLL SIorLL Red% R0oILL Red% ' 9.00 2.78 0.00 0.0 3.31 0.00 0.0 0.00 Snow 3.00 0.44 0.00 0.0 0.52 0.00 0.0 0.00 Snow . LINE LOADS (Wft): 15.00 0.44 0.00 0.0 0.52 0.00. 0.0 0.00 Snow ' • Load Dist DL LL Red% Type LINE LOADS (k/ft): 1 0.00 0.178 0.211 - NonR Load Dist DL LL Red% Type • 18.00 0.087 0.104 1 0.00 0.147 0.175 - -- NonR • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.44 kips 0.90Vn= 104.34 kips 3.00 0.147 0.175 . 2 3.00 0.073 (1088 -- NonR MOMENTS (Ultimate): 15.00 0.073 0.088 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn 3 15.00 0.147 0.175 - -- NonR • kip-ft It ' R . kip-ft 18.00 0.147 0.175 • Center Max + 1.2DL +1.6LL 55.6 9.0 0.0 1.00 0.90 165.75 4 0.00 0.087 0.104 - -- NonR Controlling ' 1.2DL +1.6LL 55.6 9.0 0.0 1.00 0.90 165.75 18.00 0.087 0.104 REACTIONS (kips): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.55 kips 0.9OVn = 75.89 kips • • Left Right DL reaction 2.72 2.45 MOMENTS (Ultimate): . Max +LL reaction 3.24 2.92 Span Cond LoadCombo Mu @ Lb . Cb Phi Phi'Mn Max +total reaction (factored) 8.44 7.60 kip-IS 11 R kip-ft . Center Max + 1.2DL +1.6LL 25.4 9.0 0.0 1.00 0.90 139.50 DEFLECTIONS: Controlling 1.2DL +1.6LL 25.4 9.0 0.0 1.00 0.90 139.50 Dead load (in) at 9.00 R = -0.103 L/1) = 2101 REACTIONS (kips): Live load (in) at 9.00 ft = -0.122 L/D = 1765 Net Total load (in) at 9.00 ft = -0.225 111) = 959 Left Right DL reaction 2.11 2.11 Max +LL reaction 2.51 2.51 • Max +total reaction (factored) 6.55 6.55 • ' DEFLECTIONS: Dead load (in) at 9.00 ft = -0.083 UD = 2597 Live load (in) at 9.00 ft = -0.099 UD = 2181 Net Total load (in) at 9.00 R -- -0.182 UD = 1185 Gravity Beam Design � � Gravity Beam Design ' (/ I 111/0" RAM Steel v7.0 P e 77/206 e■ RAM Steel v7.0 Page 78/206 • DataBase: ND432 05/03/04 17:00:13 11Nm DataBase: ND432 05 /03/04 17:00: Building Code: UBC2 • Steel Code: LRFD 2nd Ed. .....,u=r Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 92 Floor Type: Roof Beam Number = 93 PAN INFORMATION (ft): I -End (62.50,69.33) J -End (80.50,69.33) SPAN INFORMATION (ft): 1 -End (62.50,77.67) J -End (62.50,95.17) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) • = 18.00 Total Beam Length (ft) = 17.50 • Mp (kip-ft) = 155.00 Mp (kip -ft) = 155.00 'POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL, StorLL Red% ROOILL Red% Dist' DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.00 0.44 0.00 0.0 0.52 0.00 0.0 0.00 Snow 9.42 4.37 0.00 0.0 2.95 0.00 0.0 0.00 Snow • • 15.00 0.44 0.00 0.0 0.52 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.36 kips 0.9OVn= 75.89 kips ' LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist • DL LL Red% Type Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn • 1 0.00 0.087 0 - NonR 18.00 0,087 0.104 18. kip-ft ft R kip-t1 2 8. 00 0.147 0.175 - NonR Max+ 1.2DL +1.6LL 43.4 9.4 9.4. 1.67 0.90 139.50 3.00 0.147 0.175 Controlling 1.2DL +1.6LL. 43.4 9.4 9.4 1.67 0.90 139.50 • 3 - .3.00 0.073 0.088 -- NonR- REACTIONS (kips): 15.00 0.073 0.088 Left Right 4 15.00 0.147 0.175 - NonR DL reaction 2.02 2.35 18.00 0.147 0.175 Max +LL reaction 1.36 1.59 . • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.55 kips 0.90Vn= 75.89 kips .Max +total reaction (factored) 4.60 5.36 DEFLECTIONS: MOMENTS (Ultimate): Dead load (in) at 8.93 ft = -0.141 L/D = 1485 Span Cond . LoadCombo Mu @ Lb Cb Phi Phi`Mn Live load (in) at 8.93 ft = -0.096 L/D = 2197 kip-ft ft R kip-ft Net Total load (in) at .8.93 ft = -0.237 UD = 886 Center Max + 1.2DL +1.6LL 25.4 9.0 0.0 1.00 0.90 139.50 Controlling l.2DL +1.6LL . 25.4 9.0 0.0 1.00 0.90 139.50 REACTIONS (kips): " Left Right • DL reaction 2.11 2.11 Max +LL reaction 2.51 2.51 ' Max +total reaction (factored) 6.55 6.55 - DEFLECTIONS: _ Dead load (in) at 9.00 ft = -0.083 UD = 2597 • Live load (in) at 9.00 ft = -0.099 UD = 2181 ' Net Total load (in) at 9.00 ft = -0.182 IJD = 1185 • • • • • • ,. /p` Gravity Beam Design / p`r (t Gravity Beam Design it RAM Steel v7.0 Page 79/20 %. ` RAM Steel v7.0 Page 80/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 ` ��.... *•. Building Code: UBC2 Steel Code: LRFD 2nd Ed. •*s Building Code: UBC2 Steel Code: LRFD 2nd Ed. ' Floor Type: Roof Beam Number =94 Floor Type: Roof Beam Number = 95 SPAN INFORMATION (ft): I -End (62.50,77.67) J -End (80.50,77.67) SPAN INFORMATION (ft): 1 -End (62.50,87.08) J -End (80.50,87.08) Beam Size (User Selected) = WI 2X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 18.00 Mp (kip -ft) = 102.92 Mp (kip -ft) = 102.92 . LINE LOADS (k/ft): LINE LOADS (k/ft): Load • Dist DL LL Red% Type Load Dist DL LL Red% • Type 1 ' 0.00 0.113 0.000 - NonR • 1 0.00 0.210 0.000 -- NonR 18.00 0.113 0.000 18.00 0.210 0.000 2 0.00 0.087 0.104 - NonR SHEAR (Ultimate): Max Vu (1.4DL) = 2.65 kips 0.90Vn = 77.16 kips 18.00 0.087 0.104 MOMENTS (Ultimate): " SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 3.67 kips 0.90Vn = 77.16 kips Span • Cond LoadCombo Mu '@ Lb Cb Phi Phi•Mn MOMENTS (Ultimate): kip-ft ft ft kip-ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Center Max+ l.4DL ' 11.9 9.0 0.0 1.00 '0.90 92.62 kip-ft it ft kip -ft Controlling 1.4DL 11.9 9.0 0.0 1.00 0. 90 92.62 . Center Max+ I.2DL +1.6LL 16.5 9.0 0.0 1.00 0.90 92.62 REACTIONS (kips): • Controlling 1.2DL +1.6LL 16.5 9.0 0.0 1.00 0.90 92.62 Left Right REACTIONS (kips): DL reaction 1.89 1.89 ' Left Right Max +total reaction (factored) 2.65 2.65 DL reaction 1.80 1.80 DEFLECTIONS: ' Max +LL reaction 0.94 0.94 Dead load (in) • at 9.00 ft = -0.132 UD = 1642 Max +total reaction (factored) 3.67 3.67 Live load (in) at 9.00 ft = 0.000 DEFLECTIONS: Net Total load (in) ' at 9.00 ft = -0.132 UD = 1642 Dead load (in) at 9.00 ft = -0.126 L/D = 1720 • Live load (in) at 9.00 ft = -0.065 UD = 3310 " Net Total load (in) at 9.00 ft = -0.191 L/D = 1132 • • • • . . Gravity Beam Design • . 7 j. Gravity Beam Desien ° ( 1 •••/// . -4, RAM Steel v7.0 Page 81/206 t RAM Steel v7.0 Page 82/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed , rr. Building Code: UBC2 • Steel Code: LRFD 2nd Ed Floor Type: Roof ' Beam Number =96 Floor Type: Roof Beam Number = 97 CPAN INFORMATION (ft): I -End (6250,95.17) J -End (62.50,112.67) SPAN INFORMATION (ft): I -End (62.50,9517) J -End (80.50,95.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi . Bean Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 17.50 Total Beam Length (ft) = 18.00 Mp ( kip = 155.00 . Mp (kip -ft) = 102.92 POINT LOADS (kips): LINE LOADS (M/ft): Dist DL RedLL Red% NonRLL StorLL Red% RoofL Red% Load Dist DL LL Red% Type 8.75 4.13 0.00 0.0 4.92 0.00 0.0 0.00 Snow 1 0.00 0.092 0.109 -- NonR SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.42 kips 0.90Vn= 75.89 kips 18.00 0.092 0.109 2 0.00 0097 0.000 - NonR MOMENTS (Ultimate): 18.00 0.097 0.000 Span Cond LoadCombo Mu @ Lb. Cb Phi Phi•Mn • kip-ft ft ft bp. ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 3.61 kips 0.90V n = 77.16 kips • • Center Max+ 1.2DL +1.6LL 56.2 8.8 8.8 1.67 0.90 139.50. MOMENTS(Ultimate): Controlling 1.2DL+1.6LL 56.2 ' 8.8 8.8 1.67 '0.90 139.50 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn REACTIONS (Ills): . kip-fl • ft ft kip-ft • Left Right Center Max+ 1.2DL +1.6LL 16.3. 9.0 0.0 1.00 0.90 92.62 DL reaction 2.07 2.07 Controlling 1.2DL +1.611. 16.3 9.0 0.0 1.00 0.90 92.62 Max +IL reaction 2.46 2.46 REACTIONS (kips): . Max +total reaction (factored) 6.42 6.42 . Left Right •DEFLECTIONS: DL reaction 1.70 1.70 . Dead load (in) at 8.75 ft = -0.135 UD = 1558 Max +LL reaction 0.98 0.98 • Live load (in) at 8.75 5 = -0.161 UD = 1308 • Max +total reaction (factored) 3.61 3.61 Net Total load (in) at 8.75ft "= -0.295 UD = 711 DEFLECTIONS: • . Dead load (in) at 9.00 ft = -0.118 1/13 = 1825 • Live load (m) at 9.00 ft = -0"069 . L/1) = 3152 Net Total load (in) at 9.00 ft = -0.187 UD = 1156 • • • • • L�,`y �� / p } Gravity Beam Desien � Gravity Beam Desien • El RAM Steel v7.0 " Page 83 /206 " % �I RAM Steel v7.0 . Page 84/206 RAM DataBase: N13432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 • . Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 98 • Floor Type: Roof Beam Number = 99 SPAN INFORMATION (ft): I -End (62.50,103.92) J -End (80.50,103.92) SPAN INFORMATION (ft): 1 -End (62.50,112.67) J -End (62.50,135.00) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 Total Beam Length (ft) = 22.33 Mp (kip -ft) = 102.92 Mp (kip -ft) = 184.17 , LINE LOADS (kilt): POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.184 0.219 - -- NonR . • 6.33 128 0.00 0.0 0.71 0.00 0.0 0.00 Snow 18.00 0.184 0.219 8.00 2.27 0.00 0.0 2.70 0.00 ' 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.13 kips 0.90Vn = 77.16 kips 12.67 1.73 16.00 2:03 0.00 0.0 2.42 0.00 0.0 0.00 Snow MOMENTS (Ultimate): ' Span Cond LoadCombo • Mu @ Lb Cb Phi Phi'Mn • SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =9.12 kips 0.90Vn = 104.34 kips kip-11 ft ft kip-ft MOMENTS (Ultimate): Center Max+ 1.2DL +1 6LL 23.1 9.0 0.0 1.00 0.90 ' .92.62 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Controlling 1.2DL +1.6LL 23.1 9.0 0.0 1.00 0 "90 92 "62 kip-ft ft ft kip-ft REACTIONS (kips): • Center Max+ 1.2DL +1.6LL 68.5 8 "0 4.7 1.02 0.90 162.78 Left Right Controlling ' 1.2DL +1.6LL 68.5 . 8.0 4.7 1.02 0.90 162.78 DL reaction 1.65 1.65 REACTIONS (kips): Max +LL reaction 1.97 1.97 Left Right . Max +total reaction (factored) 5.13 5.13 DL reaction 3.70 3.61 DEFLECTIONS: Max +LL reaction 2.93 2.90 Dead load (in) at 9.00 ft = -0.115 UD = 1876 Max +total reaction (factored) 9.12 8.98 Live load (in) at 9.00 R = -0.137 1/D = 1576 DEFLECTIONS: . Net Total load (in) at 9.00 ft = -0.252 UD = ' 857 . Dead load (in) . at 11.17 ft = -0286 UD = 938 Live load (in) at 11.05 ft = -0.220 UD = 1219 Net Total load (in) at 11.05 ft = -0.506 UD = 530 • • p� Gravity Beam Design �y� FY I RAM Steel v7.0 Gravity Beam Design os / 14 Page 851206 RAM RAM Steel v7.0 Page 86/206 M DataBase: ND432 IIfIIn 05 /03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 ...wow Building Code: UBC2 � Steel Code: LRFD 2nd Ed "'r^"'.. Building Code: UBC2 • Steel CMvie: LRFD 2nd Ed Floor Type: Roof Beam Number= 100 Floor Type: Roof Beam Number =101 SPAN INFORMATION (ft): I -End (62.50,112.67) J -End (80.50,112.67) SPAN INFORMATION (ft): I -End (62.50,119.00) .I-End (80.50,119.00) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 . Fy = 50.0 ksi '' Total Beam Length (ft) = 18.00 . Total Beam Length (ft) = 18.00 Mp (kip = 155.00 Mp (kip = 102.92 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type ' • 1 0.00 0.158 0.189 - NonR - 1 0.00 0.076 0.000 - NonR 18.00 0.158 0.189 18.00 0076 0.000 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =4.43 kips 0.90Vn = 75.89 kips 2 0.00 0.066 0.079 - NohR MOMENTS (Ultimate): . 18.00 0.066 0.079 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 2.68 kips 0.90Vn =77.16 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): • . Center Max+ 1.2DL +1.6LL 19.9 9.0 0.0 1.00 0.90 139.50 Span Cond LoadCombo Mu @ 1.6 Cb Phi Phi'Mn Controlling 1.2DL +1.6LL 19.9 9.0 0.0 1.00 0.90 139.50 . kip-11 ft ft • kip-ft REACTIONS (kips): Center Max+ 1.2DL +1.6LL 12.1 9.0 0.0 1.00 0.90 92.62 Left Right • Controlling 1.2DL +1.6LL 12.1 9.0 " 0.0 1.00 0.90. 92.62 DL reaction 1.43 1.43 REACTIONS (kips): Max +LL reaction 1.70 1.70 Left Right . Max +total reaction (factored) 4.43 4.43 • DL reaction 1.28 1.28 DEFLECTIONS: Max +LL reaction 0.71 0.71 Dead load (in) at 9.00 ft = -0.063 VD = 3416 Max +total reaction (factored) 2.68 . 2.68 live load (in) at 9.00 ft = -0.075 VD = 2869 DEFLECTIONS: Net Total load (in) at 9.00 ft = -0.139 VD = 1559 Dead load (in) at 9.00 ft = .0.089 IJD = 2419 Live load (in) at 9.00 ft = -0.050 VD = 4355 • Net Total load (in) at 9.00 ft = -0.139 I/D = 1555 . • • • • Fil Gravity Beam Design �� Gravity Beam Design RAM Steel v7.0 Page 87/206 RAM Steel v7.0 ' Page 88/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 . 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. * Building Code: UBC2 Steel Code: IRFD 2nd Ed Floor Type: Roof Beam Number = 102 Floor Type: Roof Beam Number = 103 SPAN INFORMATION (ft): I -End (62.50,125.33) J -End (80.50,125.33) SPAN INFORMATION (ft): I -End (62.50,135.00) J -End (80.50,135.00) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 18.00 • Total Beam Length (ft) = 18.00 MP (kip -ft) = 102.92 Mp (kip -ft) = 102.92 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL 1RedLL Red% NonRLL' StorLL Red% RooILL Red% • 1 0.00 0.192 0.000 -- NonR - 5.33 0.63 0.00 0.0 0.20 000 0.0 0.00 Snow 18.00 0.192 0.000 13.33 0. 86 0.00 0.0 0.22 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.4DL) = 2.42 kips 0.90Vn = 77.16 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn 1 0.00 0.105 0.000 - NonR kip-ft ft ft kip-ft 4.00 0.086 0.000 Center Max+ 1.4DL 10.9 9.0 0.0 1.00 0.90 92.62 2 0.00 0.005 0.005 -- NonR Controlling 1.4DL 10.9 9.0 0.0 1.00 0.90 92.62 4.00 0.000 0.000 3 4.00 0.086 0.000 - NonR REACTIONS (kips): • 5.33 0.078 0.000 Left Right 4 5.33 0.030 0.000 -- NonR . DL reaction 1.73 1.73 13.33 0.029 0.000 Max +total reaction (factored) 2.42 2.42 5 13.33 0.030 0.000 -- NonR DEFLECTIONS: 18.00 0.000 0.000 • Dead load (in) at 9.00 ft = .0120 VD = 1796 6 0.00 0.116 0.000 -- NonR Live load (in) at 9.00 ft = 0.000 18.00 0:116 0.000 ' Net Total load (in) at 9.00 ft = -0.120 VD = 1796 • SHEAR (Ultimate): Max Vu (1.4DL) = 3.17 kips 0.90Vn = 77.16 kips MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft fl kip -ft • Center Max+ 1.4DL 13.9 8.9 0.0 1.00 0.90 92.62 Controlling 1.4DL . 13.9 8.9 0.0 1.00 0.90 .92.62 REACTIONS (kips): • Left Right DL reaction 2.27 2.12 Max +LL reaction 0.21 0.22 Max +total reaction (factored) 3.17 2.97 • DEFLECTIONS: Dead load (in) at 9.00 ft = -0.159 VD = 1357 . Live load (in) at 9.00 ft = -0.018 UD = 12202 • Net Total load (in) at 9.00 it = -0.177 1/D = 1221 • • w i Gravity Beam Desien Gravity Beam Desien .� RAM Steel v7.0 Page 89/206 RAM Steel v7.0 Page 90/206 RAM DataBase: ND432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 •^emu+ Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 104 Floor Type: Roof Beam Number = 105 - • CPAN INFORMATION (ft): 1 -End (65.50,55.33) J -End (65.50,69.33) SPAN INFORMATION (ft): 1 -End (65.50,62.33) J -End (77.50,62.33) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = Wl2X19 Fy = 50.0 ksi Total Beam Length (ft) . • = 14.00 Total Beam Length (ft) = 1200 Mp.(kip -ft) = 155.00 Mp ( kip-ft) = 102.92 . POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% Load Dist DL LL Red% Type 7.00 0.88 0.00 0.0 • 1.05 0.00 0.0 0.00 Snow 1 0.00 0.147 0.175 - NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 1.37 kips 0.90Vn = 75.89 kips .12.00 0.147 0.175 MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.74 kips' 0.90Vn = 77.16 kips Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • MOMENTS (Ultimate): kip-ft ft ft kip-ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Center Max+ 1.2DL +1.6LL 9.6 7.0 7.0 1.67 0.90 139.50 kip-tl ft ft kip-ft Controlling 1.2DL +1.6LL 9.6 7.0 7.0 1.67 0.90 139.50 Center Max+ 1.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 92.62 REACTIONS (kips): Controlling 1.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 92.62 Left Right . REACTIONS (kips): • DL reaction 0.44 0.44 Left Right Max +LL reaction 0.52 0.52 DL reaction 0.88 0.88 Max +total reaction (factored) 1.37 1.37 Max +LL reaction 1.05 1.05 DEFLECTIONS: Max +total reaction (factored) 2.74 2.74 . Dead load (in) at 7.00 ft = -0.015 UD = 11408 DEFLECTIONS: Live load (in) at 7.00 ft = -0.018 VD = 9583 • Dead load (in) at 6.00 ft = -0.018 • UD = 7916 Net Total load (in) at 7.00 ft = -0.032 I/D = 5208 Live load (in) at 6.00 ft = -0.022 UD = 6649 ' . Net Total load (in) at 6.00 ft = -0.040 UD = 3614 • • • • Gravity Beam Desien . . • Gravity Beam Desien 1R RAM Steel v7.0 Page 91/206 r 1 V RAM Steel v7.0 Page 92/206 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 I •^+*+rr*•+ Building Code: UBC2 Steel Code: LRFD 2nd Ed. e"+. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 106 Floor Type: Roof Beam Number = 107 I SPAN INFORMATION (ft): 1 -End (67.83,135.00) J -End (67.83,146.50) SPAN INFORMATION (ft): I -End (67.83,137.50) J -End (75.83,137.42) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 11.50 Total Beam Length (ft) = 8.00 Mp (kip -R) = 102.92- Mp (kip -ft) = 102.92 POINT LOADS (kips): LINE LOADS (k/ft): • Dist DL' RedLL Red% NonRLL StorLL Red% Roo!LL Red% Load Dist DL LL Red% Type 2.50 0.25 I 0.00 0.078 0.000 -- NonR ' 6.50 0.70 0.00 0.0 0.18 0.00 0.0 0.00 Snow 8.00 0.030 0.000 • 7.50 0.00 SHEAR (Ultimate): Max Vu (1.4DL) = 035 kips 0.90Vn = 77.16 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn 1 6.50 0.096 0.000 -- NonR kip-fl 8 ft kip-ft 7.17 0.112 0.000 Center Max+ 1.4DL 0.6 3.8 0.0 1.00 0.90 92.62 2 7.17 0.014 0.017 - NonR Controlling I.4DL 0.6 3.8 0.0 1.00 0.90 92.62 10.67 0.087 0.104 3 10.67 0.087 0.104 - NonR REACTIONS (kips): • 11.50 0.087 0.104 Left Right 4 7.17 0.084 0.100 -- NonR DL reaction 0.25 0.18 , 11.50 0.084 0.100 Max +total reaction (factored) • 0.35 0.26 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 233 kips 0.90Vn= 77.16 kips DEFLECTIONS: Dead load (in) at 3.92 ft = -0.001 UD = 72690 MOMENTS (Ultimate): - Live load (in) at 3.92 ft = 0.000 Span Cond LoadCombo Mu .@ Lb Cb Phi • Phi *Mn Net Total load (in) at 3.92 ft = -0.001 VD = 72690 kip-ft • 11 ft kip-ft Center Max+ I.2DL +1.6LL 5.8 6.5 4.0 1.27 0.90 92.62 • Controlling 11DL +1.6LL 5.8 6.5 4.0 1.27 0.90 92.62 REACTIONS (kips): . . Left Right ' DL reaction 0.63 1.00 Max +LL reaction 0.20 0.71 Max +total reaction (factored) 1.08 2.33 , DEFLECTIONS: Dead load (in) at 5.98 ft = -0.017 VD = 7993 Live load (in) at 6.04 ft = -0.008 VD = 18273 Net Total load (in) at 6.04 R = -0.025 VD = 5561 • • • Gravity Beam Design � �� / /y Gravity Beam Desien ,, 11 to • • i RAM Steel v7.0 Page 93/206 7 I RAM Steel v7.0 • 1 Page 94/206 RA M DataBase: 148)432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Coda: UBC2 Steel Code: LRFD 2nd Ed. Mown.,, Building Code: UBC2 ' Steel Code: LRFD 2nd Ed • Floor Type: Roof Beam Number =108 Floor Type: Roof Beam Number = 109 SPAN INFORMATION (ft): 1 -End (67.83,141.50) J -End (75.83,137.50) SPAN INFORMATION (ft): I -End (67.83,142.50) J -End (75.83,142.50) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W 12X 19 Fy = 50.0 ksi . Total Beam Length (ft) = 8.94 Total Beam Length (ft) = 8.00 • Mp (kip - ft) = 108.33 MP (kip -ft) = 102.92 • LINE LOADS (k/ft): No Loads . Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.00 kips 0.90Vn = 77.16 kips 1 0.00 0.086 0.000 -- NonR • 8.94 0.001 0.000 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn SHEAR (Ultimate): Max Vu (1.4DL)= 036 kips 0.90Vn = 65.90 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): Controlling • 1.4DL . . '0.0 3.8 0.0 1.00 0.90 0.00 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn REACTIONS (kips): kip-ft ' ft ft kip-fl Left Right Center Max + 1.4DL 0.6 3.8 0.0 1.00 0.90 97.50 DL reaction 0.00 0.00 • Controlling 1.4DL 0.6 3.8 0.0 1.00 0.90 97.50 DEFLECTIONS: REACTIONS (kips): Dead load (in) at 7.96 ft = 0.000 Left Right live load (in) at 7.96 ft = 0.000 DL reaction 0.26 0.13 Net Total load (in) at 7.96 ft = 0.000 - Max +total reaction (factored) 0.36 0.18 DEFLECTIONS: ' Dead load (in) at 4.29'ft = -0.002 UD = 58696 Live load (in) at 4.29 ft = 0.000 • Net Total load (in) at 4.29 ft = -0.002 L/D = 58696 • • • • • • • • • • 1 ( Gravity Beam Design ►//r Gravity Beam Desien �` RAM Steel v7.0 Page 95/206 % �� RAM Steel v7.0 Page 96/206 ' RA M DataBase: N13432 05 /03/04 17:00:13 • RAM DataBase: ND432 05/03/04 17:00:13 "" Buil ding Code: UBC2 Steel Code: LRFD 2nd Ed. ""a'^' Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof • Beam Number =110 Floor Type: Roof Beam Number = 111 SPAN INFORMATION (ft): 1 -End (71.50,1333) J -End (71.50,47.00) SPAN INFORMATION (ft): 1 -End (71.50,42.69) J -End (80.50,47.00) ■ Beam Size (User Selected) = W16X31 Fy = 50.0 ksi • Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) 33.67 . ' Total Beam Length (ft) = 9.98 Mp (kip -ft) = 225.00 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): • Dist DL RedLL Red% NonRLL StorLL Red% Root.L Red% Load Dist DL LL Red% Type 29.35 0.61 0.00 0.0. 0.73 0.00 0.0 0.00 Snow 1 0.00 0.082 0.097 -- NonR LINE LOADS (k/ft): .9.98 0.000 • 0.000 Load Dist ' DL LL Red% Type SHEAR (Ultimate), Max Vu (1.2DL +1.6LL)= 0.84 kips 0.90Vn = 65.90 kips 1 0.00 0.095 0.113 -- NonR MOMENTS (Ultimate): • 25.08 0.095 0.113 Span Cond LoadCombo i-u @ Lb Cb Phi Phi*Mn 2 25.08 0.095 0.113 - Nonit 29.35 0.000 0.000 kip-ft R ft 9 3 0.00 0.095 0.113 - NonR Center Max+ 1.2DL +1.6L 1.6 4.2 0.0 1.00 0.90 97.50 • 29.35 0.095 0.113 Controlling 1.28)1 +1.61L1 1.6 4.2 0.0 1.00 0.90 97.50 ' REACTIONS (kips): SHEAR (Ultimate): Max Vu (1.2DL +1.611)= 9.85 kips 0.90Vn= 117.91 kips • Left Right MOMENTS (Ultimate): DL reaction 0.27 0.14 Span - Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max +LL reaction • 0.32 0.16 kip-ft ft ft kip-ft Max +total reaction (factored) 0.84 0,42 - Center Max+ 1.2DL +1.6LL 82.7 16.8 0.0 1.00 0.90 202.50 DEFLECTIONS: Controlling l.2DL +1.6LL 82.7 16.8 0.0 ' 100 0.90 202.50 Dead load (in) at 4.79 ft = -0.003 L/8) = 44883 REACTIONS (kips): Live load (in) at 4.79 ft = -0.003 UD = 37702 Left Right . Net Total load (in) at 4.79 ft = -0.006 LID = 20490 . DL reaction 3.17 2.78 Max +LL reaction - 3.78 3.31 Max +total reaction (factored) 9.85 8.64 DEFLECTIONS: . Dead load (in) at 16.83 ft = -0.499 LID = 809 Live load (in) at 16.83 ft = -0.594 UD = 680 Net Total load (in) at 16.83 ft = -1.094 L/D = 369 • • A . Gravity Beam Design � Gravity Beam Design . ►7 RAM Steel v7.0 Page 97/206 • mud RAM Steel v7.0 • Page 98/206 DataBase: 941) Mum 432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Pd- Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 112 Floor Type: Roof Beam Number =113 SPAN INFORMATION (ft): 1 -End (71.50,146.50) J -End (71.50,170.17) SPAN INFORMATION (ft): I -End (71.50,170.17) J -End (83.50,170.17) . Beam Size (User Selected) = W12X26 Fy = 50.0 ksi - Beam Size (User Selected) = HSS4X3XI/4 Fy = 50.0 ksi Total Beam Length (ft) = 23.67 • Total Beam Length (ft) = 12.00 Mp (kip -R) = 155.00 Mp (kip -ft) = 15.87 LINE LOADS (k/ft): LINE LOADS (k/ft): • Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.252 0.300 - NonR 1 ' 0.00 0.010 0.013 - NonR 23.67 0.252 0.300 12.00 0.010 0.013 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.26 kips 0.90Vn= 75.89 kips • SHEAR (Ultimate): Max Vu (l.2DL +1.6LL)= 0.20 kips 0.90Vn = 5033 kips .MOMENTS (Ultimate): MOMENTS (Ultimate): • Span - Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn kip-ft ft ft kip-ft - kip-ft ft ft kip-ft - Center Max+ 1.2DL +1.6LL 54.8 11.8 0.0 1.00 0.90 139.50 Center • Max+. 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 • Controlling L2DL +1.6LL 54.8 11.8 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL • 0.6 6.0 12.0 1.14 0.90 14.29 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 2.98 2.98 DL reaction 0.06 0.06 Max +LL reaction 3.55 3.55 • Max +LL reaction 0.07 0.07 Max +total reaction (factored) 9.26 9.26 Max +total reaction (factored) 0.20 0.20 • DEFLECTIONS: - DEFLECTIONS: Dead load (in) at 11.83 ft = -0.301 L/1) = 945 Dead load (in) at 6.00 ft = -0.027 IJD = 5243 Live load (in) at 11.83 ft = -0.358 8J13 = 793 . live load (in) at 6.00 ft = -0.033 1./1) = 4404 Net Total load (in) at 11.83 ft = -0.659 1/1) = 431 Net Total load (in) at 6.00 ft = -0.060 IJD = 2393 • • • • • Gravity Beam Design Gravity Beam Design • ► �� / /j fill RAM Steel v7.0 Page 99/206 . &\ RAM Steel v7.0 ' Page 100/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 •" .. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 114 Floor Type: Roof Beam Number = 115 SPAN INFORMATION (ft): I -End (75.83,135.00) .1-End (75.83,146.50) - SPAN INFORMATION (ft): I -End (75.83,137.50) .1-End (80.50,135.00) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 10X22 • Fy = 50.0 ksi Total Beam Length (ft) = 11.50 Total Beam Length (ft) = 5.29. , Mp (kip -ft) = 102.92 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL Re4LL Red% NonRLL StorLL Red% RooO L Red% Load Dist DL LL Red% Type . 2.42 0.18 1 0.00 0.063 0.000 -- NonR 2.50 0.27 0.00 0.0 0.03 0.00 0.0 0.00 Snow 5.29 0.000 0.000 - 7.50 0.00 2 000 0.006 0.007 -- NonR LINE LOADS (k/ft): 5.29 0.015 ' 0.018 • Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.21 kips 0.90Vn = 65.90 kips I 2.50 0.000 0.000 -- NonR MOMENTS (Ultimate): 6.50 0.096 0.000 Span Cond LoadCombo Mu @ Lb Cb Phi• Phi "Mn • 2 6.50 0.096 0.000 -- NonR kip-ft ft ft kip-ft • 7.17 0.096 0.000 Center Max+ 1.2DL +1.6LL 0.2 2.5 0.0 1.00 0.90 97.50 3 7.17 0.164 0.196 - NonR Controlling 1.2DL +1.6LL 0.2 '2.5 0.0 1.00 0.90 97.50 11.50 0.164 0.196 kt 4 2.50 0.078 0.000 -- NonR REACTIONS (kips): 7.17 0.078 0.000 Left Right 5 2.50 0.012 0.015 - -- NonR DL reaction 0.13 0.09 . 7.17 0.012 0.015 Max +lL reaction 0.03 0.04 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 2.33 kips 0.9OVn = 77.16 kips Max +total reaction (factored) 0.21 0.16 DEFLECTIONS: MOMENTS (Ultimate): Dead load (in) at 2.57 ft = -0.000 Span • Cond LoadCombo Mu @ Lb Cb Phi Phi 'Mn Live Toad (in) at 239 ft = -0.000 kip-ft ft ft kip -fl Net Total load (in) at 2.59 ft = -0.000 Center Max+ 1.2DL +1.6LL 5.3 6.7 0.0 1.00 0.90 92.62 Controlling 12DL +1.6LL 5.3 67 0.0 1.00 • 0.90 92.62 REACFIONS'(kips): Left Right • • DL reaction 0.86 0.98 . Max +LL reaction ' 0.22 0.72 Max +total reaction (factored) 1.39 2.33 • • 'LECTIONS: • Dead load (in) at 5.69 ft = -0018 1113 = 7563 Live load (in) at 5.87 it = -0.007 L/1) = 18473 Net Total load (in) at 5.87 ft = -0.026 1J13 = 5369 Ti / /r Gravity Beam Design ►�/ / /yj` Gravity Beam Desi `"( ` � •A iv RAM Steel v7.0 Page 101/206 % ■ RAM Steel v7.0 Page 102/206 • RAM DataBase: 343)432 05 /03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 w • Building Code: UBC2 • Steel Code: LRFD 2nd Ed u*:.***. Building Code: UBC2 Steel Code: LRFD 2nd Ed . Floor Type: Roof Beam Number = 116 Floor Type: Roof Beam Number =117 SPAN INFORMATION (ft): I -End (77.50,5533) .1-End (77.50,69.33) SPAN INFORMATION (ft): 1 -End (80.50,13.33) J -End (80.50,47.00) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi • Beam Size (User Selected) = W 16X31 , . Fy = 50.0 ksi total Beam Length (ft) = 14.00 Total Beam Length (ft) = 33.67 Mp (kip -ft) = 155.00 Mp (kip-ft) = 225.00 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% ' RooILL Red% Load Dist DL LL Red% Type 7.00 0.88 0.00 0.0 1.05 0.00 0.0 0.00 Snow 1 0.00 - 0.095 0.113 -- NonR • . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 137 kips 0.9OVn = 75.89 kips 29.35 - 0.095 0.113 2 2535 0.095 0.113 - NonR MOMENTS (Ultimate): 33.67 0.000. 0.000 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 3 0.00 0.073 0.088 - NonR kip-ft ft ft kip-ft 30.40 0.073 0.088 Center Max+ 1.2DL +1.6LL 9.6 7.0 7.0 1.67 0.90 139.50 4 - 30.40 0.073 0.088 -- NonR . Controlling 1.2DL +1.6LL . 9.6 7.0 7.0 1.67 0.90 139.50 33.67 0.000 0.000 REACTIONS (kips): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.74 kips 0.9OVn = 117.91 kips Left Right MOMENTS (Ultimate): DL reaction 0.44 0.44 Max +LL reaction • ' 0.52 a52 . Span Cond LoadCombo Mu . @ Lb Cb Phi Phi•Mn Max +total reaction (factored) 1.37 1.37 kip-11 ft . . B kip-ft Center Max + 1.2DL +1.6LL 73.2 16.8 0.0 1.00 0.90 202.50 DEFLECTIONS: Controlling 1.2DL +1.6LL - 73.2 16.8 0.0 1.00 0.90 202.50 Dead load (in) at 7.00 ft = -0.015 UD = 11408 REACTIONS (kips): Live load (in) at 7.00 ft = -0.018 LTD = 9583 Net Total load (in) at 7.00 ft = -0.032 LD = 5208 • Left Right DL reaction 2.82 2.52 ' Max +LL reaction 3.35 3.00 Max +total reaction (factored) 8.74 ' 7.81 . DEFLECTIONS: Dead load (in) at 16.83 ft = -0.442 UD = 914 Live load (in) at 16.83 ft = -0.526 UD = 768 , • Net Total load (in) at 16.83 ft = -0.968 UD = 417 • • ri Gravity Beam Design 7 � Gravity Beam Design RAM Steel v7. Page 103/206 RAM Steel v7.0 Page 104/206 RA M DataBase: ND432 - . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 mr^ Building Code UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 118 Floor Type: Roof Beam Number =119 I SPAN INFORMATION (ft): I -End (80.50,13.33) .1-End (108.67,1333) SPAN INFORMATION (ft): 1 -End (80.50,47.00) J -End (80.50,77.67) Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Beam Size (User Selected) = W18X40 - Fy = 50.0 ksi Total Beam Length (ft) = 28.17 Total Beam Length (ft) = 30.67 Mp (kip -ft) = 225.00 Mp (kip -ft) = 326.67 ' POINT LOADS (kips): POINT LOADS (kips): ' Dist DL RedLL Red% NonRLL StorLL Red% RooILL Red./. Dist DL RettLL Red% NonRLL StorLL Red./. RoofLL Red% 7.00 299 0.00 0.0 3.56 0.00 0.0 0.00 Snow 8.33 4.38 0.00 0.0 5.21 0.00 0.0 0.00 Snow . 17.00 3.74 0.00 0.0 4.46 0.00 0.0 0.00 Snow • 15.33 207 0.00 0.0 2.46 0.00 0.0 0.00. Snow LINE LOADS (k/ft): 22.33 4.38 0.00 0.0 5.21 0.00 0.0 0.00 Snow Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 16.81 kips 0.90Vn = 152.24 kips 1 0.00 0.010 0.013 -- NonR 28.17 0.010 0.013 MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Cb Phi - Phi'Mn SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 12.04 kips 0.9OVn = 117.91 kips kip-ft ft ft kip-ft MOMENTS(Ultimate): Center Max+ 1.2DL +1.6LL 162.5 15.3 7.0 1.06 0.90 280.17 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Controlling 1.2DL +1.6LL 162.5 15.3 7.0 1.06 0.90 280.17 kip-ft ft ft kip-ft REACTIONS (kips): Center Max+ 1.2DL +I.6LL 107.2 17.0 10.0 1.09 0.90 164.25 Left Right . Controlling l.2DL +1.6LL 107.2 17.0 10.0 1.09 0.90 164.25 DL reaction 5.41 5.41 REACTIONS Max +LL reaction 6.44' 6.44 . ��) Max +total reaction (factored) 16.81 16.81 Left Right • DL reaction • 3.88 3.15 DEFLECTIONS: Max +LL reaction 4.62 3.75 • Dead load (in) at 15.33 11 = -0.498 UD = 740 . Max +total reaction (factored) 12.04 9.78 Live load (in) at 15.33 ft = -0.592 LID = 621 DEFLECTIONS: Net Total load (in) at 15.33 fl = - 1.090 1/1) = 338 Dead load (in) at 14.08 ft = -0. 425 LJD = 795 Live load (in) at 14.08 ft = -0.506 , UD = • 668 . Net Total load (in) at 14.08 ft = -0.931 UD = 363 • . • t` \ Gravity Beam Design Gravity Beam Desien TA, �1 \` RAM Steel v7.0 Page 105/206 7 1 RAM Steel v7.0 _ Page 106/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: IRFD 2nd Ed. Floor Type: Roof Beam Number = 120 Floor Type: Roof Beam Number =121 SPAN INFORMATION (ft): I -End (80.50,47.00) J -End (87.50,43.73) SPAN INFORMATION (ft): I -End (80.50,47.00) J -End (87.50,47.00) Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (R) = 7.73 • Total Beam Length (ft) = 7.00 Mp (kip -ft) = 108.33 Mp (kip -ft) = 155.00 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist • DL LL Red% Type Load Dist DL LL Red% Type • . 1 0.00 0.000 0.000 - NonR 1 0.00 0.087 0.104 - NonR 7.73 0.062 0.074 . 7.00 0.122 0.145 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 0.50 kips 0.90Vn = 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 1.20 kips 0- 90Vn =75.89kips, MOMENTS (Ultimate): . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft • kip-ft kip-ft ft ft kip-ft Center Max +' 1.2DL +1.6LL 0.7 4.5 0.0 1.00 - 0.90 97.50 Centel - Max+ 1.2DL +1.6LL 2.0 3.6 0.0 1.00 090 139.50 Controlling .. I.2DL+1.6LL 0.7 4.5 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 2.0 3.6 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): • Left Right - Left Right DL reaction 0.08 0.16 DL reaction 0.35 0.39 • Max +LL reaction 0.10 0.19 Max +LL reaction 0.41 0.46 . Max +total reaction (factored) . 0.25 0.50 Max +total reaction (factored) 1.08 1.20 DEFLECTIONS: DEFLECTIONS: . Dead load (in) • at 4.02 R = -0.001 Dead load (in) at 3.53 ft = -0.001 • live load (in at 4.02 R = -0.001 Live load (in) at 3.53 ft = -0.001 IJD = 73819 Net Total load (in) at 4.02 ft = -0.002 UD = 57949 _ Net Total load (in) at 3.53 ft = -0.002 L/D = 40119 • • Gravity Beam Design Gravity Beam Design (R RAM Steel v7.0 • .Page 107 /206 r 1 (((( V RAM Steel v7.0 Page 108/206 RAM DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 1 Building Code: UBC2 Steel Code: LRFD 2nd Ed. _ ^^ Building Code: UBC2 • Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 125 Floor Type: Roof Beam Number = 130 1 SPAN INFORMATION (ft): 1 -End (80.50,77.67) J -End (80.50,112.67) SPAN INFORMATION (R): 1 -End (80.50,112.67) J -End (80.50,135.00) Beam Size (User Selected) = WI 8X40 . Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.00 Total Beam Length (ft) = 22.33 • Mp (kip -ft) = 326.67 Mp (kip -ft) = 184.17 POINT LOADS (kips): POINT LOADS (kips): • Dist DL RedLL Red% NonRLL StorLL Red% RooI L Red% Dist DL RedLL Red% NonRLL StorLL Rcd% RootLL Red% , 9.42 4.48 0.00 0.0 3.08 0.00 0.0 0.00 Snow 6.33 1.28 0.00 0.0 0.71 '0.00 0.0 0.00 Snow 17.50 4.19 0.00 0.0 3.95 0.00 0.0 0.00 Snow 8.00 2.37 0.00 0.0 2.82 0.00 0.0 0.00 Snow • 26.25 4.24 0.00 0.0 5.05 0.00 0.0 0.00 Snow 12.67 1.73 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 18.32 kips 0.90Vn = 152.24 kips 16.00 2.12 0.00 0.0 2.52 0.00 0.0 0.00 Snow MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 9.40 kips 0.90Vn = 104.34 kips Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn MOMENTS (Ultimate): ' . kip-ft ft ft kip -ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Center Max + I.2DL +1.6LL 205.4 17.5 - 8.8 1.10 0.90 267.62 kip-ft ft ft . kip-ft Controlling I.2DL+1.6LL 205.4 17.5 8.8 1.10 0.90 267.62 - . Center Max+ 1.2DL +1.611, 70.7 8.0 4.7 1.02 0.90 162.83 REACTIONS (kips): .Controlling 1.2DL +1.6LL 707 8.0 4.7 5.02 0.90 162.83 Left • Right REACTIONS (kips): • DL reaction • 6.43 6.48 Left Right Max +LL reaction 5.49 6.59 DL reaction 3.79 3.71 ' Max +total reaction (factored) 16.49 18.32 Max +LL reaction 3.03 3.02 DEFLECTIONS: (Camber = 3/4) . Max +total reaction (factored) 9.40 9.28 Dead load (in) at 17.50 ft = -0.902 UD = 466 DEFLECTIONS: . • Live load (in) at 17.68 ft = -0.841 IJD = 500 Dead load (in) at 11.17 R = -0.293 IJD = 915 Net Total load (in) at 17.68 ft = -0.992 IJD = 423 Live load (in) at 11.05 ft = -0.228 IJD = 1174 . Net Total load (in) at 11.05 R = -0.521 UD - 514 • • • Gravity Beam Design f Gravity Beam Design o1 \ RAM Steel v7.0 Page 109 /206 �■ \` RAM Steel v7.0 Page 110/206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Ed .. Building Code: UBC2 Steel Code: LRFD 2nd Ed • Floor Type: Roof Beam Number = 131 Floor Type: Roof Beam Number = 134 SPAN INFORMATION (ft): I -End (80.50,112.67) J -End (87.50,112.67) SPAN INFORMATION (ft): 1 -End (80.50,135.00) J -End (108.67,135.00) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 7.00 Total Beam Length (ft) = 28.17 . Mp (kip -ft) = 155.00 Mp (kip -ft) = 184.17 LINE LOADS (k/ft): POINT LOADS (kips): • Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 1 0.00 0.176 0.209 - NoOR 3.00 5.52 0.00 0.0 6.04 0.00 0.0 0.00 Snow 7.00 0.176 0.209 15.00 3.83 0.00 0.0 4.56 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.91 kips 0.9OVn = 75.89 kips LINE LOADS (k/ft): . MOMENTS (Ultimate): Load Dist DL LL Red% Type • Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn 1 3.00 0.000 0.000 - NonR - kip-ft ft .ft kip-ft 15.00 0.077 0.092 Center - Max + 1.2DL +1.6LL • 3.3 3.5, 0.0 1.00 0.90 139.50. 2 15.00 0.075 0.090 -- NonR • Controlling 1.2DL +1.6LL 3.3 3.5 0.0 1.00 0.90 139.50 • 28.17 0.075 .0.090 3 0.00 0.066 0.079 - NonR REACTIONS (kips): 28.17 0.066 0.079 Left Right DL reaction 0.62 0.62 SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =24.62 kips 0.90Vn = 104.34 kips Max +LL reaction . 0.73 0.73 MOMENTS (Ultimate): Max +total reaction (factored) 1.91 1.91 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn DEFLECTIONS: . kip-ft ft ft kip-ft Dead load (in) . at 3.50 ft = -0.002 UD = 52303' Center Max + 1.2DL+1.6LL 144.8 15.0 0.0 1.00 0.90 165.75 Live load (in) at 3.50 ft = -0.002 1./13 = 43935 Controlling 1.20L +1.6LL 144.8 15.0 0.0 1.00 . 0.90. 165.75 • Net Total load (in) at 3.50 ft = -0.004 IJD = 23878 • REACTIONS (kips): Left Right DL reaction 8.17 4.50 Max +LL reaction 9.26 5.31 . Max +total reaction (factored) 24.62 13.90 DEFLECTIONS: (Camber =1/2) • Dead load (in) at 13.94 ft = -0.712 IJD = 475 Live load (in) at 13.94 ft = -0.832 1./I) = 406 . Net Total load (in) at 13.94 ft = -1.043 1113 '= 324 • • • • • • FRI Gravity Beam Design � 0 Gravity Beam Design RAM Steel v7.0 Page 1 11/206 R AM Steel v7.0 Page 112/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ....to Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof . Beam Number -135 Floor Type: Roof Beam Number = 136 I SPAN INFORMATION (ft): 1 -End (83.50,135.00) J -End (83.50,170.17) SPAN INFORMATION (ft): 1 -End (8150,135.00) .J-End (95.50,142.35) • • Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Beam Size (User Selected) = W 10X22 Fy = 30.0 ksi Total Beam Length (ft) = 35.17 Total Beam Length (ft) = 14.07 Mp (kip-ft) = 326.67 • Mp (kip-fl) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Load Dist DL LL Red% Type 11.50 2.50 0.00 0.0 2.51 0.00 0.0 0.00 Snow 1 0.00 0.000 0.000 -- NonR LINE LOADS (k/ft): 14.07 0.132 0.157 Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.92 kips 0.90Vn = 65.90 kips 1 0.00 0.032 0.038 -- NonR • 2.50 0.051 0.060 MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 2 0.00 0.000 0.000 -- NonR kip-ft ft ft . kip-ft 2.50 0.034 0.000 Center Max+ 1.213E +1.6LL 5.2 8.1 0.0 1.00 0.90 97.50 3 2.50 0.051 0.060 -- NonR Controlling I.2DL +1.6LL 5.2 8.1 0.0 1.00 0.90 97.50 7.17 0.051 0.060 4 2.50 0.034 0.000 - NonR REACTIONS (kips): 7.17 0.034 0.000 Left Right 5 7.17 0.080 0.096 -- NonR Dl, reaction 0.31 0.62 11.50 0.080 0.096 Max +LL reaction 0.37 0.74 6 11.50 0.126 0.150 - -- NonR • Max +total reaction (factored) 0.96 1.92 35.17 0.126 0.150 _ DEFLECTIONS: • 7 0.00 0.000 0.000 - NonR Dead load (in) at 7.32 ft = -0.017 UD = 9925 7.35 0.126 0.150 Live load (in) at 7.32 ft = -0.020 1.113 = 8337 8 7.35 0.126 0.150 -- NonR Net Total load (in) at 7.32 ft = -0.037 UD = 4531 35.17 0.126 0.150 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) - 15.65 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn • kip-ft ft ft• kip -ft Center Max + 1.2DL +1.6LL 156.5 15.2 0.0 1.00 0.90 294.00 Controlling l.2DL +1.6LL 156.5 15.2 0.0 1.00 0.90 294.00 ^ EACTIONS (kips): Left Right • DL reaction 5.21 5.13 Max +LL reaction 5.68 5.93 Max +total reaction (factored) 15.33 15.65 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 17.23 R = -0.646 VD = 654 • • Live load (in) at 17.23 ft = -0.726 1/13 = 581 Net Total load (in) at 17.23 ft = -0.872 UD = 484 Gravity Beam Design Gravity Beam Design yiv RAM Steel v7.0 Page 113/206 t � RAM Steel v7.0 a� Page 114/206 RA M DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. •PPAPN. Building Code: UBC2 Steel Code: IRFD 2nd Ed Floor Type: Roof Beam Number = 137 Floor Type: Roof Beam Number = 138 'PAN INFORMATION (ft): I -End (83.50,170.17) J -End (95.50,170.17) SPAN INFORMATION (ft): 1 -End (87.50,13.33) J -End (87.50,47.00) . Beam Size (User Selected) = HSS4X3XI /4 Fy = 50.0 ksi Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 1200 Total Beam Length (ft) = 33.67 Mp (kip - ft) = 15.87 Mp (kip -ft) = . 225.00 LINE LOADS (k/ft): POINT LOADS (kips): Load' Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.010 0.013 -- NonR 30.40 0.49 0.00 0.0 0.59 0.00 0.0 0.00 Snow 12.00 0.010 0.013 - LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 kips 0.90Vn= 50.33 kips Load Dist DL LL Red% Type ' MOMENTS (Ultimate): 1 0.00 0.073 0.088 -- NonR Span Cond LoadCombo Mu @ Lb Cb Phi . Phi *Mn 30,40 0.073 0.088 kip-ft ft ft kip-ft 2 0,00 0.105 0.125 - NonR Center Max + 1.2DL+1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 25.79 O.I05 O.I25 • Controlling 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 3 25.79 0.105 0.125 - NonR 30.40 0.000 0.000 REACTIONS (kips): Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.28 kips 0.90Vn = 117.91 kips DL reaction 0.06 0.06 MOMENTS (Ultimate): Max +LL reaction 0.07 0.07 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max +total reaction (factored) 0.20 0.20 kip-ft ft ft kip-ft DEFLECTIONS: Center Max+ 1.2DL +1.6LL 77.7 16.7 0.0 1.00 0.90 202.50 Dead load (in) at 6.00 ft = -0.027 L/D = 5243 Controlling 1.2DL +1.6LL 77.7 16.7 0.0 1.00 0.90 202.50 Live load (in) at 6.00 ft = ,' -0.033 1/13 = 4404 REACTIONS (kips): Net Total load (in) at 6.00 ft = -0.060 L/D = 2393 - Left Right . DL reaction 2.99 2.69 • Max +LL reaction 3.56 3.20 Max +total reaction (factored) 9.28 8.34 • . DEFLECTIONS: • Dead load (in) at 16.83 ft = -0.469 UD = 861 Live load (in) at 16.83 it = -0.558 UD = 724 • • Net Total load (in) at 16.83 ft = -1.027 VD = 393 • • • ft fi � RAM Steel v7.0 . Gravity Beam Design � �� Gravity Beam Design Page 115/206 RAM Steel v7.0 Page 116/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 139 Floor Type: Roof Beam Number = 140 SPAN INFORMATION (ft): I -End (87.50,43.73) J -End (97.50,39.13) SPAN INFORMATION (ft): f -End (87.50,47.00) J -End (108.67,47.00) Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 11.01 Total Beam Length (ft) = 21.17 • • Mp (kip -ft). = 108.33 ' Mp (lup -R) = 184.17 . LINE LOADS (k/ft): POINT.LOADS (kips): • Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% Roo1LL Red% 1 0.00 0.031 0.037 - -- NonR 10.00 3.06 0.00 0.0 3.64 0.00 0.0 0.00 Snow • 11.01 0.119 0.142 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.53 kips 0.90Vn = 65.90 kips Load Dist DI... . LL Red% Type 1 0.00 0.087 0.104 -- NonR • MOMENTS (Ultimate): 21.17 0.087 0.104 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn • kip-ft - R R kip-ft 0.00 0.034 0.041 - -- NonR Center Max+ 1.2DL +1.6LL 3.6 6.0 0.0 1.00 0.90 97.50 10.00 0.083 0.098 Controlling I.2DL +1.6LL 3.6 6.0 0.0 1.00 0.90 97.50 3 10.00 0.063 0.075 -- NonR 21.17 0.063 0.075 REACTIONS (kips): • Left Right SHEAR (Ultimate): Max Vu (1.2DL +L6LL) =9.78 kips 0.90Vn = 104.34 kips DL reaction - 0.33 0.49 . MOMENTS (Ultimate): Max +LL reaction 0.40 0.59 Span Coed LoadCombo Mu @ Lb . Cb Phi Phi *Mn Max +total reaction (factored) 1.03 1.53 kip-ft ft 11 kip-ft DEFLECTIONS: ' Center Max+ 1.2DL +1.6LL 76.4 10.0 0.0 1.00 090 165.75 Dead load (in) at 5.61 R = -0.007 UD = 18200 Controlling 1.2DL +1.6LL 76.4 10.0 0.0 1.00 0.90 165.75 . Live load (in) at 5.61 ft = -0.009 L/D = 15288 REACTIONS (kips): Net Total load (in) at 5.61 R = -0.016 L/D = 8309 Left Right DL reaction 3.15 3.04 Max +LL reaction 3.75 3,62 Max +total reaction (factored) 9.78 9,45 DEFLECTIONS: . • Dead load (in) at 10.48 ft = -0.197 UD = 1287 Live load (in) at 10.48 ft = -0.235 UD = 1081 Net Total Toad (in) at 10.48 ft = -0.432 VD = 587 • Gravity Beam Design Gravity Beam Design a°° I • r.� RAM Steel v7.0 Page 117/206 VII V RAM Steel v7.0 Page 1 18/206 R A DataBase: ND432 - 05/03/04 17:00:13. RAM DataBase: ND432 05/03/04 17:00:13 H .' a.*. Building Code: UBC2 Steel Code: LRFD 2nd Ed ....... Building Code UBC2 - Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 141 Floor Type: Roof Ream Number =142 SPAN INFORMATION (ft): I -End (87.50,112.67) J -End (108.67,112.67) SPAN INFORMATION (ft): I -End (95.50,135.00) J -End (95.50,170.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = WI8X35 Fy = 50.0 ksi Total Beam Length (ft) = 21.17 Total Beam Length (ft) = 35.17 . Mp (kip-ft) = 155.00 Mp (kip-ft) = 277.08 ' LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL. Red% RooILL Red% 1 0.00 0.176 0.209 - NonR 7.17 0.64 0.00 0.0 076 0.00 0.0 0.00 Snow • . 21.17 0.176 • 0.209 7.35 0.89 0.00 0.0 1.06 0.00' 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =5.78 kips 0.90Vn = 75.89 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type Span Cond LoadCombo • . Mu @ Lb Cb Phi Phi'Mn 1 7.35 0.126 0.150 - NonR • kip-ft ft ft kip.ft 35.17 0126 also Center Max+ 1.2DL +1.6LL 306 10.6 0.0 1.00 0.90 139.50 2 7.35 0.000 0.000 -- NonR Controlling 1.2DL +1.6LL 30.6 10.6 0.0 1.00 0.90 139.50 12.96 0.138 0.165 . 3 12.96 0.138 0.165 -- NonR REACTIONS (kips): • 35.17 0.138 0.165 Lek Right SHEAR (Ultimate): Max Vu (1.2DL +l.6LL) = 14.46 kips 0.90Vn = 143.37 kips • DL reaction 1.86 1.86 • Max +Id.reaction 2.22 2.22 MOMENTS (Ultimate): • • Max +total reaction (factored) 5.78 5.78 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn DEFLECTIONS: • kip-ft ft ft kip-ft Dead load (in) at 10.58" ft = -0. 134' L/D = 1892 Center Max+ 1.2DL +1.6LL 127.4 17.5 0.0 1.00 0.90 249.37 • Live load (in) at 10.58 ft = ' -0.160 L/D = 1589 Controlling I.2DL +l.6LL 127.4 17.5 0.0 1.00 0.90 249.37 Net Total load (in) at 10.58 ft = -0.294 L/D = 864 • REACTIONS (kips): Left Right • DL reaction 3.83 4.66 . Max +LL reaction . 4.56 5.54 ' • Max +total reaction (factored) 11.89 14.46 DEFLECTIONS: (Camber= 1/2) • . Dead load (in) at 17.58 ft = -0.618 L/D = 683 " Live load (in) at 17.58 ft = -0.735 L/D = 574 Net Total load (in) at 17.58 ft = -0.853 L/D = 495 • Gravity Beam Design" Gravity Beam Design r il RAM Steel v7.0 Page 119/206 Ell RAM Steel v7.0 Page 120/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number =143 Floor Type: Roof Beam Number = 144 • I SPAN INFORMATION (ft): I -End (95.50,142.17) J -End (108.67,142.17) ' SPAN INFORMATION (ft): I -End (95.50,142.35) J -End (108.67,147.96) Beam Size (User Selected). = HSS5X5X3 /16 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Total Beam Length (ft) = 13.17 • Total Beam Length (ft) = 14.31 Mp (kip = 24.54 Mp (kip -ft) = 108.33 • • LINE LOADS (k/ft): LINE LOADS (k/ft): ' Load ' Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.077 0.092 . -- NonR 1 0.00 0.002 0.002 -- NonR , 13.17 • 0.136 0.162 14.31 0.110 0.131 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.38 kips 0.90Vn = 46.98 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.64 kips 0.90Vn= 65.90 kips • MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Coed LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi PhieMn • kip-ft ft fl . kip -ft kip-ft ft ft . kip -ft Center Max+ 1.2DL +1.6LL 7.2 6.9 0.0 1.00 0.90 22.09 Center Max+ 1.2DL +1.6LL 4.6 8.2 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL 7.2 6.9 0.0 1.00 0.90 22.09 Controlling ' 1.2DL +1.6LL 4.6 8.2 0.0 1.00 0.90 97.50 • REACTIONS (kips): • REACTIONS (kips): Left Right Left Right DL reaction • 0.64 0.77 DL reaction 0.27 0.53 Max +LL reaction 0.76 0.91 Max +LL reaction 0.32 0.63 Max +total reaction (factored) 1.98 2.38 Max +total reaction (factored) 0.84 1.64 • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.65 ft = -0.197 LID = 800 Dead load (in) at 7.44 ft = -0.015 L/D = 11113 Live load (in) at 6,65 ft = -0.235 III) = 672 Live load (in) at 7.44 ft = -0.018 IUD = 9335 ' Net Total load (in) at 6.65 ft = -0.432 L/D = 365 Net Total load (in) at 7.44 ft = -0.034 L/D = 5073 • • • • • Gravity Beam Design Gravity Beam Design ` , r 1 V RAM Steel v7.0 Page 121/206 rIV D , ,. .. RAM Steel v7.0 Page 122/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ++m. Building Code: UBC2 Steel Code: I RFD 2nd Ed. Floor Type: Roof Beam Number = 145 - Floor Type: Roof Beam Number =146 °PAN INFORMATION (ft): I -End (95.50,170.17) - J -End (108.67,170.17) SPAN INFORMATION (ft): I -End (97.50,13.33) J -End (97.50,47.00) Beam Size (User Selected) = HSS4X3X 1/4 Fy = 50.0 ksi Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 13.17 Total Beam Length (ft) = 33.67 Mp (kip -ft) = 15.87 Mp (lup -ft) = 225.00 LINE LOADS (k/ft): POINT LOADS (kips): . Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofiL Red% 1 0.00 0.010 0.013 - NonR 25.79 0.78 0.00 . .0.0 0.93 0.00 0.0 0.00 Snow . 13.17 0.010 0.013 27.67 0.55 0.00 0.0 0.66 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.21 kips 0.9OVn = 50.33 kips • LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type • Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn 1 0.00 0.105 0.125 - NeaR kip-ft ft ft kip-ft 25.79 0.105 0.125 • • Center Max + 1.2DL +1.6LL 0.7 6.6 13.2 1.14 0.90 14.29 2 0.00 0.117 0.140 . -- NonR . Controlling L2DL +1.6LL 0.7 6.6 13.2 1.14 0.90 14.29 21.17 0.117 0.140 3 21.17 0.117 0.140 - NonR REACTIONS (kips): 25.79 0.000 0.000 • Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.62 kips 0.90Vn = 117.91 kips • DL reaction 007 0.07 - Max +LL reaction 008 0.08 MOMENTS (Ultimate): Max +total reaction (factored) 0.21 0.21 Span Cond LoadCombo Mu - @ Lb Cb Phi Phi *Mn DEFLECTIONS: kip-ft ft ft kip-ft Dead load (in) . at 6.58 ft = -0040 LID = 3969 - Center Max + 1.2DL +1.6LL 97.8 16.8 • 0.0 1.00 • 0.90 202.50 Live load (in) at 6.58 ft = -(1047 UD = . 3334 Controlling 1.2DL +1.6LL 97.8 16.8 0.0 1.00 0.90 202.50 Net Total load (in) at 6.58 ft = -0.087 L/D = 1812 REACTIONS (kips): . ' Left Right DL reaction 3.74 3.06 . Max +LL reaction 4.46 364 • • • . Max +total reaction (factored) 11.62 9.49 . . DEFLECTIONS: (Camber =1/2) • Dead load (in) at 16.83 ft = -0.591 LD = 684 Live load (in) at 16.83 ft = -0.703 UD = 575 Net Total load (in) at 16.83 ft = -0.794 . IID = 509 • Gravity Beam Design Gravity Beam Design • IN /� / /j V RAM Steel v7.0 Page 123/206 % L V RAM Steel v7.0 Page 124 /206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number= 147 Floor Type: Roof Beam Number= 148 1 SPAN INFORMATION (ft): I -End (97.50 ,39.13) ' J -End (108.67,34.50) • SPAN. INFORMATION (ft): I -End (97.50,41.00) J -End (108.67;41.00) Beam Size (User Selected) = WI 01(22 ' Fy = 50.0 ksi • Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi Total Beam Length (ft) = 1209 Total Beam Length(ft) = 11.17 'Mp (kip -ft) = 108.33 Mp (kip -ft) = 24.54 , LINE LOADS (Wit): LINE LOADS (Wit): Load Dist . DL LL Red% Type • Load Dist 'DL LL Red% . Type 1 0.00 0.018 0.022 - . NonR 1 0.00 0083 0.098 - NonR 12.09 0.108 0.128 11.17 0.131 0.156 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.46 kips 0.90Vn = 65.90 kips SHEAR (Ultimate) i Max Vu (1.2DL +1.6LL) = 1.99 kips 0.90Vn = 46.98 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn . Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-fl kip-ft ft ft Idp-it Center Max +' 1.2DL +1.6LL 3.6 6.8 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 5.2 5.8 0.0 1.00 0.90 22.09 Controlling 1.2DL +1.6LL ' 3.6 6.8 0.0 1.00 0.90' 97.50 Controlling 1.2DL +1.6LL 5.2 5.8 .. 0.0 1.00 0.90 22.09 REACTIONS (kips): . REACTIONS (kips): Left Right Left Right DL reaction 0.29 0.47 DL reaction 0.55 0.64 Max +LL reaction 0.35 0.56 Max +LL reaction 0.66 0.76 • Max +total reaction (factored) 0.90 1.46 Max +total reaction (factored) 1.71 1.99 DEFLECTIONS: • DEFLECTIONS: Dead load (in) at 6.22 ft = -0.009 I/13 = 16378 Dead load (in) at 5.64 ft = -0.102 UD = 1308 Live load (in) at 6.22 ft = -0011 LD = 13757 Live load (in) at 5.64 ft = -0.122 LD = 1099 Net Total load (in) at 6 .22 ft = -0.019 L/D = , 7477 - Net Total load (in) at 5.64 ft = -0.224 IJD = 597 • • • • • Gravity Beam Design spy Gravity Beam Design � 74 �� RAM Steel v7.0 Page 125/206 . % � RAM Steel v7.0 Page 126/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:0013 t^®' Building Code: UBC2 • Steel Code: LRFD 2nd Ed. " Building Code: UBC2 Steel Code: LRFD 2nd Ed. Moor Type: Roof Beam Number = 149 . Floor Type: Roof Beam Number =150 S PAN INFORMATION (ft): I -End (108.67,13.33) J -End (108.67,47.00) SPAN INFORMATION (ft): I -End (108.67,13.33) J -End (132.67,13.33) Beam Size (User Selected) = W 16X31 ' Fy = 50.0 ksi Beam Size (User Selected) • W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 33.67 Total Beam Length (ft) = 24.00 Mp (kip -It) = 225.00 Mp (kip -ft) = 155.00 • POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 21.17 0.90 0.00 0.0 1.07 0.00 0.0 • 0.00 Snow 12.00 3.06 0.00 0.0 3.65 0.00 0.0 0.00 Snow 24.25 3.02 0.00 0.0 .. 3.59 0.00 0.0 0.00 Snow LINE LOADS (k/ft): 27.67 0.64 0.00 0.0 0.76 0.00 0.0 0.00 Snow - Load Dist DL LL Red% Type . LINE LOADS (k/ft): - 1 0.00 0.010 0.013 - NonR Load Dist DL LL Red% Type 24.00 0010 0.013 . I 0.00 0.117 0.140 - NonR SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.15 kips 0.90Vn = 75.89 kips 21.17 0.117 0.140 2 0.00 0.126 0.150 - NonR MOMENTS (Ultimate): 15.65 0.126 0.150 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn 3 15.65 0.126 0.150 - NonR kip-ft ft ft kip-ft 21.17 0.000 0.000 Center Max+ 1.2DL +1.6LL 59.4 12.0 12.0 1.65 ' 0.90 139.50 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 14.55. kips 0.90Vn= 117.91 kips Controlling 1.2DL +1.6LL 59.4 12.0 12.0 1.65 0.90 139.50 • MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Left Right DL reaction 1.66 1 . kip-ft ft ft kip-ft .66 Max +LL reaction 1.97 1.97 Center Max + 1.2DL +1.6LL 1402 20.2 0.0 1.00 0.90 202.50 Max +total reaction (factored) 5.15 5.15 Controlling 1.2DL +1.6LL 140.0 21.2 3.1 1.03 0.90 202.50 REACTIONS (kips): DEFLECTIONS: Left Ri ght - Dead load (in) at 12.00 ft = -0.271 I'D = 1063 . DL reaction . Left 4.69 live load (in) at 12.00 ft = -0.323 L/D = 893 Net Total load (in) at 12.00 ft = -0.594 L/D = 485 Max +LL reaction 5.56 5.58 Max +total reaction (factored) 14.51 14.55 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 17.17 ft = -0.842 L/D ' = 480 Live load (in) at 17.17 ft = -1.002 LID = 403 - Net Total load (in) at 17.17 ft = -1.094 LID = 369 • • • FR Gravity Beam Design � Gravity Beam Design . RAM Steel v7.0 - Page 127/206 R AM Steel v7.0 Page 128/206 • RAm DataBase: IJ13432 05/03/04 17:00:13 RAM DataBase: N1)432 05/03/04 17:00:13 Building Code: UBC2 ' Steel Code: LRFD 2nd Ed. . .^r Building Code. UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 151 Floor Type: Roof Beam Number = 152 ■ SPAN INFORMATION (ft): I -End (108.67,34.50) J -End (120.67,28.98) SPAN INFORMATION (ft): I -End (108.67,37.58) J -End (132.67,37.58) • Beam Size (User Selected) = W I OX22 Fy = 50.0 ksi Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 13.21 _ Total Beam Length (ft) = 24.00 MO (kip -ft) = 108.33 _ Mp (kip -ft) = . 138.33 LINE LOADS (k/ft): - POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.029 0.035 -- NonR 12.00 2.15 0.00 0.0 2.56 0.00 0.0 0.00 Snow 13.21 0.135 0.160 LINE LOADS (k/ft): . SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.04 kips 0.9OVn= 65.90 kips Load Dist DL LL Red% • Type MOMENTS (Ultimate): - I 0.00 0099 0.118 - NonR Span Cond LoadCombo Mu @ Lb Co Phi Phi *Mn 24.00 0.099 0.118 kip-ft ft ft kip-ft 2 0.00 0.032 0.039 - NonE Center Max + 1.2DL +l.6LL 5.6 7.3 0.0 1.00 0.90 97.50 12.00 0.090 0.108 Controlling 1.2DL +1.6LL 5.6 7.3 0.0 1.00 0.90 97.50 3 12.00 0.079 0.094 -- NosE 24.00 0079 0.094 - REACTIONS (kips): Left Right SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 9.88 kips 0.90Vn= 85.33 kips DL reaction 0.43 0.66 MOMENTS (Ultimate): Max +LL reaction - 0.51 0.78 Span • Cond LoadCombo Mu @ • Lb Cb Phi Phi *Mn Max +total reaction (factored) 1.32 2.04 kip-ft ft ft kip-ft DEFLECTIONS: Center Max+ 1.2DL +1.6LL 78.8 12.0 0.0 1.00 0.90 124.50 Dead load (in) at 6.74 ft = -0.016 VD = 9641 Controlling 1.2DL +1.6LL 78.8 12.0 0.0 1.00 0.90 124.50 Live load (in) at 6.74 ft = -0.020 L/D = 8099 REACTIONS (kips): Net Total load (in) at 6.74 ft = -0.036 LID = 4402 - Left Right DL reaction 3.02 3.18 • Max +LL reaction 3.59 3.79 • Max +total reaction (factored) 9.38 9.88 • • DEFLECTIONS: Dead load (in) at 12.00 ft = -0.409 L/D = 704 Live load (in) at 12.00 ft = -0.487 L/D = 592 • . Net Total load (in) at 12.00 ft = -0.896 LJD = 322 • • • Gravity Beam Design �� Gravity Beam Design ,' ( Zr RAM Steel v7.0 Page 129/206 RAM Steel v7.0 Page 130/206 A 1 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =199 • Floor Type: Roof Beam Number =162 CPAN INFORMATION (ft): I -End (108.67,77.67) J -End (108.67,95.17) ' SPAN INFORMATION (ft): I -End (108.67,95.17) J -End (108.67,112.67) Beam Size (User Selected) = W 12X26 _ Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi . Total Beam Length (ft) = 17.50 Total Beam Length (ft) = 17.50 Mp (kip -ft) = 155.00 • Mp (kip -ft) = 155.00 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roo(LL Red% Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 9.42 4.79 0.00 0.0 5.71 0.00 0.0 0.00 Snow 8.75 4.79 0.00 0.0 5.71 • 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 8.01 kips 0.90Vn = 75.89 klps SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.44 kips 0.90Vn =75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ ' Lb ' Cb Phi Phi•Mn Span ' Cond LoadCombo Mu @ Lb Co Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft it " kip-ft Center Max + 1.2DL +1.6LL 64.7 9.4 9.4 1.67 0.90 139.50 Center Max + 1.2DL +1.6LL 65.1 8.8 8.8 1.67 0.90 139.50 Controlling 1.2DL +1.6LL 64.7 9.4 9.4 1.67 0.90 139.50 Controlling l.2DL +1.6LL 65.1 8.8 8.8 1.67 0.90 139.50 REACTIONS (kips): REACTIONS (kips): . Left Right Left Right DL reaction 2.21 2.58 DL reaction 2.40 2.40 Max +LL reaction 2.64 3.07 Max +LL reaction 2.85 2.85 Max +total reaction (factored) 6.87 8.01 Max +total reaction (factored) . 7.44 7.44 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 8.93 ft = -0.155 • L/D = 1354 . Dead load (in) at 8.75 ft = -0.156 UD = 1344 • Live load (in) at 8.93 ft = -0.185 L/D = 1137 Live load (in) at 8.75 ft = -0.186 UD = 1129 Net Total load (in) at 8.93 ft = -0.340 UD = 618 Net Total load (in) at 8.75 ft = -0.342 L/D = 613 • • • • • P. ► gyp / Gravity Beam Design Gravity Beam Design RAM Steel v7.0 Page 131/206 FR RAM Steel v7.0 Page 132/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 '^c^w.*. Building Code: UBC2 , Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 165 Floor Type: Roof Beam Number = 166 1 SPAN INFORMATION (ft): I -End (108.67,112.67) J -End (108.67,135.00) SPAN INFORMATION (ft): I -End (108.67,112.67) J -End (132.67,112.67) • Beam Size (User Selected) = W12)(26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi 1 Total Beam Length (ft) = 22.33 Total Beam Length (ft) = 24.00 Mp (kip -ft) = 155.00 Mp (kip -ft) = 155.00 POINT LOADS (kips): LINE LOADS (k/ft): • Dist DL RedLL Red% NonRLL StorLL Rcd% RoofLL 'Red% Load Dist DL LL Red% Type 8.00 4.38 0.00 0.0 5.22 0.00 0.0 0.00 Snow 1 0.00 0.176 0.209 -- NonR _ 16.00 3.93 0.00 0.0 4.67 0.00 0.0 0.00 Snow 24.00 0.176 0.209 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =13.60 kips 0.9OVn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 6.55 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ • Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn kip-ft ft ft . kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 97.5 8.0 8.0 1.05 0.90 133.14 Center Max+ l.2DL +1.6LL 39.3 12.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 97.5 8.0 8.0 1.05 0.90 133.14 Controlling 1.2DL +1.6LL 39.3 12.0 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 3.93 4.38 DL reaction • 2.11 2.11 Max +LL reaction 4.67 5.22 Max +LL reaction 2.51 2.51 Max +total reaction (factored) 12.19 13.60 • Max +total reaction (factored) 6.55 6.55 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 11.17 ft = -0.467 UD = 574 Dead load (in) at 12.00 ft = -0.222 LID = 1298 Live load (in) at 11.17 ft = -0.556 L/D = 482 Live load (in) at 12.00 ft = -0.264 1/D = 1090 Net Total load (in) at 11.17 ft = -1.022 L/D = 262 Net Total load (in) at 12.00 ft = -0.486 1/D = 592 • • • Gravity Beam Design • �� Gravity Beam Design '12 RAM Steel v7.0 Page 133/206 RAM Steel v7.0 Page 134/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 • �• Building Code: UBC2 Steel Code: LRFD 2nd Ed. ...Porn Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =169 Floor Type: Roof • - Beam Number = 170 • SPAN INFORMATION (ft): I -End (108.67,135.00) .1-End (108.67,170.17) SPAN INFORMATION (ft): I -End (108.67,135.00) J -End (132.67,135.00) Beam Size (User Selected) = W 18X35 , Fy = 50.0 ksi Beam Size (User Selected) = WI6X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.17 . Total Beam Length (ft) = 24.00 Mp (kip -ft) = 277.08 Mp (kip -ft) = 184.17 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NoaRLL StorLL Red% RootLL Red% Dist 'DL RedLL Red% NonRLL StorLL Red% RootLL Red% • 7.17 1.70 0.00 0.0 2.03 0.00 0.0 0.00 Snow 12.00 3.52 0.00 0.0 4.20 0.00 0.0 0.00 Snow 12.96 1.14 0.00 0.0 1.35 0.00 0.0 0.00 Snow LINE LOADS (k/ft): LINE LOADS (k/ft): • Load Dist DL LL Red% Type Load Dist DL LL • Red% Type 1 0.00 0.142 0.169 - • NonR • . . 1 12.96 0.138 0.165 -- NonR • 24.00 0.142 0.169 35.17 0.138 0.165 . SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 10.75 kips 0.90Vn= 104.34 kips 2 12.96 0.000 0.000 - NonR 18.73 0.126 0.150. . MOMENTS (Ultimate): • 3 18.73 0.126 0.150 - Nook Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn • 35.17 0.126 0.150 kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.37 kips 0.90Vn = 143.37 kips Center Max+ 1.2DL +1.6LL 97.3 12.0 0.0 1.00 0.90 165.75 • Controlling L2DL +1.6LL 97.3 12.0 0.0 1.00 0.90 165.75 MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn REACTIONS (kips): • Left Right kip-ft ft ft lap-R 46 3.46 Center Max + 1.2DL +1.6L L • 125.8 17.6 0.0 1.00 0.90 249.37 • Max +LL re action 4.12 3.46 4.112 2 . 4. Controlling I.2DL +1.6LL 125.8 17.6 0.0 1.00 0.90 249.37 Max IL re Max +total reaction (factored) 10.75 1 0.75 REACTIONS (kips): DEFLECTIONS: ' Left Right Dead load (in) . . at 12.00 ft = -0.322 1JD = 894 DL ruction . 3.72 4.63 Live load (in) . at 12.00 ft = -0.384 L/D = 751 Max +LL reaction 4.43 5.51 Net Total load (in) at 12.00 ft = -0.706 L/D = 408 ' Max+total reaction (factored) 11.54 14.37 . DEFLECTIONS: (Camber =1/2) Dead load (in) at 17.58 ft = -0.609 L/D = 693 . . Live load (in) at 17.58 ft = -0.725 UD = 582 Net Total load (in) at 17.58 ft = -0.834 L/D = 506 • • • • I ,� / ` y Gravity Beam Design . Gravity Beam Design '/ R RAM Steel v7.0 Page 135/206 i i V RAM Steel v7.0 . Page 136/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 .mr Building Code: UBC2 Steel Code: LRFD 2nd Ed. .�ww, Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =171 Floor Type: Roof Beam Number =172 1 SPAN INFORMATION (ft): 1 -End (108.67,142.17) J -End (120.67,142.17) SPAN INFORMATION (ft): I -End (108.67,147.96) .1-End (120.67,153.73) Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi I Total Beam Length (ft) = 12.00 . Total Beam Length (ft) _ '13.32 • . Mp (kip -ft) = 24.54 Mp (Itip -ft) = 108.33 LINE LOADS (k/ft): LINE LOADS (k/ft): " Load Dist DL U. Red% Type Load Dist DL U. Red% Type 1 0.00 0.136 0.162 -- NonR 1 0.00 0.055 0.065 -- NonR ' 12.00 0.197 0.234 • 13.32 0.164 0.195 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =3.29 kips 0.90Vn =46.98 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =2.64 kips 0.90Vn= 65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Co Phi Phi +Mn kip-ft ft ft kip -ft kip-fl ft ft kip-ft Center Max+ I2DL +1.6LL 9.3 6.2 0.0 1.00 0.90 22.09 Center Max+ 1 .2DL +1.6LL 7.6 7.2 . 0.0 1.00 0.90 97.50 . Controlling I.2DL +1.6LL 9.3 6.2 0.0 1.00 0.90 22.09 Controlling 1.2DL +1.6LL 7.6 7.2 0.0 1.00 0.90 • 97.50 . • REACTIONS (lips): . REACTIONS (kips): Left Right Left Right DL reaction 0.94 1.06 DL reaction 0.61 0.85 Max +LL reaction 1.12 1.26 Max +LL reaction 0.72 1.01 Max +total reaction (factored) 2.91 3.29 Max +total reaction (factored) 1.89 2.64 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.06 ft = -0.212 UD = 678 Dead load (in) at 6.79 ft = -0.023 UD = 7062 . Live load (in) at 6.06 ft = -0.253 L/D = 569 Live load (in) at 6.79 ft = -0.027 UD = 5932 Net Total load (in) at 6.06 ft = -0.465 UD = 309 Net Total load (in) at 6.79 ft = -0.050 UD = 3224 • • Gravity Beam Design Gravity Beam Design nil RAM Steel v7.0 Page 137/206 r 1 V RAM Steel v7.0 Page 138/206 DataBase: ND432 05 /03/04 17:0013 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed tna .4 Building Coda UBC2 ' Steel Code: LRFD 2nd EA • Floor Type: Roof Beam Number =173 Floor Type: Roof Beam Number = 174 . °PAN INFORMATION (ft): I -End (108.67,170.17) J-End (120.67,170.17) SPAN INFORMATION (ft): I -End (120.67,13.33) J -End (120.67 ,37.58) Beam Size (User Selected) = HSS4X3X1/4 Fy = 50.0 ksi Beani Size (User Selected) = W 14X22 Fy = 50.0 ksi . Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 24.25 Mp (kip -fl) = 15.87 Mp (kip -ft) = 138.33 . LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% , I 0.00 0.010 0.013 - NonR 15.65 0.96 0.00 0.0 1.14 0.00 0.0 0.00 Snow 12.00 0.010 0.013 16.75 0.66 0.00 0.0 0.78 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 kips 0.90Vn = 5033 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL LL Red% Type Span Cond LoadCombo Mu @ Lb Co Phi Phi "Mn I 0.00 0.126 0.150 - NonR kip-ft ft ft kip-ft 15.65 0.126 0.150 Center Max+ 1.2DL+1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 2 0.00 0.126 0.150 - NonR Controlling 1.2DL +l.6LL 0.6 6.0 12.0 1.14 0.90 14.29 10.10 0.126 0.150 3 10.10 0.126 0.150 - NonR REACTIONS (kips): 15.65 0.000 0.000 Left Right DL reaction 0.06 0.06 • SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 9.51 kips 0.90Vn =85.33 kips • Max +LL reaction 0.07 0.07 MOMENTS(Ultimate): • • Max +total reaction (factored) 0.20 0.20 Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn DEFLECTIONS: kip-ft ft ft kip-ft Dead load (in) at 6.00 ft = -0027 UD = 5243 Center Max + 1.2DL +1.6LL 58.0 12.4 0.0 1.00 0.90 124.50 Live load (in) at 6.00 ft = -0.033 VD = 4404 Controlling 1.2DL +1.6LL 58.0 12.4 0.0 1.00 0.90 124.50 Net Total load (in) at 6.00 ft = -0.060 L/D = 2393 REACTIONS (kips): . Left Right DL reaction 3.06 2.15 Max +IJ. reaction ' 3.65 2.56 • . Max +total reaction (factored) 9.51 6.67 DEFLECTIONS: Dead load (in) at 12.13 ft = -0.339 UD = 858 • Live load (in) at 12.13 ft = -0.404 UD = 721 Net Total load (in) at 12.13 ft = -0.743 UD = 392 • • • � Gravity Beam Design �� Gravity Beam Design `/ I l RAM Steel v7.0 Page 139/206 RAM Steel v7.0 Page 140/206. RAM DataBase: ND432 ' 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 175 . Floor Type: Roof Beam Number =176 • SPAN INFORMATION (ft): 1 -End (120.67,28.98) J -End (132.67,23.44) SPAN INFORMATION (ft): I -End (120.67,30.08) J -End (132.67,30.08) . Beam Size (User Selected) = WIOX22 Fy = 50.0 ksi Beam Size (User Selected) = HSS5X5X3 /I6 Fy = 50.0 ksi I Total Beam Length (ft) = 13.22 Total Beam Length (ft) = 12.00 Mp (kip -ft) = 108.33 Mp (kip-fl) = 24.54 LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist . DL U. Red% Type Load Dist DL LL Red% Type • . 1 . 0.00 0.011 0.013 -- NonR I 0.00 0.090 0.108 -- NonR 13.22 0.116 0.138 12.00 0.149 0.177 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.66 kips 0.90Vn = 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.41 kips 0.90Vn= 46.98 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Co Phi Phi "Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 4.4 7.5 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 6.7 6.2 0.0 1.00 0.90 22.09 Controlling l.2DL +1.6LL 4.4 7.5 0.0 -1.00 0.90 97.50 Controlling 1.2DL +1.6LL 6.7 6.2 0.0 1.00 0.90 22.09 • • REACTIONS (kips): REACTIONS (kips): . Left Right Left Right DL reaction 0.30 0.54 DL reaction 0.66 0.77 Max +LL reaction 0.36 0.64 - Max +LL reaction 0.78 0.92 Max +total reaction (factored) 0.94 1.66 Max +total reaction (factored) 2.04 2.41 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.81 ft = -0.013 VD = ' 12459 Dead load (in) at 6.06 ft = -0.153 L/D = 944 Live load (in) at 6.81 ft = -0.015 VD = 10466 Live load (in). at 6.06 ft = -0.182 UD • = 793 Net Total load (in) at 6.81 ft = -0.028 UD = 5688 Net Total load (in) at 6.06 ft = -0.334 UD = 431 • • • • • • . .14 Gravity Beam Design Gravity Beam Design ° �I • RAM Steel v7.0 Page 141/206 r (l RAM Steel v7.0 Page 1471206 .A DataBase: ND432 - 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. r^." Building Code. UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof ` Beam Number =177 Floor Type: Roof Beam Number =178 . - SPAN INFORMATION (ft): I -End (120.67,135.00) J -End (120.67,170.17) SPAN INFORMATION (ft): I -End (120.67,142.17), J -End (132.67,142.17) Beam Size (User Selected) = W 18X35 Fy = 50.0 ksi Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi • Total Beam Length (ft) . = 35.17 Total Beam Length (ft) = 12.00 Mp (kip -ft) = 277.08 Mp (kip -ft) = 24.54 • POINT LOADS (kips): LINE LOADS (k/ft): Dist , DL RedLL Red% NonfiL StorLL Red% RootLL Red% Load Dist DL LL Red% Type 7.17 1.94 0.00 0.0 2.31 0.00 0.0 0.00 Snow 1 0.00 0.147 0.175 - NonR 14.00 0.85 0.00 0.0 1.01 0.00 0.0 0.00 Snow . . 12.00 0.147 0.175 ' 16.73 1.39 0.00 0.0 1.66 0.00 0.0 0.00 Snow SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)= 2.74 kips 0.90Vn =46.98 kips LINE LOADS (k/ft): Load Dist DL IL Red% Type MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn 1 18.73 0.126 0.150 - NonR • kip-ft ft ft kip-ft 35.17 0.126 0.150. Center Max+ l.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 22.09 2 18.73 0.000 0.000 - NonR Controlling l.2DL +1.6LL 8.2 6.0 0.0 1.00 0.90 22.09 • 24.52 0.126 0.150 ' 3 24.52 0.126 0.150 NonR REACTIONS (kips): 35.17 0.126 0.150 Left Right ' DL reaction 0.88 ' 0.88 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 13.77 kips 0.90Vn= 143.37 kips Max +LL reaction 1.05 1.05 MOMENTS (Ultimate): Max +total reaction (factored) 2.74. 2.74 Span Cond LoadCombo . Mu @ Lb Cb Phi Phi•Mn DEFLECTIONS: kip-ft ft . ' ft kip-ft ' Dead load (in) at 6.00 ft = -0.188 L/D = 767 Center Max + 1.2DL +1.6LL 122.8 18.7 4.7 1.04 0.90 249.37 Live load (in) at 6.00 ft = -0223. L/D = 644 Controlling 1.2DL +1.6LL 122.8 18.7 4.7 1.04 0.90 249.37 Net Total load (in) at 6.00 ft = -0.411 L/D = 350 REACTIONS (kips): Left Right . DL reaction 3.52 4.43 Max +LL reaction ' '4.20 5.28 Max +total reaction (factored) 10.94 13.77 • DEFLECTIONS: (Camber =1 /2) . Dead load (in) at 17.76 ft = -0.576 L/D = 733 Live load (in) ' at ' 17.76 ft = -0.685 VD = 616 Net Total load (in) at 17.76 ft = -0.761 L/D = 554 • �il Gravity Beam Design � � 1 Gravity Beam Design • RAM Steel v7.0 Page 143 /206 RAM Steel v7.0 • Page 144 /206 • RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 . .... =,= Building Code: UBC2 Steel Code: LRFD 2nd Ed. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof . Beam Number -179 Floor Type: Roof Beam Number =180 SPAN INFORMATION (ft): I -End (120.67,149.00) J -End (132.67,149.00) SPAN INFORMATION (ft): I -End (120.67,153.73) J -End (132.67,159.52) Beam Size (User Selected) = HSS5X5X3 /16 Fy =.50.0 ksi Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi 1 Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 13.32 Mp (kip -ft) = 24.54 . Mp (kip -ft) = 108.33 LINE LOADS (k/ft): . LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type • 1 0.00 ' 0.121 0.145 - NonR I 0.00 0.045 0.053 NonR 12.00 0.182 0.217 13.32 0.154 0.184 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =3.02 kips 0.90Vn = 46.98 kips SHEAR (Ultimate): Max Vu (12DL +1.6LL)= 2.44 kips 0.90Vn = 65.90 kips ' MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ ' Lb Cb Phi Phi•Mn kip-ft ft .ft kip -ft kip-ft ft ft kip -ft Center Max + 1.2DL +1.6LL 6.5 6.2 0.0 1.00 0.90 22.09 Center Max + 1.2DL +1.6LL 6.9 7.3 0.0 1.00 0.90 97.50 • • Controlling ' . 1.2DL +l.6LL 8.5 6.2 0.0 1.00 0.90 22.09 Controlling 1.2DL +1.6LL 6.9 7.3 0.0 1.00 0.90 97.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right . DL reaction 0.85 0.97 DL reaction 0.54 0.78 Max +LL reaction 1.01 1.16 Max +LL reaction 0.64 0.93 • Max +total reaction (factored) 2.64 3.02 Max +total reaction (factored) 1.68 2.44 . DEFLECTIONS:' DEFLECTIONS: • Dead load (in) at 6.06 ft = -0.194 L/D = 743 Dead load (in) at 6.80 II = -0.021 VD = 7750 . Live load (in) at 6.06 ft = -0.231 UD = 624 Live load (in) at 6.80 ft = -0.025 VD = 6510 Net Total load (in) at 6.06 ft = -0.425 UD = 339 Net Total load (in) at 6.80 ft = -0.045 L/D = 3538 • • . . Gravity Beam Desien �� Gravity Beam Desien ` , {i/ I? RAM Steel v7.0 Page 145/206 RAM Steel v7.0 Page 146/206 DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed ^^ • Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 181 Floor Type: Roof Beam Number = 182 ePAN INFORMATION (ft): I -End (120.67,170.17) J -End (132.67,170.17) SPAN INFORMATION (ft): I -End (132.67,1333) J -End (132.67 ,37.58) Beam Size (User Selected) = HSS4X3X1/4 Fy = 50.0 ksi . Beam Size (User Selected) = W14X22 . Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 24.25 . Mp (kip -ft) = 15.87 Mp (kip -ft) = 138.33 LINE LOADS (k/ft): • POINT LOADS (kips): Load Dist DL LL Red% Type • Dist DL RedLL Red% NonRLL StorLL- Red% RoofLL Red% 1 0.00 0.010 0.013 - NonR 10.10 1.01 0.00 0.0 1.21 0.00 0.0 0.00 Snow 12.00 0.010 0.013 14.00 2.26. 0.00 0.0 2.69 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 kips 0.90Vn= 5033 kips 16.75 0.77 0.00 0.0 0.92 0.00 0.0 0.00 Snow MOMENTS (Ultimate): • • LINE LOADS (k/ft): • Span Cond LoadCombo Mu @ Lb Cb Phi .Phi•Mn Load Dist DL IL Red% Type kip-fl ft ft kip-it 0.00 0.126 0.150 - NonR • Center Max+ 1.2DL +1.6LL 0.6 . 6.0 12.0 1.14 0.90 14.29 10.10 0.126 0.150 Controlling l.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 • 2 0.00 0.126 0.150 - NonR 4.56 0.126 0.150 REACTIONS (kips): . 3 4.56 0.126 0.150 - NonR Left Right 10.10 0.000 0.000 • DL reaction - 0.06 0.06 • Max +LL reaction 0.07 0.07 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 11.09 kips 0.90Vn= 85.33 kips • Max +toml reaction (factored) 0.20 0.20 MOMENTS (Ultimate): DEFLECTIONS: Span Cond LoadCombo Mu • (a3 Lb " Co Phi Phi•Mn • Dead load (in) at 6.00 ft = -0.027 L/D = 5243 kip-ft ft ft kip-ft Live load (in) at 6.00 ft = -0.033 L/D = 4404 - Center Max + I.2DL +1.6LL 78.5 14.0 3.9 1.02 0.90 124.50 Net Total load (in) at 6.00 ft = -0.060 L/D = 2393 • Controlling 1.2DL +1.6LL 78.5 14.0 3.9 1.02 0.90 124.50 REACTIONS (kips): • ' Left Right DL reaction 3.57 2.68 . Max +LL reaction 4.25 3.18 Max +total reaction (factored) 11.09 8.31 DEFLECTIONS: Dead load (in) at 12.13 ti = -0.436 L/D = 668 Live load (in) at 12.13 ft = -0.519 UD = 561 Net Total load (in) at 12.13 It = -0.954 UD = 305 • • I ,� / `j Gravity Beam Desien Gravity Beam Desien '/ it RAM Steel v7.0 Page 147 /206 . �� RAM Steel v7.0 Page 148/206 . RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 vvvro*•• Building Code: UBC2 Steel Code: LRFD 2nd Ed. .maw°' Building Code: UBC2 Steel Code: LRFD 2nd Ed. • Floor Type: Roof Beam Number = 183 Floor Type: Roof Beam Number = 184 I SPAN INFORMATION (ft): I -End (132.67,13.33) J -End (154.67,13.33) SPAN INFORMATION (ft): 1 -End (132.67,23.44) J -End (144.67,17.90) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi • Beam Size (User Selected) = WIOX22 Fy = 50.0 ksi r Total Beam Length (ft) = 22.00 . Total Beam Length (ft) = 13.22 Mp (kip -ft) = 155.00 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): . Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% • Load Dist DL LL Red% Type 8.00 0.35 0.00 0.0 0.41 0.00 0.0 0.00 Snow 1 0.00 0.037 0.044 - NonR 12.00 ).66 0.00 0.0 1.97 0.00 0.0 0.00 Snow 13.22 0.143 0.170 15.00 0.61 0.00 0.0 0.72 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.21 kips 0.90Vn= 65.90 kips LINE LOADS (k/ft): MOMENTS (Ultimate): Load Dist DL • LL Red% Type Span Cond LoadCombo Mu Q Lb Cb Phi Phi•Mn 1 0.00 0.010 0.013 -- NonR kip-ft ft ft kip-ft 8.00 0.010 0.013 ' , Center Max+ 1.2DL +1.6LL 6.2 ' 7.2 0.0 1.00 0.90 97.50 SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =4.53 kips 0.90Vn =75.89 kips Controlling 1.2DL +I.6LL ' 6.2 7.2 0.0 1.00 0.90 97.50 • MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo Mu Qa Lb Co Phi Phi•Mn Left Right kip-ft ft ft kip -ft DL reaction 0.48 " 0.71 " • Center Max+ 1.2DL +1.6LL 39.6 12.0 4.0 1.11 0.90 139.50 Max +LL reaction 0.57 0.85 Controlling 1.2DL +1.6LL 39.6 120 4.0 1.11 0.90 139.50 Max +total reaction (factored) 1.48 2.21 REACTIONS (kips): DEFLECTIONS: Left Right Dead load (in) at 6.74 ft = -0.018 L/D = 8779 DL reaction 1.24 1.46 Live load (in) at 6.74 ft = -0.022 L/D = 7374 Max +LL reaction 1.47 1.74 Net Total load (in) at 6.74 ft = -0.040 L/D = 4008 Max +total reaction (factored) 3.84 4.53 DEFLECTIONS: Dead load (in) at 11.33 ft = -0.162 I/I) = 1634 Live load (in) at • 11.33 ft - _ -0.192 L/D = 1372 Net Total load (in) at 11.33 ft = -0.354 UD = 746 Gravity Beam Design I ,�.fy Gravity Beam tzyp �) • rI RAM Steel v7.0 . Page 149/206 % �l RAM Steel v7.0 Page 150/206 RA M DataBase: ND432 05 /03/04 17:00:13 . RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. •°.+°.°° Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =185 • Floor Type: Roof Beam Number =187 "PAN INFORMATION (ft): I -End (132.67,27.33) J -End (154.67,27.33) SPAN INFORMATION (ft): I -End (132.67 ,37.58) J -End (154.67 ,37.58) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 22.00 Total Beam Length (ft) = 22.00 INp (Idp -ft) = 102.92 Mp (kip -ft) = 102.92 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Recta/44 RoofLL Red% ' 12.00 0.73 0.00 0.0 0.87 0.00 0.0 0.00 Snow 12.00 0.30 0.00 0.0 ' 0.35 0.00 0.0 0.00 Snow • LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL IL Red% Type • • 1 0.00 0.108 0.128 -- NonR I 0.00 0.099 0.118 - NonR 22.00 0.108 0.128 12.00 0.099 0.118 2 0.00 0.041 0.049 - NonR . 2' 12.00 0.039 0.047 - NonR 12.00 0.099 0.118 • . 22.00 0.039 0.047 • 3 12.00 0.073 0.088 -- NonR - 3 0.00 0.108 0.128 - NonR 22.00 0.073 0.088 22.00 0.108 0.128 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.49 kips 0.90Vn = 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 7.05 kips 0.90Vn= 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn . Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft It ' kip-R Center Mai+ 1.2DL +1.6LL 46.8 12.0 0.0 1.00 0.90 92.62 Center Max+ I.2DL +1.6LL 38.8 11.0 0.0 1.00 0.90 92.62 Controlling 1.2DL +l.6LL 46.8 12.0 0,0 1.00 0.90 . 92.62 Controlling 1.2DL +1.6LL ' 38.8 11.0 0.0 1.00 , 0.90 92.62 REACTIONS (kips): . REACTIONS (kips): • - Left Right ' Left Right DL reaction 2.26 2.41 DL reaction 2.27 1.97 Max +LL reaction 2.69 2.87 Max +LL reaction 2.70 2.35 .Max +total reaction (factored) 7.03 7.49 Max +total reaction (factored) 7.05 6.13 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 11.11 ft = -0.330 UD = 799 Dead load (in) at 10.89 ft = -0.283 VD = 933 Live load (in) at 11.11 ft = -0.393 UD = 671 Live load (in) at 10.89 ft = -0.337 ' UD = 783 . Net Total load (in) at 11.11 ft = -0.724 1.113 = 365 Net Total load (in) at 10.89 ft = -0.620 VD = 426 • • FR Gravity Beam Design �� Gravity Beam Design RAM Sleet v7.0 • Page 151/206 RAM Steel v7.0 Page 152206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. 4°e4.4..H Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 188 Floor Type: Roof Beam Number = 189 . I SPAN INFORMATION (ft): I -End (132.67,47.00) J -End (154.67,47.00) SPAN INFORMATION (ft): I -End (132.67,55.33) J -End (154.67,55.33) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi I Total Beam Length (ft) . = 22.00 Total Beam Length (ft). = 22.00 Mp (kip -ft) = 155.00 Mp (kip -ft) = 155.00 ' POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RcdLL Red% NonFI L StorLL Red% RootLL Red% Load Dist DL LL Red% Type 12.00 0.20 0.00 0.0 0.23 0.00 0.0 0.00 Snow 1 0.00 0.137 0163 -- NonR LINE LOADS (Ida): 22.00 0.137 0.163 Load Dist DL LL Red% Type SHEAR (Ultimate): Max Vu (I.2DL +1.6LL) =4.66 kips 0.90Vn = 75.89 kips 1 0.00 0.087 0.104 -- NonR • 22.00 0.087 0.104 MOMENTS (Ultimate): 2 0.00 0.099. 0.118 - NonR Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn 12.00 0.099 0.118 kip-ft 5.6 ft 11.0 0.0 1.00 0.90 139.5 ft kip-ft 3 12.00 0.059 0.071 -- NonR Center Max+ 1.2DL +1.6LL 25.6 22.00 0.059 0.071 Controlling lling 1.213E +1.6LL 25.6 11.0 0.0 1.00 0.90 139.50 REACTIONS (kips): SHEAR (Ultimate): Max Vu(1.2DL +1.6LL) =6.36 kips 0.90Vn =75.89 kips Left Right MOMENTS (Ultimate): DL reaction 1.50 1.50 Span Coed LoadCombo Mu @ Lb Cb Phi Phi•Mn Max +LL reaction 1.79 1.79 kip-ft ft ft kip-R Max +total reaction (factored) 4.66 4.66 ' Center Max+ 1.2DL +1.6LL 35.0 11.0 0.0 1.00 0.90 139.50 DEFLECTIONS: Controlling I.2DL +1.6LL 35.0 11.0 0.0 1.00 0.90 139.50 Dead load (in) at 11.00 ft = -0.122 W = 2171 REACTIONS (kips): . . Live load (in) at 11.00 ft = -0.145 IJD = 1823 ' Left Right Net Total load (in) at 11.00 ft = -0.266 UD = 991 DL reaction 2.05 1.85 Max +LL reaction 2.44 2.21 Max +total reaction (factored) 6.36 5.75 DEFLECTIONS: Dead load (in) at 10.89 ft = -0.164 LID = 1613 .Live load (in) at 10.89 ft = -0.195 UD = 1355 - Net Total load (in) at 10.89 ft = -0.358 VD = 736 Gravity Beam Design fil Gravity Beam Design i RAM Steel v7.0 Page 153206 Rpm RAM Steel v7.0 ! Page 154/206 DataBase: ND432 05 /03/04 17:00:13 1[!gm DataBase: ND432 05 /03/04 17:00:13 • Building Code: UBC2 Steel Code: LRFD 2nd Ed. •^�*•*�� Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof "Beam Number = 190 Floor Type: Roof Beam Number = 191 °PAN INFORMATION (ft): I -End (132.67,60.00) J -End (154.67,60.00) SPAN INFORMATION (R): I -End (132.67,64.67) J -End (154.67,64.67) Beam Size (User Selected) = W 14X22 ' Fy = 50.0 ksi Beam Size (User Selected) = W 14x22 Fy = 50.0 ksi Total Beam Length (ft) = 22.00 Total Beam Length (ft) = 22.00 • . Mp (cip -ft) = 138.33 Mp (kip -ft) _ L38.33 • LINE LOADS (k/R): LINE LOADS (k/R): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.000 0.065 - NonR 1 0.00 0.000 0.065 - NonR 22.00 0.000 0.065 22.00 0.000 0.065 2 0.00 0.098 0.117 - NonR 2 0.00 0.098 0.117 - NonR 22.00 0.098 .0.117 22.00 0.098 0.117 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)=4.49 kips 0.90Vn = 85.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.49 kips 0.90Vn = 85.33 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb • Cb Phi " Phi *Mn Span Cond LoadCombo Mu @ Lb Co Phi Phi *Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center' Max+ 1.2DL +I.6LL 24.7 11.0 0.0 1.00 0.90 124.50 Center Max+ 1.2DL +I.6LL 24.7 11.0 0.0 1.00 0.90 124.50 . Controlling I.2DL +1.6LL 24.7 11.0 0.0 1.00 0.90 124.50 Controlling 1.2DL +1.6LL 24.7 11.0 0.0 1.00 0.90 124.50 REACTIONS (kips): REACTIONS (kips): . Left Right . Left Right DL reaction 1.08, 1.08 • DL reaction 1.08 1.08 . Max +lL reaction 2.00 2.00 Max +LL reaction 2.00 2.00 Max +total reaction (factored) 4.49 4.49 Max +total reaction (factored) 4.49 4.49 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 11.00 ft = -0.090 UD = 2949 Dead load (in) at 11.00 ft = -0.090 UD = • 2949 Live load (in) , at 11.00 ft = -0.166 UD = 1591 Live load (in) at 11.00 ft = -0.166 UD = 1591 Net Total load (in) " at 11.00 ft = -0.255 IlD = 1034 Net Total load (in) at 11.00 R = -0.255 VD = 1034 • • • . Fil Gravity Beam Design �� Gravity Beam Design RAM Steel v7.0 Page 155/206 RAM Steel v7.0 Page 156/206 RAM DataBase: ND432 . 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code:.UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =192 Floor Type: Roof Beam Number = 193 1 SPAN INFORMATION (ft): I -End (132.67,69.33) J -End (154.67,69.33) SPAN INFORMATION (ft): I -End (132.67,77.67) J -End (154.67,77.67) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12x26 Fy = 50.0 ksi V Total Beam Length (ft) = 22.00 Total Beam Length (ft) = 22.00 Mp (kip -ft) = 155.00 Mp (kip -R) = 155.00 • LINE LOADS (Wft): POINT LOADS (kips): Load Dist 'DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I 0.00 0.137 • 0.163 -- NonR 12.00 0.41 0.00 0.0 0.49 0.00 0.0 0.00 Snow . 22.00 0.137 0.163 • LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (l.2DL +i.6LL)= 4.66 kips 0.90Vn = 75.89 kips . Load Dist DL LL Red% Type MOMENTS (Ultimate): 1 0.00 0.099 0.118 -- . Nook Span Cond LoadCombo Mu @ Lb Co Phi Phi *Mn 12.00 0.099 0.118 kip-ft R R kip-R 2 1200 0.059 0.071 -- Non? Center Max+ 1.2DL +1.6LL 25.6 11.0 0.0 1.00 0.90 139.50 22.00 0.059 0.071 • Controlling 1.2DL +1.6LL 25.6 11.0 0.0 1.00 0.90 139.50 3 0.00 0.087 0.104 - NonR 22.00 0.087 0.104 REACTIONS (kips): Left Right SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 6.67 kips 0.90Vn =75.89 kips DL reaction 1.50 1.50 MOMENTS (Ultimate): " Max +LL reaction 1.79 1.79 Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max +total reaction (factored) 4.66 4.66 kip-ft ft ft kip-ft DEFLECTIONS: Center Max+ l.2DL +1.6LL 38.4 11.5 0.0 1.00 0.90 139.50 Dead load (in) at 11.00 0 = -a 122 UD = 2171 Controlling 1.2DL +1.6LL 38.4 11.5 0.0 1.00 0.90 139.50 Live load (in) at 11.00 R = -0.145 UD = 1823 REACTIONS (kips): Net Total load (in) at 11.00 R = -0.266 VD = 991 Left Right • DL reaction 2.15 1.97 Max +LL reaction 2.56 2.35 Max +total reaction (factored) 6.67 6.12 DEFLECTIONS: Dead load (in) at 11.00 ft = -0.177 ' VD = 1488 Live load (in) at 11.00 R = -0.211 VD = 1250 . Net Total load (in) at 11.00 R = -0.389 VD = 679 Gravity Beam Design { Gravity Beam Design 59.0.( A RAM Steel v7.0 Page 157/206 l RAM Steel v7.0 Page 158/206 DataBase: ND432 • 05/03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 194 - Floor Type: Roof Beam Number = 195 - .AN INFORMATION (ft): f -End (132.67,87.08) J -End (132.67,112.67) SPAN INFORMATION (ft): I -End (132.67,87.08) J -End (144.67,87.08) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi • Total Beam Length (ft) = 25.58 Total Beam Length (ft) = 12.00 Mp (kip -ft) = 155.00 Mp (Itip -ft) = 102.92 POINT LOADS (kips): LINE LOADS (k/ft): Dist DL RedLL Red% NonRLL StorLL Red% Roof L Red% Load Dist DL IL Red% Type • 6.40 0.81 0.00 0.0 0.96 0.00 0.0 0.00 Snow . 1 0.00 0.166 0.198 - NonR 8.08 2.12 0.00 0.0 2.52 0.00 0.0 0.00 Snow 12.00 0.166 . 0.198 1279 0.81 0.00 0.0 0.96 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 3.09 kips 0.90Vn = 77.16 kips 16.83 2.20 0.00 0.0 2.62 0.00 0.0 0.00 Snow 19.19 0.81 0.00 0.0 0.96 0.00 0.0 0.00 Snow MOMENTS (Ultimate): . • Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn SHEAR (Ultimate): Max Vu (1.2DL +l.6LL) =10.60 kips 0.90Vn = 75.89 kips kip-ft ft ft kip-ft MOMENTS (Ultimate): Center Max+ 1.2DL +1.6LL 9.3 6.0 0.0 1.00 0.90 92.62 Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn Controlling 1.2DL +1.6LL 9.3 6.0 0.0 1.00 0.90 92.62 ' kip-ft ft ft - kip-ft • REACTIONS (kips): Center Max+ 1.2DL +1.6LL 88.6 12.8 4.7 1.03 0.90 139.50 Left Right Controlling 1.2DL +1.6LL 88.6 12.8 4.7 1.03 0.90 139.50 DL reaction I.00 1.00 REACFIONS(kips): . Max +LL reaction 1.19 1.19 Left Right Max+total reaction (factored) 3.09 3.09 DL reaction 3.41 3.33 DEFLECTIONS: • . Max +LL reaction 4.06 3.96 Dead load (in) at 6.00 ft = -0.021 UD = 7008 Max +total reaction (factored) 10.60 10.34 Live load (in) at 6.00 ft = -0.024 • 1J13 = 5886 DEFLECTIONS: (Camber = l/2) Net Total load (in) at 6.00 ft = -0.045 UD = 3199 Dead load (in) at 12.79 ft = -0.567 IJI) = 541 , • Live load (in) at 12.79 ft = -0.675. UD = 455 • ' Net Total load (in) at 12.79 ft = -0.742 UD = 414 • • • • • ►,p // Gravity Bea Design Gravity Beam Design il RAM Steel v7.0 Page 159/206 FRS RAM Steel v7.0 - Page 160/206 RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 • •R. , °*'+ Building Code: UBC2 Steel Code: LRFD 2nd Ed. •^.- Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 196 Floor Type: Roof Beam Number = 197 SPAN INFORMATION (ft): I -End (132.67,93.48) J -End (144.67,93.48) . SPAN INFORMATION (ft): I -End (132.67,99.88) J -End (144.67,99.88) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi ■ Total Beam Length (ft) = 12.00 • Total Beam Length (ft) - = 12.00 Mp (kip-11) = 102.92 Mp ( kip-ft) = 102.92 . LINE LOADS (k/ft): LINE LOADS (k/ft): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.134 0.160 -- NonR 1 0.00 0.134 0.160 -- NonR • 12.00 0.134 0.160 12.00 0.134 0.160 SHEAR (Ultimate): Max Vu (l.2DL +1.6LL)= 2.50 kips 0.90Vn= 77.16 kips • SHEAR (Ultimate): Max Vu (I.2DL +1.6LL)= 2.50 kips 0.90Vn= 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft it ft I<ip -ft kip-ft ft II kip-ft . Center Max+ I.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 Center Max+ 1.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 • REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.81 0.81 DL reaction 0.81 0.81 Max +LL reaction 0.96 0.96 . Max +LL reaction 0.96 0.96 Max +total reaction (factored) 2.50 2.50 Max +total reaction (factored) 2.50 2.50 ' DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.00 II = -0.017 UD = 8663 Dead load (in) at 6.00 ft = -0.017 IJD = 8663 Live load (in) at 600 ft = -0.020 !JD = 7277 Live load (in) at 6.00 ft = -0.020 IJD = 7277 Net Total load (in) at 6.00 ft = -0.036 L/D = 3955 Net Total load (in) ' at 6.00 ft = -0.036 LJD = 3955 ' • • Gravity Beam Design � � Gravity Beam Design e2 �."1 --`i3 RAM Steel v7.0 Page 161/206 RAM Steel v7.0 ('1/ P . e 162206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd EA Building Code: UBC2 Steel Code: LRFD 2nd EA Floor Type: Roof Beam Number = 198 Floor Type: Roof • Beam Number = 199 ' - OAN INFORMATION (ft): I -End (132.67,106.27) J-End (144.67,106.27) SPAN INFORMATION (ft): I -End (132.67,112.67) J -End (132.67,135.00) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 2233 Mp ( kip-ft) = 102.92 Mp (kip -tt) = 155.00 ' LINE LOADS (Wft): POINT LOADS (kips): ' . Load Dist DL U. Red% Type • Dist DL 'RedLL Red% NonRLL StorLL Red% Roo11L Red% • 1 ' 0.00 0.134 0.160 - NonR 8.00 3.84 0.00 0.0 4.57 0.00 0.0 0.00 Snow 12.00 0.134 0.160 • 15.50 1.66 0.00 0.0 1.97 0.00 0.0 '0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.50 kips 0.9OVn = 77.16 kips 16.00 1.81 0.00 0.0 2.15 0.00 0.0 0.00 Snow MOMENTS (Ultimate): SHEAR (Ultimate): Max Vu (1.2DL +I.6LL) =11.85 kips 0.90Vn = 75.89 kips Span Cond LoadCombo Mu @ Lb Co Phi Phi *Mn MOMENTS (Ultimate): kip-ft ft ft kip-ft Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Center Max+ 1.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 kip-ft • ft ft kip-ft Controlling 1.2DL +1.6LL 7.5 6.0 0.0 1.00 0.90 92.62 Center Max+ 1.2DL +1.6LL 86.5 8.0 7.5 1.04 0.90 134.45 REACTIONS (kips): Controlling l.2DL +1.6LL 86.5 8.0 7.5 1.04 0.90 134.45 Left Right REACTIONS (kips): DL reaction 0.81 0.81 Left Right Max +LL reaction 0.96 0.96 DL reaction 3.48 3.82 • Max 4-total reaction (factored) 2.50 2.50 Max +LL reaction 4.14 4.54 DEFLECTIONS: Max +total reaction (factored) 10.81 11.85 Dead load (in) at 6.00 ft = -0.017 L/D = 8663 DEFLECTIONS: Live load (in) at 6.00 ft = -0.020 UD = 7277 Dead load (in) at 11.17 ft = -0.415 L/D = 646 Net Total load (in) at 6.00 ft = -0.036 UD = 3955 Live load (in) at 11.17 ft = • -0.494 [/D = 543 Net Total load (in) at 11.17 ft = -0.909 UD = 295 . • • • • G ravity Beam Design I ,� / / y Gravity B eam D es i gn I RAM Steel v7.0 • Page 163/206 % 1 RAM Steel v7.0 Page 164/206 RAM DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 . Building Code: UBC2 Steel Code: LRFD 2nd Ed . Building Code: UBC2 Steel Code: LRFD 2nd FA • 'Floor Type: Roof Beam Number =200 Floor Type: Roof Beam Number = 201 • • SPAN INFORMATION (ft): I -End (132.67,112.67) J -End (144.67,112.67) SPAN INFORMATION (ft): I -End (132.67,120.67) J -End (154.67,120.67) Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X 19 Fy = 50.0 ksi Total Beam Length (ft) = 12.00 Total Beam Length (ft) = 22.00 Mp (kip -ti) = 155.00 Mp (kip -ft) = 102.92 LINE LOADS (k/ft): LINE LOADS (k/ft): • Load Dist DL L.L Red% Type Load Dist DL LL Red% Type I 0.00 0.151 0.180 -- NonR 1 0.00 0.079 0.094 -- NonR 12.00 0.151 0.180 22.00 0.079 0.094 SHEAR (Ultimate): Max Vu (1.2DL +l.6LL) =2.82 kips 0.9OVn =75.89 kips 2 0.00 0.084 0.100 - NonR 12.00 0.084 0.100 MOMENTS (Ultimate): 3 12.00 0.098 0.117 - NonR • Span Cond ' LoadCombo Mu @ Lb Cb Phi Phi *Mn 22.00 0.098 0.117 kip-ft ft ft kip-ft Center Max + 1.2DL +1.6LL 8.4 6.0 0.0 1.00 0.90 139.50 SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =5.89 kips 0.90Vn =77.16 kips Controlling 12DL +1.6LL 8.4 6.0 0.0 1.00 0.90 139.50 MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn . • Left Right kip-ft n n kip-ft DL reaction 0.91 0.91 Center Max+ L2DL +1.6LL 31.7 11.2 0.0 1.00 0.90 92.62 Max +LL reaction 1.08 1.08 Controlling • 1.2DL +I.6LL 31.7 11.2 0.0 1.00 0.90 92.62 Max +total reaction (factored) 2.82 2.82 REACTIONS (kips): DEFLECTIONS: Left Right' Dead load (in) at 6.00 ft = -0.012 1/D = 12079 DL reaction 1.82 1.90 Live load (in) at 6.00 ft = -0.014 L/D = 10146 Max +LL reaction 2.17 2.26 Net Total load (in) - at 6.00 n = -0.026 UD = 5514 Max +total reaction (factored) 5.66 5.89 DEFLECTIONS: • • Dead load (in) at 11.00 ft = -0.236 L/D = 1119 Live load (in) at 11.00 ft = -0.281 UD = • 940 Net Total load (in) at 11.00 ft = -0.517 L/D = 511 • • Gravity Beam Design Gravity Beam Design 1), - • � i RAM Steel v7.0 Page 165/206 RAM Steel v7.0 age 166/206 RAM DataBase: ND432' - . 05/03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 ^w Building Code: UBC2 _ Steel Code: LRFD 2nd Ed • Building Code: UBC2 Steel Code: LRFD 2nd Ed, Floor Type: Roof Beam Number =202 Floor Type: Roof Beam Number = 203 SPAN INFORMATION (ft): I -End (132.67,128.17) J -End (154.67,128.17) SPAN INFORMATION (ft): I -End (132.67,135.00) J -End (132.67,170.17) Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 18X40 Fy = 50.0 ksi Total Beam Length (ft) = 22.00 • Total Beam length (ft) = 35.17 Mp (kip -ft) = 10292 Mp (kip -ft) = 326.67 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL . IL Red% Type • Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.150 0.179 - NonR 7.17 2.52 0.00 0.0 3.00 0.00 • 0.0 0.00 Snow 22.00 0.150 0.179 • 14.00 0.97 0.00 0.0 1.16 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =5.14 kips 0.90Vn = 77.16 kips • 14.17 1.62 0.00 0.0 1.92 0.00 0.0 0.00 Snow 21.17 1.86 0.00 0.0 2.22 0.00 0.0 0.00 Snow MOMENTS (Ultimate): . 24.52 1.26 0.00 0.0 1.50 0.00 0.0 0.00 Snow Span Cond LoadCombo Mu Qa Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft LINE LOADS (k/ft): • • Center Max+ 1.2DL +1.6LL 28.3 11.0 - 0.0 1.00 0.90 92.62 Load Dist DL LL Red% Type • Controlling 1.2DL +1.6LL 28.3 11.0 0.0 1.00 . 0.90 92.62 1 24.52 0.126 0.150 - NonR _ 35.17 0.126 0.150 REACTIONS (kips): 2 24.52 0.000 0.000 - NonR • Left Right 30.74 0.126 0.150 DL reaction 1.66 1.66 3 30.74 0.126 0.150 - NonR Max +LL reaction . 1.97 1.97 35.17 0.126 0.150 . Max +total reaction (factored) 5.14 5.14 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =17.17 kips 0.90Vn = 152.24 kips DEFLECTIONS: . Dead load (in) at 11.00 ft = -0.210 UD = 1255 MOMENTS (Ultimate): . Live load (in) at 11.00U= -0.251 1)1) = 1054 Span Cond LoadCombo Mu @ Lb Cb Phi Plti•Mn Net Total load (in) at 11.00 ft = .0461 UD = 573 kip-ft ft ft kip-ft Center Max + 1.2DL +1.6LL 164.1 14.2 . 7.0 1.01 0.90 - 266.33 • - • Controlling 1.2DL +1.6LL 164.1 14.2 7.0 1.01 0.90 266.33 - REACTIONS (kips): - • Left Right DL reaction 4.99 5.53 _ Max +LL reaction 5.94 6.58 • . Max +total reaction (factored) 15.49 17.17 • DEFLECTIONS: (Camber = 1/2) Dead load (in) at 17.58 ft - -0.665 L/D = 635 Live load (in) at 17.58 ft = -0.792 L/D = 533 ' - Net Total load (in) at 17.58 ft = -0.957 1/D 441 • • ► �� / q / r • Gravity Beam Design Gravity Beam Design % l RAM Steel v7.0 Page 167/206 FR RAM Steel v7.0 Page 168/206 RA M DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 in x - .. Building Code: UBC2 Steel Code: LRFD 2nd Ed. "" Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =204 Floor Type: Roof Beam Number =205 SPAN INFORMATION (ft): I -End (132.67,135.00) J -End (154.67,135.00) SPAN INFORMATION (ft): 1 -End (132.67,142.17) J -End (154.67,142.17) • Beam Size (User Selected) = W 12X19 • Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 22.00 . Total Beam Length (ft) = 22.00 Mp (kip -ft) = 102.92 Mp (kip -ft) = 102.92 • LINE LOADS (k/ft): LINE LOADS (k/ft): • ' Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.147 0.175 - NonR 1 0.00 0149 0.177 - NonR • 22.00 0.147 0.175 22.00 0.149 0.177 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.02 kips 0.90Vn= 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.08 kips 0.9OVn= 77.16 kips - MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft kip-ft it ft kip-ft Center Max+ 1.2DL +1.6LL 27.6 11:0 0.0 1.00 0. 90 92.62 Center Max+ l.2DL +1.6L.L 27.9 11.0 0.0 1.00 0.90 92.62 Controlling l.2DL +1.6LL 27.6 11.0 0.0. 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 27.9' 11.0 0.0 1.00 0.90 92.62 REACTIONS (kips): . REACTIONS (kips): • . Left Right Left Right DL reaction 1.62 1.62 DL reaction 1.64 1.64 Max +LL reaction 1.92 1.92 Max +LL reaction 1.95 1.95 Max +total reaction (factored) 5.02 5.02 • Max +total reaction (factored) 5.08 5.08 . DEFLECTIONS: • DEFLECTIONS: • Dead load (in) at 11.0011 = -0.206 W = 1285 ' Dead load (in) at 11.00 ft = -0.208 L/D = 1269 . Live load (in) at 11.00 ft = -0.245 L/D = 1079 Live load (in) at 11.00 ii = -0.248 UD = 1066 Net Total load (in) at . 11.00 ft = -0.450 1/D = 586 Net Total load (in) at 11.00 ft = -0.456 L/D = 580 • • • • Gravity Beam Design Gravity Beam Design 5 RAM Steel v7.0 Page 169/206 RAM Steel v7.0 • Page 170/206 DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 e Building Code: UBC2 ' Steel Code: LRFD 2nd Ed. Building Code UBC2 Steel Code: LRFD 2nd Ed. . Floor Type: Roof Beam Number =206 Floor Type: Roof Beam Number =207 SPAN INFORMATION (ft): I -End (132.67,149.17) .1-End (154.67,149.17) SPAN INFORMATION (ft): I -End (132.67,156.17) 2-End (154.67,156.17) Beam Size (User Selected) = W12x19 Fy = 50.0 ksi • Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 22.00 Total Beam Length (ft) = 22.00 • Mp (kip -ft) = 102.92 Mp (kip -ft) • = 102.92 LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL . Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 1 0.00 0.147 0.175 - NonR 12.00 0.72 0.00 0.0 0.86 0.00 0.0 0.00 Snow 22.00 0.147 0.175 LINE LOADS (k/ft): SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.02 kips 0.90Vn= 77.16 kips Load Dist DL IL Red % Type MOMENTS (Ultimate): 1 0.00 0.035 0.042 - NonR • Span Cond LoadCombo Mu @ Lb a Phi Phi•Mn 12.00 0.I01 0.120 kip-ft ft R Idp-R 2 12.00 0074 0.089 - NonR Center Max+ l.2DL +1.6LL 27.6 11.0 0.0 1.00 - 0.90 92.62 22.00 0.074 0.089 Controlling. 1.2DL +1.6LL 27.6 11.0 0.0 1.00 0.90 92.62 3 0.00 0.073 0.088 NonR 22.00 0.073 0.088 REACTIONS (kips): Left Right _ SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.32 kips 0.90Vn = 77.16 kips DL reaction . 1.62 1.62 MOMENTS (Ultimate): Max +LL reaction 1.92 1.92 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Max +total reaction (factored) 5.02 5.02 kip-ft . ft ft kip-ft DEFLECTIONS: Center Max+ 1.2DL+1.6LL 40.2 12.0 0.0 1.00 0.90 92.62 Dead load (in) at .11.00 ft- = -0.206 UD = 1285 • Controlling 1.2DL +1.6LL 40.2 12.0 0.0 1.00 0.90 92.62 Live load (in) at 11.00 ft = -0.245 UD = 1079 REACTIONS (kips): Net Total load (in) at 11.00 ft = -0.450 L/D = 586 Left Right DL reaction 1.86 2.03 _ Max +LL reaction 2.22 2.42 Max +total reaction (factored) 5.78 6.32 ' DEFLECTIONS: • ' Dead load (in) at 11.11 ft = -0.281 UD = 939 Live load (in) at 11.11 ft = -0.335 L/D = 789 • . • Net Total load (in) at 11.11 ft = -0.616 UD = 429 • • A . Gravity Beam Design FR RAM Beam Design RAM Steel v7.0 Page 171/206 e � u RAM Steel v7.0 Page 172/206 Illftm DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. .�wr •w Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: of Beam Number = 208 - Woof Floor Type: Roof Beam Number = 209 SPAN INFORMATION (ft): I -End (132.67,159.52) 2 -End (144.67,165.74) SPAN INFORMATION (ft): I -End (132.67,170.17) 2 -End (144.67,170.17) • Beam Size (User Selected) = WIOX22 Fy = 50.0 ksi Beam Size (User Selected) = HSS4X3X1 /4 Fy = 50.0 ksi Total Beam Length'(f1) = 13.52 • Total Beam Length (ft) , = 12.00 Mp (kip -ft) = . 108.33 Mp (kip-ft) = 15.87 LINE LOADS (k/ft): LINE LOADS (k/ft): • Load Dist DL U. Red% Type Load Dist DL LL Red% Type I 0.00 0.031 0.037 - NonR • 1 0.00 0.010 0.013 - NonR 13.52 0.147 0.175 • 12.00 0.010 0.013 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.28 taps 0.9OVn= 65.90 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 0.20 kips 0.90Vn= 50.33 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span • Cond LoadCombo Mu @ Lb Co Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi • Phi•Mn kip-ft ft ft kip-ft kip-ft ft ft hip-ft Center Max+ 1.2DL +1.6LL 6.4 7.5 0.0 1.00 0.90 97.50 Center Max+ 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 Controlling 1.2DL +1.6LL 6.4 - 7.5 0.0 1.00 0.90 97.50 , Controlling 1.2DL +1.6LL 0.6 6.0 12.0 1.14 0.90 14.29 REACTIONS (kips): . REACTIONS (kips): • Left Right Left Right , . DL reaction . 0.47 0.73 DL reaction 0.06 0.06 _ Max +LL reaction 0.56 0.87 . Max +LL reaction 0.07 0.07 . Max +total reaction (factored) 1.47 2.28 Max +total reaction (factored) 0.20 0.20 DEFLECTIONS: • DEFLECTIONS: Dead load (in) at 6.96 ft = -0.020 L/D = 8277 Dead load (in) at 6.00 ft = -0.027 UD = 5242 • Live load (in) at 6.96 ft = -0.023 • L/D = 6953 - Live load (in) at 6.00 ft = -0.033 UD = 4403 Net Total load (in) at 6.96 ft = -0.043. UD • = 3779 Net Total load (in) at 6.00 ft = -0.060 UD = 2393 • • • • �� Gravity Beam Design Gravity Beam Design RA RAM Steel v7.0 Page 173/206 RAM Steel v7.0 Page 174/206 M DataBase: ND432 - - 05/03/04 17:00:13 ' • � , I DataBase: ND432 05 /03/04 17:00:13 wo.�, Building Code: UBC2 _ Steel Code: LRFD 2nd Ed 7 ^ - Building Code: UBC2 Steel Code: LRFD 2nd Ed. I . Floor Type: Roof Beam Number = 210 _ Floor Type: Roof - Beam Number =211 . SPAN INFORMATION (ft): I -End (140.67, -1.17) J -End (140.67,13.33) SPAN INFORMATION (ft): I -End (140.67, -1.17) J -End (154.67, -1.17) Beam Size (User Selected) = W12X26 .'Fy = 50.0 ksi Beam Size (User Selected) = W10X22 . Fy = 50.01(Si Total Beam Length (ft) = 14.50 Total Beam Length (ft) = 14.00 Mp (kip -ft) = 155.00 Mp (Idp -ft) = 108.33 • LINE LOADS (k/ft): POINT LOADS (kips): Load Dist . DL . LL Red% Type . Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 9.50 0.084 0.100 - Nona 7.00 0.13 0.00 0.0 0.15 0.00 0.0 0.00 Snow • 14.50 0.084 0.100 • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.20 kips 0.90Vn = 65.90 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.08 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span • Cond LoadCombo Mu Q Lb Co Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max+ I.2DL +1.6IL 1.4 7.0 7.0 1.67 0.90 97.50 Center Max+ l.2DL +l.6LL 2.2 10.4 0.0 1.00 0.90 . 139.50 Controlling 1.2DL +I.6LL 1.4 7.0 7.0 1.67 ' 0.90 97.50 Controlling I.2DL +1.6LL 2.2 10.4 0.0 1.00 0.90 139.50 REACTIONS (kips): • • REACTIONS (kips): Left Right Left Right • • DL reaction . 0.06 DL reaction 0.07 0.35 Max +LL reactin 0.08 0.08 Max +LL reaction • 0.09 0.41 Max +total reaction (factored) azo 0.20 . Max +total reaction (factored) 0.22 1.08 DEFLECTIONS: DEFLECTIONS: • Dead load (in) at 7.00 ft = -0.004 L/D = 45929 Dead load (in) at 8.12 ft = -0.004 VD = 46121 Live load (in) at 7.00 ft = -0.(104 UD = 38580 Live load (in) at 8.12 ft = -0.004 L/D = 38741 - Net Total load (in) at 7.00 ft = -0.008 LID = 20967 Net Total load (in) at 8.12 ft = -0.008 UD = 21055 • • • • i • • �� / / y Gravity Beam Design Gravity Beam Design 7 R RAM RAM Steel v7.0 Page 175/206 � V RAM Steel v7.0 Page 176/206 RAM DataBase: ND432 05/03/04 17:00:13 - RAM DataBase: ND432 05/03/04 17:00:13 ' ....N .... Building Code: UBC2 Steel Code: LRFD 2nd Ed ..T++ Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =212 Floor Type: Roof Beam Number = 213 SPAN INFORMATION (ft): I -End (144.67,13.33) J -End (144.67,27.33) SPAN INFORMATION (ft): I -End (144.67,17.90) J -End (154.67,13.33) Beam Size (User Selected) W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 10X22 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Total Beam Length (ft) = 10.99 . Mp (kip -ft) = 102.92 Mp (kip -ft) = 108.33 POINT LOADS (kips): LINE LOADS (k/ft): ' Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% Load Dist DL 11. - Red% Type 4.56 1.00 0.00 0.0 1.19 0.00 0.0 0.00 Snow I 0.00 0.023 0.028 - NonR 7.00 0.58 0.00 0.0 0.68 0.00 0.0 0.00 Snow • 10.99 0.110 0.131 LINE LOADS (k/ft): • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.39 kips 0.90Vn = 65.90 kips ' Load Dist DL ' IL Red% Type I 0.00 0.231 0.275 - NonR MOMENTS (Ultimate): ' • 4.56 0.126 0.150 Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.14 kips 0.90Vn = 77.16 kips Center Max + 1.2DL +1.6LL 3.2 6.1 0.0 1.00 0.90 97.50 MOMENTS (Ultimate): Controlling I2DL +1.6LL 3.2 6.1 0.0 1.00 0.90 97.50 Span Cond . LoadCombo Mu @ Lb Cb Phi . Phi•Mn REACTIONS (kips): kip-ft It ft kip-ft Left Right Center Max+ I.2DL +I.6LL 17.1 . 4.6 2.4 1.03 0.90 92.62 DL reaction 0.29 0.45 • Controlling I.2DL +1.6LL 17,1 4.6 2.4 1.03 0.90 92.62 Max +LL reaction 0.34 0.53 REACTIONS (kips): Max +total reaction (factored) 0.89 1.39 • Left Right • DEFLECTIONS: DL reaction • 1.66 0.73 Dead load (in) at 5.66 ft = -0.006 'UD = 20537 Max +LL reaction 1.97 0.87 Live load (in) at 5.66 ft = -0.008 VD = 17251 Max +total reaction (factored) 5.14 2.27 Net Total load (in) at 5.66 ft = -0.014 UD = 9376 DEFLECTIONS: Dead load (in)' at 6.58 ft = -0.046 LJD = 3647 Live load (in) at 6.58 ft = -0.055 UD = 3063 Net Total load (in) at 6.58 ft = -0.101 UD = 1665 • - • • • • • • Gravity Beam Design Gravity Beam Design RAM Steel v7.0 Page 177/206 RAM Steel v7.0 • Page 178/206 DataBaze ND432 05!03/04 17:00:13 A DataBase: ND432 05/03/04 17:00:13 Building Code: Steel Code: LRFD 2nd Ed. Building Code UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 211 Floor Type: Roof Beam Number =215 AN INFORMATION (ft): I -End (144.67,20.33) J -End (154.67,20.33) SPAN INFORMATION (ft): I -End (144.67,37.58) J -End (144.67,47.00) . Beam Size (User Selected) = HSS5X5X3 /16 Fy = 50.0 ksi Beam Size (User Selected) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 9.42 Mp (kip -ft) _ , 24.54 Mp (kip -ft) = 102.92 • LINE LOADS (1c/ft): POINT LOADS (kips): Load Dist DL IL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% RooELL Red% • 1 0.00 0.099 0.118 - . NonR 3.75 0.49 0.00 0.0 0.59 0.00 0.0 0.00 Snow - 10.00 0.147 0.175 SHEAR ( Ultimate):, Max Vu (I.2DL +1.6LL)= 0.92 kips 0.90Vn= 77.16 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 2.03 kips 0.90Vn =46.98 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu (a} Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft • kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 3.5 . 3.8 .5.7 ' 1.67 0.90 92.62 Center Max+ 1.2DL +1.61L 4.8 5.2 0.0 1.00 0.90 22.09 Controlling 1.2DL +1.6LL 3.5 3.8 5.7 - 1.67 0.90 92.62 Controlling . 1.2DL +1.6LL 4.8 5.2 0.0 1.00 0.90 • 22.09 REACTIONS (kips): • • REACTIONS (kips): Left Right Left Right • DL reaction 0.30 0.20 DL reaction 0.58 0.66 Max +IL reaction 0.35 0.23 Max +LL reaction 0.68 0.78 Max +total reaction (factored) 0.92 0.61 Max +total reaction (factored) 1.79 2.03 DEFLECTIONS: DEFLECTIONS: Dead load (in) . at 4.43 ft = -0.004 VD = 30291 Dead load (in) at 5.05 ft = -0.076 UD = 1584 Live load (in) at 4.43 ft = -0.004 UD = 25445 ' • Live load (in) at 5.05 ft = -0.090 VD = 1330 Net Total load (in) at 4.43 ft = -0.008 IJD = 13829 Net Total load (in) at 5.05 ft = -0.166 Ill) = 723 • • • i . • • I Gravity Beam Design ri� RAM Steel v7.0 Gravity Beam Design • RAM Steel v7.0 Page 179/206 Page 180/206 • RAM DataBase: N13432 05/03/04 17:00:13 RA DataBase: ND432 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. ===== Building Code UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number =216 Floor Type: Roof Beam Number = 217 • SPAN INFORMATION (ft): I -End (144. 67,4133) .1 -End (154. ,6741.33) • ' SPAN INFORMATION (ft): I -End (144.67,77.67) J -End (144.67,87.08) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 9.42 Mp (kip -ft) = 102.92 - Mp ( kip-ft) = 102.92 "LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL IL Red% Type Dist DL RedLL Red% NonRLL StorLL Red'!, Root L Red% 0.00 0.099 0.118 - NonR 5.67 1.03 0.00 0.0 1.23 0.00 0.0 0.00 Snow 10.00 0.099 0.118 SHEAR (Ultimate): Max Vu (1.3DL +1.6LL) =1.93 kips 0.90Vn =77.16 kips • SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.53 kips 0.9OVn = 77.16 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo • Mu Q Lb Cb Phi Phi'Mn kip-ft ft ft ft - . kip-ft • kip-ft ft ft kip -ft Center Max+ 1.2DL +1.6LL 7.2 5.7 5.7 1.67 0.90 • 92.62 Center Max + 1.2DL +1.6LL 3.8 . 5.0 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 7.2 5.7 5.7 1.67 0.90 92.62 Controlling l.2DL +l.6LL 3.8 5.0 0.0 1.00 0.90 92.62 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.41 . 0.62 • DL reaction 0.49 0.49 Max +LL reaction 0.49 0.74 • Max +LL reaction • 0.59 0.59 Max +total reaction (factored) 1.28 1.93 Max +total reaction (factored) 1.53 1.53 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 4.99 ft = -0.008 UD = 14504 Dead load (in) at 5.00 ft = -0.006 LID = 20335 Live load (in) at 4.99.0 = -0.009 UD = 12183 Live load (in) at 5.00 ft = -0.007 IlD = 17082 Net Total load (in) at 4.99 ft = -0.017 LID = 6621 • Net Total load (in) at 5.00 ft = -0.013 L/D = 9284 • • • • Gravity Beam Design Gravity Beam Design .. 7 .1 i? .'- ! • RAM Steel v7.0 . Page 181/206 FIB RAM Steel v7.0 " Page 182/206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ede*•+ Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number = 218 • Floor Type: Roof Beam Number = 219 "PAN INFORMATION (R): 1 -End (144.67,8333) J -End (154.67,8333) SPAN INFORMATION (ft): I -End (144.67,87.08) J -End (144.67,99.88) Beam Size (User Selected) = W12)(19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) _ • 12.79 • Mp (Itip -ft) = 102.92 Mp (kip -ft) = 155.00 LINE LOADS (k/ft): - POINT LOADS (kips): Load Dist DL LL Red% Type • Dist DL RedLL Rcd% NonRLL StorLL Rcd% RooILL Red% 1 0.00 0.206 0.246 - NonR 6.40 0.81 0.00 0.0 0.96 0.00 0.0 0.00 Snow 10.00 0.206 0.246 10.25 1.47 0.00 0.0 • 1.75 0.00 0.0 0.00 Snow ' ' SHEAR(Ultimate): Max Vu (1.2DL +1.6LL) =3.21 kips 0.90Vu= 77.16 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =4.91 kips 0.90Vo = 75.89 kips MOMENTS (Ultimate): ' MOMENTS (Ultimate): Span Cond LoadCombo Mu Qa Lb Cb Phi Phi'Mn ' Span Cond LoadCombo Mu Q Lb Co Phi Phi'Mn kip-ft ft ft . kip-ft kip-ft ft ft hip-R Center Max+ . 1.2DL +1.6LL 8.0 5.0 0.0 1.00 0.90 92.62 Center 'Max+ 1.2DL +1.6LL .13.8 6.4 6.4 1.67 0.90 139.50 Controlling • 1.2DL +1.6LL 8.0 5.0 0.0 1.00 0.90 92.62 Controlling 1.2DL +1.6LL 13.8 6.4 6.4 1.67 0.90 139.50 REACTIONS (kips): REACTIONS (kips): • . Left Right Left Right DL reaction 1.03 1.03 DL reaction 0.69 1.58 Max +IL reaction 1.23 • 1.23 Max +LL reaction 0.83 1.88 Max +total reaction (factored) 3.21 3.21 • Max +total reaction (factored) 2.16 4.91 . DEFLECTIONS: DEFLECTIONS: Dead load (in) at 5.00 ft = -0.012 111) = 9737 Dead load (in) at 6.78 ft = -0.021 L/D = 7334 • Live load (in) at 5.00 ft = -0.015 L/D = 8179 • Live load (in) at 6.78 ft = -0.025 UD = 6161 Net Total load (in) at 5.00 ft = -0.027 UD = 4445 Net Total load (in) at 6.78 ft = -0.046 L/D = 3348 • F q� Gravity Beam Design � � Gravity Beam Design ` RAM Steel v7.0 • Page 183/206 RAM Steel v7.0 Page 184/206 RAM DataBase: ND432 ' . . 05/03/04 17:00:13 RAM DataBase: ND432 05/03/04 17:00:13 .mwir. -. Building Code: UBC2 • - Steel Code: LRFD 2nd Ed Aux Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number =220 Floor Type: Roof Beam Number = 221 SPAN INFORMATION (ft): I -End (144.67,9733) J -End (154.67,9733) SPAN INFORMATION (ft): I -End (144.67,99.88) J -End (144.67,112.67) Beam Size (User Selected) = W 12X 19 . • Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 12:79 Mp (kip-ft) = 102.92 Mp (kip -ft) = 155.00 • LINE LOADS (Wft): POINT LOADS (kips): Load . Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Red% Root L Red% • 0.00 0.294 0.350 - NonR 6.40 0.81 0.00 0.0 0.96 0.00 0.0 0.00 Snow 10.00 0.294 0.350 11.46 1.22 0.00 0.0 1.46 0.00 . 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.56 kips 0.90Vn =77.16 kips . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.66 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ft ft kip-ft kip-ft ft ft kip -ft Center . Max + 1.2DL +l.6LL 11.4 5.0 • 0.0 1.00 0.90 92.62 Center Max+ 1.2DL +1.6LL 10.5 6.4 6.4 1.67 0.90 139.50 Controlling l.2DL +1.6LL 11.4 5.0 0.0 1.00 0.90 92.62 Controlling L2DL+1.6LL 10.5 6.4 6.4 1.67 0.90 ' ' 139.50 REACTIONS (kips): _ REACTIONS (kips): - Left Right . Left ' Right • • DL reaction 1.47 1.47 DL reaction 0.53 1.50 . Max +LL reaction 1.75 1.75 • Max +LL reaction 0.63 1.79 Max +total reaction (factored) 4.56 4.56 - Max +total reaction (factored) 1.65 ' 4.66 • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 5.00 ft = -0.018 UD = 6839 • Dead load (in) at 6.65 ft = -0.015 UD = 10164 . Live load (in) at 5.00 ft = -0.021 " UD = 5745 Live load (in) at 6.65 ft = -0.018 L/D = 8538 Net Total load (in) at 5.00 ft = -0.038 UD = 3122 • Net Total load (in) at 6.65 ft = -0.033 L/D = 4640 • • • • • • . . Gravity Beam Desien • Gravity Beam Design ° f • RAM Steel v7.0 Page 185/206 RAM Steel v7.0 - Page 186/206 DataBase: ND432 05/03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 - Steel Code: LRFD 2nd Ed. Building Code'. UBC2 • Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 222 Floor Type: Roof Beam Number = 223 gPAN INFORMATION (ft): I -End (144.67,111.33) J -End (154.67,111.33) . • SPAN INFORMATION (ft): I -End (144.67,156.17) J -End (144.67,170.17) Beam Size (User Selected) = W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 led Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 14.00 Mp (kip -ft) = 102.92 Mp (kip -ft) = 155.00 . LINE LOADS (k/ft): POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL RedLL Red% NonRLL StorLL Rcd% RoofLL Red% 1 0.00 0.245 0.292 - NonR 7.08 0.58 0.00 0.0 . 0.69 0.00 0.0 0.00 Snow 10.00 • 0.245 0.292 9.57 1.02 0.00 0.0 1.21 0.00 0.0 0.00 Snow SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =3.80 kips 0.9OVn = 77.16 kips LINE LOADS (k/ft): . MOMENTS (Ultimate): - Load Dist DL IL Red% Type Span Cond LoadCombo Mu 8 Lb Co Phi Phi "Mn 1 9.57 0.126 0.150 - NonR . kip-ft ft It hip-ft 14.00 0.231 0.275 Center Max + 1.2DL +1.6LL 9.5 5.0 0.0 1.00 0.90 92.62 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 5.18 kips 0.90Vn = 75.89 kips • Controlling 1.2DL +1.6LL 9.5 5.0 0.0 1.00 0.90 92.62 MOMENTS (Ultimate): REACTIONS (kips): Span Cond LoadCombo Mu ® Lb Co Phi Phi "Mn ' Left Right kip-ft ft ft • kip-ft DL reaction 1.22 1.22 Center Max+ 1.2DL +1.6LL 17.0 9.6 2.5 1.03 - 0.90 139.50 Max +LL reaction 1.46 1.46 Controlling 1.2DL +1.6LL 17.0 9.6 2.5 1.03 0.90 139.50 • Max +total reaction (factored) 3.80 3.80 • REACTIONS (kips): . DEFLECTIONS: . . Left Right Dead load (in) at 5.00 ft = -0.015 L/D = 8207 DL reaction 0.72 1.67 Live load (in) . at 5.00 ft = -0.017 UD = 6894 Max +LL reaction 0.86 1.99 . Net Total load (in) at 5.00 ft = -0.032 L/D = 3747 Max +total reaction (factored) 2.24 5.18 DEFLECTIONS: Dead load (in) at 7.49 ft = -0.029 L/D = 5765 ' Live load (in) at 7.49 ft = -0.035 UD = 4843 • Net Total load (in) at 7.49 ft = -0.064 ' UD = 2632 Gravity Beam Desi¢n • Gravity Beam Desian • • • � ' RAM Steel v7.0 . Page 187/206 �� //y 06 % I� RAM Steel v7.0 Page 188/206 { RAM DataBase: ND432 05/03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 • N.,,vr.., Building Code: UBC2 . Steel Code: LRFD 2nd Ed. .^rsan^x Building Code: UBC2 Steel Code: LRFD 2nd Ed Floor Type: Roof Beam Number =224 - Floor Type: Roof Beam Number =225 SPAN INFORMATION (ft): I -End (144.67,163.25) J -End (154.67,163.25) SPAN INFORMATION (ft): I -End (144.67,165.74) J -End (154.67,170.17) Beam Size (User Selected) = " W 12X19 Fy = 50.0 ksi Beam Size (User Selected) = W IOX22 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 10.94 Mp (Itip -ft) = 102.92 Mp (kip -ft) = 108.33 • LINE LOADS (k/ft): LINE LOADS (ldit): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.101 0.120 . -- NonR _ 1 0.00 0.024 0.028 - NonR 10.00 0.147 0.175 10.94 0.109 0.130 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =2.04 kips 0.90Vn = 77.16 kips SHEAR(Ultimate): Max Vu (1.2DL +1.6LL)= 1.37 kips 0.90Vn= 65.90 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu Q Lb Co Phi Phi "Mn Span Cond LoadCombo Mu Q Lb Co Phi Phi "Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +l.6LL 4.8 5.2 0.0 1.00 0.90 92.62 Center Max+ 1.2DL +1.6LL 3.1 6.0 0.0 1.00 0.90 97.50 Controlling 1.2DL +1.6LL • 4.8 5.2 0.0 1.00 0.90 92.62 Controlling • l.2DL +1.6LL 3.1 6.0 0.0 1.00 0.90 97.50 REACTIONS (kips): • REACTIONS (kips): . Left Right Left Right DL reaction • 0.58 0.66 DL reaction 0.29 0.44 Max +LL reaction . 0.69 0.78 Max +LL reaction • 0.34 0.52 . Max +total reaction (factored) 1.80 2.04 Max +total reaction (factored) 0.89 1.37 . DEFLECTIONS: DEFLECTIONS: ' Dead load (in) at 5.05 ft = -0.007 L/D = 16246 Dead load (in) . at 5.58 ft = -0.006 UD = 20996 Live load (in) at 5.05 ft = -0.009 L/D = 13647 Live load (in) at 5.58 ft = -0.007 UD = 17637 Net Total load (in) at 5.05 ft = -0.016 UD = 7417 Net Total load (in) at 5.58 ft = -0.014 UD = 9585 • • • Gravity Beam Design Gravity Beam Design rap .140 • RAM Steel v7.0 - Page 189/206 RAM Steel v7.0 - Page 190/206 DataBase: ND432 05/03/04 17:00:13 n DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 • Steel Code: LRFD 2nd F.d Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 226 - Floor Type: Roof Beam Number =227 gPAN INFORMATION (ft): I -End (144.67,170.17) J -End (154.67,170.17) SPAN INFORMATION (ft): 1 -End (147.67, -1.17) J -End (147.67,13.33) Beam Size (User Selected) = HSS4X3X1 /4 Fy = 50.0 ksi • Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi • Total Beam Length (ft) = 10.00 Total Beam Length (ft) = 14.50 Mp (kip -ft) = 15.87 • Mp ( kip-ft) = 108.33 LINE LOADS (1c/ft): LINE LOADS (k/R): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.010 0 013 - NonR 1 9.50 0.147 0.175 - NonR . 10.00 0.010 0.013 14.50 0.147 0.175 . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 0.16 kips 0.90Vn = 50.33 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.89 kips 0.90V n = 65.90 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Cb Phi Plu•Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft • Center Max+ 1.2DL +1.6LL 0.4 5.0 10.0 1.14 0.90 14.29 Center Max+ • 1.2DL +1.6LL 3.9 10.4 0.0 1.00 0.90 97.50 • . Controlling 1.2DL +1.6LL 0.4 5.0 10.0 1.14 • 0.90 14.29 . Controlling 1.2DL +1.6LL 3.9 10.4 0.0 1.00 0.90 97.50 REACTIONS (kips): • REACTIONS (kips): • Left Right Left Right DL reaction 0.05 0.05 DL reaction 0.13 0.61 Max +LL reaction 0.06 0.06 . Max +LL reaction 0.15 0.72 . Max +total reaction (factored) 0.16 0.16 Max +total reaction (factored) 0.39 1.89 ' DEFLECTIONS: DEFLECTIONS: Dead load (in) at 5.00 ft = -0.013 UD = 9059 Dead load (in) at 8:12 ft = -0.011 UD = 15244 Live load (in) at 5.00 ft = -0.016 L/D = 7610 Live load (in) . at 8.12 ft = -0.014 . UD = 12805 Net Total load (in) at 5.00 ft = -0.029 L/D = 4136 Net Total load (in) at 8.12 ft = -0.025 IJD 6959 • • • • • • • Gravity Beam Design �l� RAM Steel v7.0 G ravity Beam Design , RAM Steel v7.0 • - . Page 191/206 t Page 192/206 I DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. I Floor Type: Roof Beam Number = 228 Floor Type: Roof Beam Number= 230 SPAN INFORMATION (ft): I -End (154.67, -1.17) J -End (154.67,13.33) SPAN INFORMATION (ft): 1 -End (154.67,13.33) J -End (154.67,27.33) ■ Beam Size (User Selected) = WI OX22 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 14.50 Total Beam Length (ft) = 14.00 - . Mp (kip -ft) = 108.33 Mp (kip-ft) = 155.00 • LINE LOADS (k/ft): POINT LOADS (kips): Load . Dist DL LL Red% Type . Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% I 9.50 0.147 0.175 -- NonR 7.00 0.66 0.00 0.0 0.78 0.00 0.0 0.00 Snow . 14.50 0.147 0.175 LINE LOADS (k/ft): ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 1.89 kips 0.90Vn= 65.90 kips Load Dist DL LL Red% Type MOMENTS (Ultimate): 1 0.00 0.073 0.088 - NonR Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn 14.00 0.073 0.088 • kip-ft ft ft kip-ft SHEAR (Ultimate): Max Vu (l.2DL +1.6LL)= 2.61 kips 0.90Vn = 75.89 kips Center • Max + 1.2DL +1.6LL 3.9 10.4 0.0 ' 1.00 - 0.90 97.50 MOMENTS (Ultimate): Controlling 12DL +1.6LL 3.9 10.4 0.0 1.00 0.90 97.50 Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn • REACTIONS (kips): trip-ft ft ft kip-ft Left Right Center Max + 1.2DL +1.6LL 12.7 7.0 0.0 1.00 0.90 139.50 DL reaction 0.13 0.61 Controlling 1.2DL +1.6LL 12.7 7.0 0.0 1.00 0.90 139.50 Max +LL reaction 0.15 0.72 REACTIONS (kips): Max +total reaction (factored) 0.39 1.89 Left Right . DEFLECTIONS: DL reaction 0.84 0.84 Dead load (in) at 8.12 ft = -0.011 1JD = 15245 • . Max +LL reaction 1.00 1.00 Live load (in) at 8.12 ft = -0.014 UD = 12805 Max +total reaction (factored) 2.61 2.61 Net Total load (in) at 8.12 ft = -0.025 UD = 6959 DEFLECTIONS: • Dead load (in) at 7.00 ft - - -0.022 UD = 7750 Live load (in) at 7.00 ft = -0.026 IJD = 6510 Net Total load (in) at 7.00 It = -0.047 VD = 3538 • • • • • ' Gravity Beam Design Gravity Beam Design Foip .- RAM A Steel v7.0 Page 193/206 RAM Steel v7.0 1 Page 194/206 DataBase:.ND432 • 05 /03/04 17:00:13 DataBase: ND432 05 /03/04 17:00:13 • M Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 232 Floor Type: Roof Beam Number =234 SPAN INFORMATION (ft): I -End (154.67,27.33) J -End (154.67,4133) SPAN INFORMATION,(ft): I -End (154.67,4133) J -End (154.67,55.33) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 . Fy = 50.0 ksi . Total Beam Length (ft) ' = 14.00 Total Beam Length (ft) = 14.00 Mp (kip -ft) = 155.00 • -- Mp (kip -ft) = 155.00 POINT LOADS (kips): . . - POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRI1- StorLL Red% RooiLL Red% 10.25 1.97 ' 0.00 0.0 2.35 0.00 0.0 0.00 Snow • 5.67 1.85 0.00 0.0 2.21 0.00 0.0 0.00 Snow LINE LOADS (k/ft): LINE LOADS (k/ft): ' Load Dist DL LL Red% Type . Load Dist DL LL Red% Type . . 1 .0.00 0.073 0.088 - NonR 1 0.00 0.073 0.088 - NonR - 14.00 0.073 0.088 - 14.00 0.073 0.088 • . SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.08 kips 0.90Vn= 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 5.02 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu B Lb Co Phi Phi•Mn Span ' 'Cond LoadCombo Mu @ Lb Co Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft It . kip-ft . Center Max+ 1.2DL +1.6LL 21.2 10.3 0.0 1.00 0.90 139.50 • Center Max+ 1.2DL +1.6LL 24.8 5.7 0.0 1.00 0.90 139.50 Controlling ' 1.2DL +1.6LL 21.2 10.3 0.0 • 1.00 0.90 139.50 Controlling 1.2DL +l.6LL 24.8 5.7 0.0 1.00 ' 0.90 139.50 REACTIONS (kips): • REACTIONS (kips): Left Right . Left Right • DL reaction 1.04 1.96 DL reaction 1.62 • 1.26 Max +LL reaction 1.24 2.33 Max +IL reaction 1.93 1.51 Mai +total reaction (factored) 3.24 6.08 Max +total reaction (factored) 5.02 3.93 DEFLECTIONS: DEFLECTIONS: • Dead load (in) at 7.56 ft = -0.035 L/D = 4809 Dead load (in) at 6.72 ft = -0.040 LD = 4179 live load (in) at 7.56 ft = -0.042 L/D = 4039 • Live load (in) at 6.72 ft = -0.048 LID = 3511 • Net Total load (in) at 7.56 ft = -0.077 L/D = 2195 • • Net Total load (in) at 6.72 ft = -0.088 L/D • = 1908 • • • L /`y Gravity Beam Design Gravity Beam Design • 1 RAM Steel v7.0 Page 195/206 • r � 0 p RAM Steel v7.0 Page 196206 1 � � DataBase: ND432 eMm 05/03/04 17:00:13 DataBase: ND432 . 05/03/04 17:00:13 • . •^ N+ Building Code: UBC2 Steel Code: LRFD 2nd Ed. . Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof • Beam Number = 236 - • Floor Type: ype: Roof Beam Number = 238 SPAN INFORMATION (ft): I -End (154.67,55.33) J -End (154.67,69.33) SPAN INFORMATION (ft): I-End (154.67,69.33) J -End (154.67,83.33) . Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) _ .W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Total Beam Length (0) = 14.00 Mp (kip -ft) = 155.00 • - Mp (kip-ft) = 155.00 • POINT LOADS (kips): POINT LOADS (kips): • Dist DL RedLL Rcd% • NordiLL StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% • . 4.67. 1.08 0.00 0.0 2.00 0.00 0.0 0.00 Snow . 8.33 1.97 0.00 0.0 2.35 0.00 0.0 0.00 Snow 9.33 1.08 0.00' 0.0 2.00 0.00 0.0 0.00 Snow . LINE LOADS (k/ft): LINE LOADS (k/ft): . Load Dist DL LL Red% Type Load Dist • DL LL Red% Type 1 0.00 - 0.073 0.088 -- NonE 1 0.00 0.073 0.088 - NonR 14.00 0.073 0.088 14.00 0.073 0.088 . SHEAR (Ultimate): Max Vu (1.2DL +I.6LL)= 5.24 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 6.09 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): . Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn Span Cond LoadCombo Mu @ Lb Cb Phi Phi'Mn kip-ft ' ft ft kip-ft kip-ft ft ft kip-ft Center Max+ I.2DL +1.6LL. 26.0 8.3 0.0 1.00 0.90 139.50 Center Max+ 1.2DL +1.6LL 26.5 7.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +I.6IL 26.0 8.3 0.0 1.00 0.90 139.50 Controlling 12DL +l.6LL 26.5 7.0 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): Left Right - • • Left Right • DL reaction 1.31 1.69 DL reaction 1.59 1.59 Max +LL reaction 1.56 2.01 Max +LL reaction 2.61 2.61 Max +total reaction (factored) 4.07 5.24' Max +total reaction (factored) 6.09 6.09 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 7.28 0 = -0.042 L/D -= 3995 . Dead load (in) at 7.00 It = -0.041 lID = 4057 Live load (in) at 7.28 ft = -0.050 L/D = 3356 Live load (in) at 7.00 ft = -0.070 VD .= 2413 Net Total load (in) at 7.28 ft = -0.092 UD = 1824 Net Total load (in) at 7.00 R = -0.111 L/D = 1513 • • Gravity Beam Design nt Gravity Beam Design A ' RAM Steel v7.0 Page 197/206 RAM Steel v7.0 'r , 1 � P age 198/206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 • 05/03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 240 Floor Type: Roof Beam Number = 242 - .AN INFORMATION (ft): I -End (154.67,8333) J -End (154.67,97.33) . SPAN INFORMATION (ft): I -End (154.67,97.33) J -End (154.67,111.33) Beam Size (User Selected) = WI 2X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Total Beam Length (ft) , = 14.00 . Mp (kip -ft) = 155.00 . Mp ( kip-ft) = 155.00 LINE LOADS (k/ft): LINE LOADS (k/ft): • Load • Dist DL U. Red% Type Load Dist DL IL Red% Type YPe I 0.00 0.073 0.088 - NonR 1 0.00 0.073 0.088 NonR 14.00 0.073 0.088 14.00 0.073 0.088 SHEAR (Ultimate): Max Vu (I.2DL +I.6LL) =1.60 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.60 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): • MOMENTS (Ultimate): • Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn . kip-fl ft ft kip-ft kip-ft ft ft kip-ft Center Max + 1.2DL +1.6LL 5.6 7.0 0.0 1.00 0.90 139.50 Center Max + 1.2DL +l.6LL 5.6 7.0 0.0 1.00 0.90 139.50 Controlling I.2DL +1.6LL 5.6 7.0 0.0 1.00 - 0.90 139.50 Controlling 1.2DL +1.6LL 5.6 7.0 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (klps): • • Left Right • Left Right DL reaction 0.51 0.51 DL reaction - 0.51 0.51 - Max +LL reaction 0.61 0.61 Max +LL reaction 0.61 ' 0.61 ' Max +total reaction (factored) 1.60 1.60 ' Max +total reaction (factored) 1.60 1.60 DEFLECTIONS: • DEFLECTIONS: • ' • Dead load (in) at 7.00 ft = -0.011 L/D = 15644 Dead load (in) at 7.00 ft = -0.011 L/D = 15644 Live load (in) at 7.00 ft = • -0.013 L/D = 13141 Live load (in) at 7.00 ft = -0.013 W = 13141 • Net Total load (in) at 7.00 ft = -0.024 • L/D = 7142 Net Total load (in) at 7.00 ft = -0.024 L/D = 7142 t • , • f � Gravity Beam Design �� Gravity Beam Design F` R AM Steel v7.0 Page 199/206 RAM Steel v7.0 Page 200/206 ■ RAM DataBase: ND432 . 05/03/04 17:00:13 . RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. I Floor Type: Roof Beam Number = 244 Floor Type: Roof Beam Number =246 SPAN INFORMATION (ft): I -End (154.67,111.33) J -End (154.67,128.17) SPAN INFORMATION (ft): I -End (154.67,128.17) J -End (154.67,142.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W 12X26 Fy = 50.0 ksi • Total Beam Length (ft) = 16.83 • Total Beam Length (ft) = 14.00 Mp (Idp -ft) = 155.00 Mp (kip-ft) = 155.00 ' POINT LOADS (klps): POINT LOADS (kips): Dist ' DL RedLL Red% NoORLL. StorLL Red% RoofLL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.33 1.90 0.00 0.0 2.26 0.00 0.0 0.00 Snow 6.83 1.62 0.00 0.0 1.92 0.00 0.0 0.00 Snow LINE LOADS (k/ft): . • . LINE LOADS (Wft): Load Dist DL LL Red% Type . Load Dist DL LL Red% Type . • I 0.00 0.073 ' 0.088 - NonR 1 0.00 0.073 0.088. - NonR 16.83 0.073 0.088 14.00 0.073 0.088 SHEAR (Ultimate): Max Vu (1.2DL+I.6LL)= 5.19 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =4.17 kips 0.90Vn =75.89 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): Span Corti LoadCombo Mu Q Lb Co Phi Phi•Mn Span . Cond LoadCombo Mu @ Lb Cb Phi Phi•Mn . kip ft ft kip -ft kip-ft ft ft leip Center Max + 1.2DL +1.6LL 32.5 9.3 0.0 1.00 0.90 139.50 Center Max + 12DL +1.6LL 23.1 6.8 0.0 1.00 0.90 139.50 Controlling I.2DL +1.6LL 32.5 9.3 0.0 1.00 0.90 139.50 Controlling I.2DL +1.6LL 23.1 6.8 0.0 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right • DL reaction 1.46 1.67 DL reaction 1.34 1.30 Max +LL reaction ' 1.74 1.99 Max +LL reaction 1.60 1.55 Max +total reaction (factored) 4.55 5.19 Max +total reaction (factored) 4.17 4.05 • DEFLECTIONS: DEFLECTIONS: . Dead load (in) at 8.59 ft = -0.077 LJD = 2635 Dead load (in) at 6.93 ft = -0.038 VD = 4454 Live load (in) at 8.59 ft = -0.091 1J13 = 2213 Live load (in) at 6.93 ft = -0.045 IJD = 3742 Net Total load (in) at 8.59 ft = -0.168 L/D = 1203 Net Total load (in) at 6.93 ft = -0.083 IJD = 2033 • • Gravity Beam Design Gravity Beam Design �// y ra.r • • RAM Steel v7.0 Page 201/206 • RAM Steel v7.0 age 202/206 DataBase'. ND432 05 /03/04 17:00:13 DataBase: ND432 05/03/04 17:00:13 t *. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 - Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 248 Flour Type: Roof Beam Number = 250 'PAN INFORMATION (ft): I -End (154.67,142.17) J -End (154.67,156.17) • SPAN INFORMATION (ft): I -End (154.67,156.17) J-End (154.67,170.17) Beam Size (User Selected) = W12X26 ' Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Total Beam Length (ft) = 14.00 Mp (kip -ft) = 155.00 • Mp (kip -ft) = 155.00 POINT LOADS (kips): . POINT LOADS (kips): Dist DL RedLL Red% NonRLL 'StorLL Red% Roo&L Red% Dist DL RedLL Red% NonRLL StorLL Red% Roott.L Red% 7.00 1.62 0.00 0.0 1.92 0.00 0.0 0.00 Snow 7.08 0.66 0.00 0.0 . 0.78 0.00 0.0 0.00 Snow LINE LOADS (Wft): LINE LOADS (k/R): Load Dist DL LL Red% Type Load Dist DL LL Red% Type • 1 0.00 0.073 0.088 ' - NonR 1 0.00 0.073 0.088 - NonR 14.00 0.073 0.088 . 14.00 0.073 0.088 ' SHEAR (Ultimate): Max Vu (1.2DL +1.6LL)= 4.11 kips 0.90Vn= 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) - 2.63 kips 0.90Vn= 75.89 kips . MOMENTS (Ultimate): MOMENTS (Ultimate): . • Span Cond LoadCombo Mu @ Lb Cb Phi Phi "Mn Span Cond LoadCombo ' Mu © Lb Co Phi Phi•Mn kip-ft - ft ft kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 23.2 7.0 0.0 1.00 0.90 139.50 Center Max+ 1.2DL +l.6LL 12.7 ' 7.1 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 23.2 7.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 12.7 7.1 0.0 1.00 0.90 139.50 REACTIONS (taps): REACTIONS (kips): . Lett Right Left Right DL reaction 1.32 1.32 - . DL reaction 0.84 0.85 . Max +LL reaction 1.57 1.57 • Max +LL reaction 1.00 1.01 Max +total reaction (factored) 4.11 4.11 • Max +total reaction (factored) 2.61 2.63 - . • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 7.00 ft = -0.038 L/D = 4452 • • Dead load (in) at 7.00 0 = -0.022 VD = 7737 Live load (in) at 7.00 ft = . -0.045 IJI) = 3739 . Live load (in) at 7.00 ft = -0.026 L/D = 6499 ' ' Net Total load (in) at 7.00 ft = -0.083 L/D = 2032 Net Total load (in) at 7.01 ft = -0.048 L/D = 3532 - • • • • Gravity Beam Design �/�� Gravity Beam Design • RAM Steel v7.0 Page 203/206 I e � RAM Steel v7.0 Page 204/206 DataBase: ND432 Il 05/03/04 17:00:13 /im DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Ed. Building Code: UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 252 . Floor Type: Roof Beam Number = 254 SPAN INFORMATION (ft): I -End (154.67,170.17) J -End (154.67,184.17) SPAN INFORMATION (ft): I -End (154.67,184.17) J -End (154.67,198.17) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Beam Size (User Selected) = W12X26 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 ' . Total Beam Length (ft) = 14.00 • Mp (kip -ft)' = 155.00 Mp (kip -ft) = 155.00 LINE LOADS (k/tt): • LINE LOADS (k/ft): Load Dist DL LL Red% Type Load ' Dist DL LL Red% Type ' • 1 0.00 0.084 0.100 - NonR I o :oo 0.084 0.100 - NonR • 14.00 0.084 0.100 14.00 0.084 0.100 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.83 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) =1.83 kips 0.9OVn = 75.89 kips • MOMENTS (Ultimate): . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Co Phi Phi "Mn . Span Cond LoadCombo Mu @ Lb Co Phi Phi•Mn ' kip-ft ft ft kip-ft - kip-ft ft ft kip -ft Center Max+ 1.2DL +1.6LL 6.4 7.0 0.0 1.00 0.90 139.50 Center Max+ 1.2DL +1.6LL 6.4 7.0 0.0 1.00 0.90 139.50 Controlling l.2DL+1.6LL 6.4 7.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 6.4 7.0 0.0 1.00 0.90 139.50 , REACTIONS (kips): • REACTIONS (kips): . Left Right Left Right DL reaction 0.59 0.59 DL reaction 0.59 0.59 Max +LL reaction 0.70 0.70 Max +LL reaction 0.70 0.70 Max +total reaction (factored) 1.83 1.83 _ Max +total reaction (factored) 1.83 1.83 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 7.00 ft = -0.012 L/D = 13689 Dead load (in) at 7.00 ft = -0.012 L/D = 13689 Live load (in) at 7.00 ft = -0.015 VD = 11499 Live load (in) at 7.00 ft = -0.015 VD = 11499 Net Total load (in) at 7.00 ft = -0.027 VD . = 6249 Net Total load (in) at 7.00 fl = -0.027 L/D = 6249 • • • • • • • • • _ • Gravity Beam Design . Gravity Beam Design -rA/ RAM Steel v7.0 Page 205/206 dill RAM Steel v7.0 • Page 206/206 DataBase: ND432 05 /03/04 17:00:13 RAM DataBase: ND432 05 /03/04 17:00:13 Building Code: UBC2 Steel Code: LRFD 2nd Eli Building Code. UBC2 Steel Code: LRFD 2nd Ed. Floor Type: Roof Beam Number = 256 Floor Type: Roof Beam Number = 258 °PAN INFORMATION (ft): I -End (154.67,198.17) J -End (154.67,210.25) SPAN INFORMATION (ft): I -End (154.67,210.25) J -End (154.67,223.08) Beam Size (User Selected) = W12X26 Fy = 50.0 ksi • Beam Size (User Selected) • = W 12X26 Fy = 50.0 ksi Total Beam Length (ft) = 12.08 • Total Beam Length (ft) = 12.83 Mp (kip - ft) = 155.00 Mp (kip -ft) = 155.00 LINE LOADS (k/k): • LINE LOADS (k/k): Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.084 0.100 - NonR - 1 0.00 0.084 0.100 - NonR • • 12.08 0.084 0.100 12.83 0.084 0.100 • . SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 1.58 kips 0.90Vn = 75.89 kips SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 1.67 kips 0.90Vn = 75.89 kips MOMENTS (Ultimate): MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Co Phi Phi'Mn Span Cond LoadCombo Mu • (a) Lb Co Phi Phi•Mn kip-ft ft ft kip-ft kip-ft ft ft kip-ft Center Max+ 1.2DL +1.6LL 4.8 6.0 0.0 1.00 0.90 139.50 Center Max+ 1.2DL +1.6LL 5.4 6.4 0.0 1.00 0.90 139.50 • Controlling 1.2DL +1.6LL 4.8 6.0 0.0 1.00 0.90 139.50 Controlling 1.2DL +1.6LL 5.4 6.4 • 0.0 • 1.00 0.90 139.50 REACTIONS (kips): REACTIONS (kips): Left Right Left Right DL reaction 0.51 0.51 DL reaction 0.54 0.54 Max +LL reaction 0.60 0.60 Max +LL reaction 0.64 0.64 Max +total reaction (factored) 1.58 1.58 Max +total reaction (factored) _ 1.67 1.67 • DEFLECTIONS: DEFLECTIONS: Dead load (in) at 6.04 ft = -0.007 L/D = 21291 • Dead load (in) at 6.42 ft = -0.009 L/D = 17772 • Live load (in) at 6.04 ft = • -0.008 L/D = . 17884 live load (in) at 6.42 ft = -0.010 L/D = 14928 • Net Total load (in) at 6.04 ft = -0.015 L/D = 9720 Net Total load (in) at 6.42 ft = 7 0.019 UD = 8113 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:23PM, 5 MAY 04 Description : Addition /Remodel f�, Scope : 1 Rev 580000 User: KW-0603678, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw.CalculaUons j Description W16x26 at Loof Roof Typ p,E INA E61.) GIB-(P Alk /R>g General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X26 Fy 5 Pinned- Pinned Load Duration Factor 1.00 Center Span 32.50 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads . Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 #5 #6 #7 DL 0.130 k/ft LL 0.150 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads Note! Short Term Loads Are WIND Loads #1 DL © Left LL © Left 0.450 ST © Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft End 18.500 ft • Point Loads Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 #5 #6 #7 Dead Load 2.000 k Live Load 5.650 k Short Term k Location 1.500 ft Summary Beam OK Static Load Case Governs Stress Using: W16X26 section, Span = 32.50ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 i Actual Allowable Moment 57.124.k -ft 105.600 k -ft Max. Deflection -1.249 in fb : Bending Stress - 17.851 ksi 1/ / 33.000 ksi Length /DL Defl 944.3 : 1 / fb / Fb. 0.541 : 1 Length /(DL +LL Defl) 312.2 : 1 t/ Shear 15.220 k 78.450 k fv : Shear Stress 3.880 ksi 20.000 ksi fv/Fv 0.194:1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only 0 Center 0 Center 0 Cants 0 Cants Max. M + 57.12 k -ft 18.70 57.12 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 15.22 k 4.02 15.22 k Shear @ Right 5.69 k 2.20 5.69 k Center Defl. ' -1.249 in -0.413 -1.249 -1.249 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 15.22 4.02 15.22 15.22 k Reaction © Rt 5.69 2.20 5.69 5.69 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy I V111 / vC0 ' P . 7.6Tk -0.28 k/ft I , ° T-- I ...._ i 1 ' , , FT] . H -0 .28 k/ft 0.45 k/ft + +v++V V ®+ v F 32.50 ft Mmax = 57.12 k -ft Dmax = - 1.2490 in Lmax = 15.219 k Rmax = 5.692 k Vmax @ left = 15.219 k Vmax @ rt = 5.692 k Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:41 PM, 5 MAY 04 Description : Addition /Remodel Scope : t G► Rev 580000 User. KW 0603678, Ver 5.8.0, 1- Dec -2003 Steel Beam Design Page 1 7. (01983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations - , F�."; use ,':s�.?s:.c�,',ut4�.?§�•. -.. ... -.. ,, .. ,. ,. �_ c3•.. .... _. .,.fi, Description W16x26 Grid AA General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ,, .... � vcY?"4^3SLY Steel Section : W16X26 Fy 50.o0ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 26.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft iM A4--) Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 # # 7 Dead Load 2.200 2.000 2.200 2.000 k Live Load 3.500 3.200 3.500 3.200 k Short Term '. k Location 6.000 12.000 18.000 24.000 ft µ11 '2/L. v.... 1AI to 101^(r - 5 ti0 012th ri Summary Beam.OK Static Load Case Governs Stress ' Using: W16X26 section, Span = 26.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 79.954 k -ft / 105.600 k -ft Max. Deflection -1.090 in fb : Bending Stress 24.986 ksi / 33.000 ksi Length /DL Defl 711.0 : 1 / fb / Fb 0.757:1 ��/// Length /(DL +LL Deft) 286.3 : 1 k/ Shear 12.801 k . 78.450 k fv : Shear Stress 3.263 ksi 20.000 ksi fv / Fv 0.163:1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST ' Maximum Only (a) Center (5 Center e Cants O. Cants Max. M + 79.95 k -ft 32.15 79.95 k -ft Max. M - • k -ft Max. M @ Left k -ft Max. M @ Right • k -ft Shear © Left 9.68 k 3.94 9.68 k Shear @ Right 12.80 k 5.14 12.80 k Center Defl. , -1.090 in -0.439 -1.090 -1.090 0.000 0:000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000. 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.68 3.94 9.68 9.68 k Reaction @ Rt 12.80 5.14 12.80 12.80 k Fa calc'd per Eq. E2 -1, K *Llr < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Section Properties W16X26 Depth 15.690 in Weight 26.09 #/ft Web Thick 0.250 in Ixx 301.000 in4 Width 5.500 in lyy 9.590 in4 Flange Thick 0.345 in Sxx 38.400 in3 Area 7.68 in2 Syy 3.490 in3 Rt 1.360 in R -xx 6.260 in Values for LRFD Design.... R -yy 1.120 in J 0.260 in4 Zx 44.200 in3 Cw 565.00 in6 Zy 5.480 in3 K 0.747 in • F -149 5.7tk 5.20 k 5.7k 5.2n 26.00 ft 0 Mmax = 79.95 k -ft Dmax = - 1.0896 in Lmax = 9.677 k Rmax = 12.800 k Vmax @ left = 9.677 k Vmax @ rt = 12.800 k • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:21 PM, 5 MAY 04 Description : Addition/Remodel Scope : `' Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432 ecw.Calculahons L Description W16x26 Low ARoof - Edge Grid 0.8 . General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X26 Fy 50.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 31.00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu': Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. I. • .r: , , .;b ; -. fs a • • , -- uc maa nnws ams: AA aaawn,x Atfl fAi', , A ,+a .x , - ,,, mra :m a>r ,A' , AAA AA a ,AAA r,ah AA AA AA .A.113/3 . A:> At. Av .:: a an!rc�. A A. , : -.∎AAa 'L x -,,, 4tRAAA #1 # 2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL 0.100 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads Note! Short Term Loads Are WIND ,,, Loads., te e , . d .� : :', � .. • :�,, #1 DL © Left LL @ Left 0.280 ST @ Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft End 18.500 ft � 1.111 Beam OK li.,s , Static Load Case Governs Stress Using: W16X26 section, Span = 31:00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 W A < 3 Actual Allowable Moment 32.336 k -ft 105.600 k -ft Max. Deflection -0.639 in fb : Bending Stress 10.105 ksi / 33.000 ksi Length /DL Defl 1,562.7 : 1 - / fb / Fb 0.306:1 �/ Length /(DL +LL Defl) 581.8 : 1 SSS/// Shear 5.175 k 78.450 k fv : Shear Stress 1.319 ksi 20.000 ksi fv / Fv 0.066: 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST . Maximum Only & Center (a. Center (o. Cants ae Cants Max. M + 32.34. k -ft 12.01 32.34 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear @ Left 5.17 k 1.55 5.17 k Shear © Right 3.62 k 1.55 3.62 k Center Defl. -0.639 in -0.238 -0.639 -0.639 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.17 1.55 5.17 5.17 k Reaction @ Rt 3.62 1.55 3.62 3.62 k Fa calc'd per Eq. E2 -1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 7:48AM, 6 MAY 04 Description : Addition/Remodel Scope : . °"' 1 ' Rev. 580000 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculation Description (E) WF12x36 LOBBY BEAM Prr)7 'r5 e 6 . r3 ' L i General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : WF12X36 - Fy 36.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 27.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft . Lu : Unbraced Length 1 MO ft Distributed Loads • Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.175. k/ft LL . 0.800 k/ft ST k/ft Start Location ft End Location 27.000 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 # 2 #3 #4 #5 #6 #7 Dead Load 2.000 • k Live Load k Short Term k Location 16.000 ft Summary i Overstressed in Bending ! N O Static Load Case Governs Stress Using: WF12X36 section, Span = 27.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 1.00ft, LDF = 1.000 j. 0 5 r PA G e'S - Actual Allowable Moment 103.452 k -ft 90.847 k -ft Max. Deflection -1.650 in fb : Bending Stress 27.057 ksi 23.760 ksi Length /DL Defl 68 ,... • 1 fb / Fb CT139 : Length /(DL +LL Defl) 96.3 : 1 Shear 14.833 k 53.758 k fv : Shear Stress 3.973 ksi 14.400 ksi fv / Fv 0.276: 1 Force & Stress Summary il «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (a Center oa Center O. Cants Cants Max. M + 103.45 k -ft 31.60 103.45 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 14.46 k 3.66 14.46 k Shear @ Right 14.83 k 4.03 14.83 k Center Defl. -1.650 in -0.476 -1.650 -1.650 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in , Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 14.46 3.66 14.46 14.46 k Reaction @ Rt 14.83 4.03 14.83 14.83 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 7:48AM, 6 MAY 04 Description : Addition/Remodel • Scope: 1 Rev: 580000 User: KW-0603678 Ver 5.8.0,1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.eew:Calculations : Description (E) WF12x36 LOBBY BEAM Section Properties WF12X36 Depth 12.240 in Weight 35.97 #/ft Web Thick 0.305 in lxx 280.800 in4 Width 6.565 in lyy 23.700 in4 Flange Thick 0.540 in Sxx 45.882 in3 Area 10.59 in2 Syy 7.220 in3 Rt 0.000 in R -xx 5.149 in Values for LRFD Design.... R -yy 1.496 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:48AM, 6 MAY 04 Description : Addition /Remodel • Scope Rev: 580000 Page 1 User: KW -0603678, Ver 5.8.0, 1- Dec-2003 Built -Up Section Properties g (01983 -2003 ENERCALC Engineering Software nd432.new Calculations <. __ - . - . m�..::w>•.xw, Description Built Up WF12x36 Lobby Beam - Steel Shapes e > ,... LS::iM1.. u.,,3..FF:. x.:1.^ • S' %.�?;d44. . K.. Y: fb .:'S"a°iTY+TSiL',.a%!,£[8fR . #1: Name WF12x36 Angle 0 deg Depth 12.2400 in lxx 280.8000 in4 Location of Centroid from Datum Width 6.5650 in lyy 23.7000 in4 Xcg 0.000 in Ycg 0.000 in Area 10.5900 in2 Xbar 3.283 in Ybar 6.120 in #2: Name TS8x3x1 /4 Angle 90 deg Depth 8.0000 in lxx 37.6000 in4 Location of Centroid from Datum Width 3.0000 lyy 7.9000 in4 Xcg 0.000 in Ycg -8.120 in Area 5.0900 in2 Xbar 1.500 in . Ybar 4.000 in • • �� , Total Area 15.6800 in2 box 515.363 in4 r )0( 5.7330 in IYY r Yy 1.9772 in X cg Dist. 0.0000 in Edge Distances from CG... . Y cg Dist. 2.6359 in +X 4.0000 in S left 15.3250 in3 -X - 4.0000 in S right 250 in3 58 +Y 8.7559 in S top .8589 in3 i -Y - 6.9841 in S bottom 73.7908 in3 7 s t n . s r . c L . a � py S I , i t • . = D 1 ° o c r ' I. o s. A DSU S T 6 $y Z.74 b5'' (� _ b II __ 1.- / 3 6 'A D - r5 b Y A' 1-4 sl 20 " • Datum • Center of Gravity • 1 • • • • Datum Datum • Y <s Center of Gravity Center of Gravity • 11 E $6E • • • • X r 3 r ( L-t Center of Gravity Datum • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:43PM, 5 MAY 04 Description : Addition /Remodel Scope : V?"-IS Rev 580000 User KW- 0603678,Ver580 1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software nd432 ecw•Calwlations Description Glulam Below Grid 14 Stud Wall ‘70 aF ( 0 1 _ General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name r 5.125x15 Center Span 17.50 ft Lu 12.00 ft Beam Width L .125 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam • Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Len • th Uniform Loads Center DL 200.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,750.0 lbs lbs lbs lbs lbs lbs lbs Live Load 7,000.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft � Beam Design OK. Span= 17.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.810 : 1 Maximum Moment 37.4 k -ft Maximum Shear * 1.5 11.6 k Allowable 46.2 k -ft Allowable 15.9 k Max. Positive Moment 37.43 k -ft at 5.040 ft Shear: @ Left 8.00 k Max. Negative Moment 0.00 k -ft at 17.500 ft @ Right 4.25 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.394 in Max. M allow 46.19 @ Right 0.000 in . Reactions..._ fb 2,337.08 psi fv 151.45 psi Left DL 3.00 k Max 8.00 k Fb 2,884.15 psi Fv 206.25 psi Right DL 2.25 k Max 4.25 k Deflections e Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.263 in -0.665 in Deflection 0.000 in 0.000 in ...Location 8.400 ft 8.050 ft ...Length /Defl 0.0 0.0 ...Length /Deft 799.8 315.90 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.394 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I Title : Tigard HS Job # ND432.00 Dsgnr: RAA Description Date: 7:43PM, 5 MAY 04 tion P Addition/Remodel Scope : ° Q5 Rev: 580000 User KW 0603678, Ver5.8.0,1- oec-2003 General Timber Beam P a g e 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Glulam Below Grid 14 Stud Wall Stress Calcs - ,m;;paw. . w, zy., a.._.. ef.... q+`, kMe" �P�ta° x3k+ scaEasXBtKU.. xae,* vS�W9gt'NU%P&e'+if�WW:W�L'a�. YkFax�0.xti W�'aW�.hYa 3v.wyw;yrnwttsa �yan> Bending Analysis Ck 19.865 Le 23.181 ft Sxx 192.188 in3 Area 76.875 in2 Cv 0.996 Rb 12.606 CI 0.965 Max Moment Sxx Req'd Allowable fb @ Center 37.43 k -ft 155.73 in3 2,884.15 psi @ Left Support 0.00. k -ft 0.00 in3 2,987.78 psi @ Right Support 0.00 k -ft 0.00 in3 2,987.78 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.64 k 6.02 k Area Required 56.451 in2 29.178 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 8.00 k Bearing Length Req'd 2.498 in Max. Right Reaction 4.25 k Bearing Length Req'd 1.327 in Query Values ,,, ; : . , ;t=om M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 8.00 k - 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:42PM, 5 MAY 04 Description : Addition/Remodel / Scope : '° ` Rev 580000 User KW -0603678,Ver580 1 1-Dec-2003 General Timber Beam Page (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Glulam at Removed Wall General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center Span 12.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Len • th Uniform Loads z'�xP'- 3'��`k "�"Iht:,!S:_ .. '�'.:.Y�'e�'"3'.cEsla£ vi'u:. '�*'"n.�'•€k',.. _.. u3YA _ :..'��5:�3R:8°`?aF?�%&5r. Center DL 350.00 #/ft LL 450.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft tz Summary Beam Design OK Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.477 : 1 Maximum Moment 14.4 k -ft Maximum Shear * 1.5 6 . 0 k Allowable 30.7 k -ft Allowable- 12.7 k Max. Positive Moment 14.40 k -ft at 6.000 ft Shear: © Left 4.80 k Max. Negative Moment 0.00 k -ft at 12.000 ft @ Right 4.80 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.184 in Max. M allow 30.75 Reactions... © Right 0.000 in fb 1,404.88 psi fv 98.34 psi Left DL 2.10 k Max 4.80 k Fb 3,000.00 psi Fv 206.25 psi Right DL 2.10 k Max 4.80 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.123 in -0.281 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,171.5 512.51 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center ' 0.184 in ,..Length /Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Stress Caics fi Bending Analysis Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb © Center 14.40 k -ft 57.60 in3 3,000.00 psi © Left Support - 0.00 k -ft 0.00 in3 3,000.00 psi © Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.05 k 6.05 k Area Required 29.324 in2 29.324 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 4.80 k Bearing Length Req'd 1.499 in Max. Right Reaction- 4.80 k Bearing Length Req'd 1.499 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA . Date: 7:49PM, 5 MAY 04 Description : Addition/Remodel Scope : Rev: 580000 User: KW- 0603678,Ver580 1-Dec-2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calcula8ons Description W14x22 Grid 13/A - Snow Drift General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X22 Fy 50.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL &.ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 #5 #6 #7 DL 0.180 k/ft LL . 0.215 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads Note! Short Term Loads Are WIND Loads. . , .,. :ms s ., �; . . ... e .....l,•• #1 DL © Left LL @ Left 0.595 ST @ Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft End 15.000 ft i Summary Beam OK �, i'ldOrlt Static Load Case Governs Stress Using: W14X22 section, Span = 15.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 20.192 k -ft 79.750 k -ft Max. Deflection -0.141 in fb : Bending Stress 8.355 ksi 33.000 ksi Length/DL Defl 4,513.8 : 1 fb /Fb 0.253 :1 Length /(DL +LL Defl) 1,275.9 : 1 Shear • 6.103 k 63.204 k fv : Shear Stress 1.931 ksi 20.000 ksi fv / Fv 0.097: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only n. Center a( Center (a. Cants a(�. Cants Max. M + 20.19 k -ft 5.68 20.19 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 6.10 k 1.52 6.10 k Shear @ Right 4.62 k 1.52 4.62 k Center Defl. -0.141 in -0.040 -0.141 -0.141 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 . 0.000 0.000 0.000 in Reaction @ Left 6.10 1.52 6.10 6.10 k Reaction @ Rt 4.62 1.52 4.62 4.62 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:52PM, 5 MAY 04 Description : Addition /Remodel Scope: ®i 5 Rev: 580000 Page 1 User: KW- 0603678, Ver5.8.0, 1- Dec -2003 Steel Beam Design g _ (c)1983 -2003 ENERCALG Engineering Software - nd432.ecw-.Calculations Description W10x22 Grid 13.5/A - Snow Drift General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W10X22 Fy 50.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 12.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.150 k/ft LL 0.175 k/ft ST k/ft Start Location ft End Location ft • Trapezoidal Loads Note! Short Term Loads Are WIND Loads. r. #1 DL © Left LL @ Left 0.595 ST @ Left k/ft Start ft DL @ Right LL @ Right 0.200 ST @ Righl k/ft End 12.000 ft P Summary Beam OK Static Load Case Governs Stress Using: W10X22 section, Span = 12.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ftt, LDF = 1.000 Actual Allowable Moment 13.428 k -ft 63.800 k -ft Max. Deflection -0.102 in fb : Bending Stress 6.945 ksi 33.000 ksi Length /DL Defl 6,139.1 : 1 fb / Fb 0.210 1 Length /(DL +LL Defl) 1,418.4 : 1 Shear 4.862 k 48.816 k fv : Shear Stress 1.992 ksi 20.000 ksi fv /Fv 0.100:1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only Ca) Center to. Center . e Cants ce Cants Max. M + 13.43 k -ft 3.10 13.43 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear © Left 4.86 k 1.03 4.86 k Shear @ Right 4.07 k 1.03 4.07 k Center Deft. -0.102 in -0.023 -0.102 -0.102 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ _ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 4.86 1.03 4.86 4.86 k Reaction @ Rt 4.07 1.03 4.07 4.07 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:53PM, 5 MAY 04 Description : Addition /Remodel Scope : 5 E 4 0 7 1 b > w I Rev: 580000 ' User. KW- 0603678, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calcutations ; ,r ate. : . = ,,,, -- - , s;av,,,, ., e. . ..... • .. . _... ,... ......�.a ra 9aa : Description W10x22 Girder Grid A - Snow Drift General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W10X22 F 50.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 14.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft , Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. L: axY .�k`??.ec+i'KASSasi:.x_.RA•F "BAR' k a::p%'y+"Af°z'"- a;.i:3dkW�,. YS+:M1nW.a'.k5M1di4Yw " ifnAY "- ?�i�'< ryj'm O2t4:°.k"�':d'`�FX.'Kfl... -.tia:. uK�- °.K':l".•"�a'd+.?+'..!'aU�k' 'r�'#.`?.�i .`k?::? #1 #2 #3 #4 #5 #6 #7 DL 0.050 k/ft LL k/ft ST k/ft Start Location ft End Location ft . Point Loads Note! Short Term Loads Are WIND Loads. e ti #1 # 2 #3 #4 #5 #6 #7 Dead Load 1.200 k Live Load 3.750 k Short Term k Location 7.000 ft 0 Summary Beam OK S tatic Load Case Governs Stress Using: W10X22 section, Span = 14.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 19.090 k -ft 63.800 k -ft Max. Deflection -0.161 in fb : Bending Stress 9.874 ksi 33.000 ksi Length /DL Defl 3,179.6 : 1 fb / Fb 0.299: 1 , Length /(DL +LL Defl) 1,042.9 : 1 Shear 2.979 k 48.816 k fv : Shear Stress 1.221 ksi 20.000 ksi fv l Fv 0.061 : 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (a. Center Center Cants aa.. Cants Max. M + 19.09 k -ft 5.97 19.09 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 2.98 k 1.10 2.98 k Shear @ Right 2.98 k 1.10 2.98 k Center Defl. -0.161 in -0.053 -0.161 -0.161 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.98 1.10 2.98 2.98 k Reaction @ Rt 2.98 1.10 2.98 2.98 k Fa calc'd per Eq. E2 -1, K`L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title : Tigard HS Job # ND432.00 - Dsgnr: RAA Date: 1:30PM, 6 MAY 04 Description : Addition/Remodel Scope : i C) Rev: 580000 User: KW -0603678, Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description 6 3/4 "x18" Glulam at Street 1Hpt - . General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x12 Center Span 14.00 ft Lu 7.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Point Loads :5:.µ zd-„Y_F�fi -„:„Yt3.advTGi:i , .�ti3lkd3�,N'0,Ys1S� Y�3"!3`& , '2+Mxq:�, ,. ;v: SONY. �a5,SW�w J A" isYYiNA» T ' �d3N} K�: ,th+,°�`X'X,R�:,o',k°"'G99:: sibl:S',x Dead Load 2,000.0 lbs lbs lbs . lbs lbs lbs lbs Live Load 3,000.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft r sum i Beam Design OK Span= 14.00ft, Beam Width = 6.750in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.200 : 1 . * Maximum Moment 17.5 k -ft Maximum Shear * 1.5 3.8 k Allowable 87.7 k-ft Allowable 25.1 k Max. Positive Moment 17.50 k -ft at 7.000 ft Shear: © Left 2.50 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 2.50 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft © Center 0.050 in © Right 0.000 in Max. M allow 87.69 Reactions... fb .576.13 psi fv 30.86 psi Left DL 1.00 k Max 2.50 k Fb 2,886.81 psi Fv 206.25 psi Right DL 1.00 k Max 2.50 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.084 in Deflection 0.000 in 0.000 in ...Location ' 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length /Defl 5,021.3 2,008.50 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.050 in ...Length /Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 14.414 ft Sxx 364.500 in3 Area 121.500 in2 Cv 0.973 Rb 8.268 CI 0.989 Max Moment Sxx Req'd Allowable fb @ Center 17.50 k -ft 72.74 in3 2,886.81 psi @ Left Support 0.00 k -ft 0.00 in3 2,918.50 psi © Right Support 0.00 k -ft 0.00 in3 2,918.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.75 k 3.75 k Area Required 18.182 in2 18.182 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 2.50 k Bearing Length Req'd 0.593 in Max. Right Reaction 2.50 k Bearing Length Req'd 0.593 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 1:29PM, 6 MAY 04 Description : Addition/Remodel Scope : 17,9 E' 1, Rev: 580000 e P a . 1 User: KW- 0603678, Ver5.8.0, 1- Dec -2003 General Timber Beam Page ENERCALC Engineering Software nd432.ecw:Calculations Description 6 3/4 "x12" Glulam at Street 2-`P General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined > . ffbw.'"' e ti? L...- iA" VL@ 43ss': G .<^efi4^.'."TZ.11ls' ^S�fiJP�:m, Section Name 6.75x12 Center Span 14.00 ft Lu 7.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi ' Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Point Loads Dead Load 1,000.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,500.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft • 0.000 ft 0.000 ft Summary 1 Beam Design OK Span= 14.00ft, Beam Width = 6.750in x Depth = 12.in, Ends are Pin -Pin / Max Stress Ratio 0 1 v Maximum Moment 8.7 k -ft Maximum Shear * 1.5 1.9 k Allowable 40.2 k-ft Allowable 16.7 k Max. Positive Moment 8.75 k -ft at 7.000 ft Shear: @ Left 1.25 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.25 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.085 in Max. M allow 40.22 Reactions... @ Right 0.000 in fb • 648.15 psi fv 23.15 psi Left DL 0.50 k Max • 1.25 k Fb 2,978.95 psi Fv 206.25 psi Right DL 0.50 k Max 1.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.056 in -0.141 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 2,975.6 1,190.22 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.085 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs i Bending Analysis Ck 19.865 Le 14.414 ft Sxx 162.000 in3 Area 81.000 in2 Cv 1.000 Rb 6.751 CI 0.993 Max Moment Sxx Req'd Allowable fb @ Center 8.75 k -ft 35.25 in3 2,978.95 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.88 k 1.88 k Area Required 9.091 in2 9.091 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 1.25 k Bearing Length Req'd 0.296 in Max. Right Reaction 1.25 k Bearing Length Req'd 0.296 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:07PM, 5 MAY 04 Description : Addition /Remodel Scope : 4( Rev: 580000 1 9 User: Kw -0603678, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page l' (01983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description TS6x4 Girt at Window ptp o ,g, 21,n Ft.O0(1- 1.-FA) 0- General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X4X1 /4 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 15.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST Start Location 0.150 2- D P / i S ) I S- e, r. > k/ft End Location l• 1 tT ft • t Summary Beam OK S hort Term Load Case Governs Stress Using: TS6X4X1 /4 section, Span = 15.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 15.00ft, LDF = 1.000 Actual Allowable • Moment 4.657 k -ft 18.621 k -ft Max. Deflection -0.294 in fb : Bending Stress • 7.593 ksi 30.360 ksi Length /DL Defl 6,496.2 : 1 fb / Fb 0.250: 1 Length /(DL +LL Defl) 611.6 : 1 Shear 1.242 k 27.600 k fv : Shear Stress 0.414 ksi 18.400 ksi fv / Fv 0.022: 1 Force & Stress Summary . «-- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only (a. Center a Center (7a. Cants an. Cants Max. M + 4.66 k -ft 0.44 4.66 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 1.24 k 0.12 1.24 k Shear @ Right 1.24 k 0.12 1.24 k Center Defl. -0.294 in -0.028 0.000 -0.294 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.24 0.12 • 1.24 k Reaction @ Rt 1.24 0.12 1.24 k Fa calc'd per Eq. E2 -2, K`Ur > Cc Section Properties TS6X4X1/4 ...,,,, ' ~I .., 4447. 4 44 4 4 4 ,,. : Depth 6.000 in Weight 15.59 #/ft Thickness 0.250 in lxx 22.100 in4 Width 4.000 in lyy 11.700 in4 S)cx 7.360 in3 Area 4.59 in2 Syy 5.870 in3 Rt 2.000 in R -xx • 9.060 in Values for LRFD Design.... R-yy 1.600 in J 25.000 in4 Zx 2.190 in3 Zy 6.840 in3 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:04PM, 5 MAY 04 Description : Addition/Remodel Scope : .; iv 11 0 5 Rev 580000 User KW -0603678, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description TS6x6 Girt at Window wNert Load f2'1 D O . O General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X6X1 /4 Fy 46.00 ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 15.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL • 0.250 k/ft LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK . ` Static Load Case Governs Stress Using: TS6X6X1 /4 section, Span = 15.00ft, Fy = 46.0ksi End Fixity = Pinned- Pinned, Lu = 15.00ft, LDF = 1.000 Actual Allowable Moment 7.565 k -ft 23.230 k -ft Max. Deflection -0.349 in fb : Bending Stress 8.988 ksi . 27.600 ksi Length /DL Defl 516.2 : 1 fb / Fb 0.326: 1 Length/(DL +LL Defl) 516.2 : 1 Shear 2.017 k . 27.600 k fv : Shear Stress 0.672 ksi 18.400 ksi fv / Fv 0.037: 1 Force & Stress Summary « - These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only (a. Center (ai Center as Cants (@, Cants Max. M + 7.57 k -ft 7.57 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 2.02 k 2.02 k Shear @ Right 2.02 k 2.02 k Center Defl. -0.349 in -0.349 0.000 -0.349 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.02 2.02 2.02 k Reaction @ Rt 2.02 2.02 2.02 k Fa calc'd per Eq. E2 -2, K *L/r > Cc Section Properties TS6X6X1 /4 • Depth 6.000 in Weight 18.99 #/ft Thickness 0.250 in lxx 30.300 in4 Width 6.000 in lyy 30.300 in4 Sx).; 10.100 in3 Area 5.59 in2 • Syy 10.100 in3 ' Rt 3.000 in R -xx 2.330 in Values for LRFD Design.... R -yy 2.330 in J 48.500 in4 Zx 11.900 in3 Zy 11.900 in3 Title : Tigard HS Job # ND432.00 . Dsgnr: RAA Date: 6:51PM, 5 MAY 04 Description : Addition /Remodel Scope: ''. 1 CO , . Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec-2003 Steel Beam Design Page 1 M, • (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description C12 Stair Stringer - Stair A/B ' General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C12X20.7 Fy 36.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 12.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 12.00 ft ., - GOO 4.01-4) qerdS - - 1114614435 PP p t3 a ( 44 41 Distributed Loads Note! Short Term Loads Are WIND Loads. ,:a,w.�V�?,: 1F5 aeW:. i'.c:. c• xy,.Ali : ..Y „ Y%, #1 # 2 # 3 #4 #5 # 6 #7 DL 0.240 k/ft LL 0.300 k/ft ST k/ft Start Location ft End Location ft Summary N Beam OK Static Load Case Governs Stress . Using: C12X20.7 section, Span = 12.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 12.00ft, LDF = 1.000 . Actual Allowable Moment 10.092 k -ft 18.327 k -ft Max. Deflection -0.070 in /� fb : Bending Stress 5.633 ksi 10.229 ksi Length /DL Defl 4,429.9 : 1 fb / Fb 0.551 : 1 V Length /(DL +LL Defl) 2,059.5 : 1 Shear 3.364 k 48.730 k • fv : Shear Stress 0.994 ksi 14.400 ksi • fv / Fv 0.069: 1 Force & Stress Summary l :G '�3?AS:o o-y:'o:".P `J#s4�:fiy5s.....';: Yom, ^.z4P#t. K. ,.,t#b.... ' ,,.*»YF�Fi'k4'Aa%'?:5?;.'?,$' m,iia3'SE+kU «_ These columns are Dead +Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only na. Center (a, Center a Cants e, Cants Max. M + 10.09 k -ft 4.69 10.09 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear @ Left 3.36 k 1.56 3.36 k Shear @ Right 3.36 k • 1.56 3.36 k Center Defl. -0.070 in -0.033 -0.070 -0.070 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.36 1.5 3.36 3.36 k Reaction © Rt 3.36 1.56 3.36 3.36 k Fa calc'd per Eq: E2 -2, K *L /r > Cc I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12.000 Cb Af / (1* d) • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:55PM, 5 MAY 04 Description : Addition/Remodel Scope: -1Q5- Rev: 580000 "�� ; User: KW- 0603678, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecwCalculations Description TS10x6 Stair Landing - Stair B General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS10X6X3/8 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 #5 #6 #7 DL 0.700 k/ft LL 0.900 k/ft ' ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: TS10X6X3/8 section, Span = 17.00ft, Fy = 46.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment . 59.162 k -ft 73.370 k -ft Max. Deflection -0.732 in ' fb : Bending Stress 24.481 ksi , 30.360 ksi Length /DL Defl 618.8 : 1 fb / Fb 0.806:1 Length /(DL +LL Defl) 278.7 : 1 Shear 13.920 k 69.000 k fv : Shear Stress 1.856 ksi 18.400 ksi fv / Fv 0.101 : 1 Force & Stress Summary • « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only 0 Center 8 Center (a. Cants 0 Cants Max. M + 59.16 k -ft 26.65 • 59.16 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 13.92 k 6.27 13.92 • k Shear @ Right 13.92 k 6.27 13.92 k Center Defl. -0.732 in -0.330 -0.732 -0.732 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000. 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in • Reaction @ Left 13.92 6.27 13.92 13.92 k Reaction @ Rt 13.92 6.27 13.92 13.92 k Fa calc'd per Eq. E2 -1, K *L/r < Cc Section Properties TS10X6X3 /8 Depth 10.000 in Weight 37.70 #/ft Thickness 0.375 in lxx 145.000 in4 Width 6.000 in . lyy 65.400 in4 • Sxx 29.000 in3 Area. 11.10 in2 Syy 21.800 in3 Rt 3.000 in R -xx 35.900 in Values for LRFD Design.... R -yy 2.430 in J 147.000 in4 Zx 3.620 in3 ' Zy 25.200 in3 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:58PM, 5 MAY 04 Description : Addition/Remodel Scope : V ` CO (t Rev: 580000 `� ' User KW -0603678,Ver580 1- Dec -2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description C12 at Landing - Stair B General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C12X20.7 Fy 36.00ksi . Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.50 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.275 k/ft LL 0.350 k/ft ST k/ft Start Location ft End Location ft ms i. Summary Beam OK 1 la " Static Load Case Governs Stress Using: C12X20.7 section, Span = 17.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 1.50ft, LDF = 1.000 Actual Allowable Moment 23.324 k -ft / 42.570 k -ft Max. Deflection -0.324 in fb : Bending Stress 13.018 ksi J 23.760 ksi Length /DL Defl 1,373.6: 1 f fb / Fb 0.548:1 Length /(DL +LL Defl) 629.0 : 1 Shear 5.488 k 48.730 k fv : Shear Stress 1.622 ksi 14.400 ksi fv /Fv 0.113:1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL+ST LL LL +ST Maximum Only .. Center a Center a Cants as Cants Max. M + 23.32 k -ft 10.68 23.32• k -ft Max. M - k -ft Max.M @Left k -ft Max. M @ Right k -ft Shear @ Left 5.49 k 2.51 5.49 k Shear @ Right 5.49 k 2.51 5.49 k Center Defl. -0.324 in -0.149 -0.324 -0.324 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.49 2.51 5.49 5.49 k Reaction @ Rt 5.49 2.51 5.49 5.49 k Fa calc'd per. Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Title: Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:01 PM, 5 MAY 04 Description : Addition/Remodel t Scope: �.1Y1 Rev: 580000 User: KW- 0603678, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 '" (c)1983 -2003 ENERCALC Engineering Software nd432.ecw.Calculations - -- • --- t-- ---- -- ---- - - :u. o ac - a. _ . -r a;a - .st sr.s *.z r+; Description C15 Stair Stringer - Stair C General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 .. Steel Section : C15X33.9 Fy 36.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 17.00 ft - Distributed Loads Note! Short Term Loads Are WIND Loads rf # 1 #2 #3 #4 #5 #6 #7 DL 0.300 k/ft LL 0.350 k/ft ST k/ft Start Location ft End Location ft Summary ii Beam OK Static Load Case Governs Stress Using: C15X33.9 section, Span = 17.00ft, Fy = 36.0ksi • End Fixity = Pinned- Pinned, Lu = 17.00ft, LDF = 1.000 Actual Allowable Moment 24.702 k -ft 30.333 k -ft Max. Deflection -0.141 in fb : Bending Stress 7.058 ksi 8.667 ksi fb / Fb 0.814: 1 Length /DL Defl 2,970.9 : 1 Length /(DL +LL Defl) 1,450.3 : 1 Shear 5.812 k 86.400 k fv : Shear Stress 0.969 ksi 14.400 ksi fv / Fv 0.067: 1 • Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» 'DL LL LL +ST LL LL +ST Maximum Only 0 Center Ca Center (a. Cants (7a. Cants Max. M + 24.70 k -ft 12.06 24.70 k -ft Max. M - k -ft Max.M @Left k -ft Max. M @ Right k -ft Shear @ Left . 5.81 k 2.84 5.81 k - Shear @ Right 5.81 k 2.84 5.81 k Center Defl. -0.141 in -0.069 -0.141 -0.141 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.81 2.84 5.81 5.81 k Reaction © Rt 5.81 2.84 5.81 5.81 k Fa calc'd per Eq. E2 -2, K *Ur > Cc I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12.000 Cb Af / (I * d) Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:54PM, 5 MAY 04 Description : Addition /Remodel Scope : ®I tif e l Rev: 580000 User: KW -0603678, Ver 5.8.0, 1- Dec -2003 Steel Beam Deign Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Catcutations Description TS10x6 Stair Landing - Stair C General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 50004 Steel Section : TS10X6X3 /8 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length . 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.385 k/ft LL 0.450 D F t Ll k/ft ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.300 k Live Load Short Term 2.800 G (S 5P 4 r A k k Location. 8.000 ft e iJiLLEt J Beam OK Static Load Case Governs Stress Using: TS10X6X3/8 section, Span = 18.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 57.545 k -ft 73.370 k -ft Max. Deflection -0.740 in fb : Bending Stress 23.812 ksi 30.360 ksi Length /DL Defl 616.7 : 1 fb 1 Fb. 0.784 : 1 VVV Length /(DL +LL Defl) 291.7 : 1 1/ Shear 10.688 k 69.000 k . fv : Shear Stress 1.425 ksi 18.400 ksi fv / Fv 0.077: 1 Force & Stress Summary -- These columns are Dead + Live Load placed as noted -» DL LL. LL +ST LL LL +ST Maximum Only (d! Center as Center Cants Co Cants Max. M + 57.55 k -ft 27.12 57.55 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear @ Left 10.69 k 5.08 10.69 k Shear @ Right 10.12 k 4.83 10.12 k Center Defl. -0.740 in -0.350 -0.740 -0.740 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0:000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 10.69 5.08 10.69 10.69 k Reaction @ Rt 10.12 4.83 10.12 10.12 k Fa calc'd per Eq. E2 -1, K`Ur < Cc Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 7:03PM, 5 MAY 04 Description : Addition /Remodel Scope : f CO C l Rev 580000 User: KW- 0603678, Ver 5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:CalculaUons Description HSS6x4 COL STAIR LANDING - Stair C General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS4X4X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 12.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 12.000 ft Kyy 1.000 Loads Axial Load... Dead Load 6.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 6.00 k Ecc. for Y -Y Axis Moments 5.000 in Short Term Load k Column Design OK Section : TS4X4X1 /4, Height = 12.00ft, Axial Loads: DL = 6.00, LL = 6.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.6161 0.6161 AISC Formula H1 - 2 0.6500 0.6500 G' l 1- O AISC Formula H1 - 3 0.3735 0.3735 ®, v ),(X Axis Fa calc'd per Eq. E2 -1, K *L /r < Cc h' YY Axis : Fa calc'd Der Eq. E2 -1, K *L /r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short • Fa : Allowable . 15.33 ksi 15.33 ksi 15.33 ksi 15.33 ksi fa : Actual 1.67 ksi 1.67 ksi 3.34 ksi 3.34 ksi , Fb:xx : Allow [F1 -6] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb :xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1 -6] 27.60 ksi 27.60 ksi 27.60 ksi . 27.60 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 7.30 ksi 7.30 ksi 14.60 ksi 14.60 ksi Analysis Values 4 F'ex : DL +LL 16,489 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 16,489 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 16,489 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 16,489 psi Cm:y DL +LL +ST 0.60 Cb :y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection -0.335 in at 6.960 ft Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:58AM, 6 MAY 04 Description : Addition /Remodel Scope: 110 Rev 580000 F User KW- 0603678, Ver5.8.0, 1- Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description (E) 2x14 @16 "oc W/ Snow Drift - West Side General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ?:§.Y'X`s"#F�°n. WLr%'.SG!'il.!: ,9�7¢44L!F9 4.vn,WAC�-0K his` 3P! nt; 42.:. dn? f�i' r4x.w3USA'A' g Section Name 2x14 Center Span 26.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, Dense No.1 Fb Base Allow ,1,500.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 730.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 20.00 #/ft LL 120.00 #/ft Left Cantilever DL #/ft LL -- ' #/ft G- 0 FSF C (,S3) 11/0 P 1. Right Cantilever DL #/ft LL #/ft Overstressed in Bending ! Span= 26.00ft, Beam Width = 1.500in x Depth = 13.25in, Ends are Pin -Pin Max Stress Ratio 1.680 1 (, (10 3 f i,.: 0 , S' K 4 4470 V4 l. I 1 /1.- y, 1•1 Maximum Moment 11.8 k -ft Maximum Shear * 1.5 2.5 k Allowable 7.0 k -ft Allowable 1.9 k Max. Positive Moment 11.83 k -ft • at 13.000 ft Shear: @ Left 1.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.82 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.624 in @ Right 0.000 in , Max. M allow 7.04 Reactions... fb . 3,234.40 psi fv 126.37 psi Left DL 0.26 k Max 1.82 k Fb 1,925.62 psi Fv 97.75 psi Right DL 0.26 k Max 1.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.416 in -2.912 in Deflection 0.000 in 0.000 in ...Location 13.000 ft 13.000 ft ...Length /Defl 0.0 0.0 ...Length/Defl 750.0 107.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.624 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs t Bending Analysis Ck 25.460 Le 2.059 ft Sxx 43.891 in3 Area 19.875 in2 Cf 1.000 Rb 12.065 CI 0.971 Max Moment Sxx Req'd Allowable fb @ Center 11.83 k -ft 73.72 in3 1,925.62 psi @ Left Support 0.00 k -ft 0.00 in3 1,983.75 psi @ Right Support 0.00 k -ft 0.00 in3 1,983.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.51 k 2.51 k Area Required 25.694 in2 25.694 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.82 k Bearing Length Req'd 1.662 in Max. Right Reaction 1.82 k Bearing Length Req'd 1.662 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 9:08AM, 6 MAY 04 Description : Addition/Remodel Scope: II 1 Rev: 580000 {, User: KW- 0603678, Ver 5.8.0, 1- Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculation Description DBL 2x14 @16 "oc w/ Snow Drift at 9' -O" - West Side General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined • Section Name 2x14 Center Span 26.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, Dense No.1 Fb Base Allow 1,550.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 730.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 15.00 #/ft LL 40.00 # /ft 41 per at ‘ATE;)`' o Left Cantilever DL #/ft LL #/ft PS� Right Cantilever DL #/ft LL #/ft *S C I, .3 - 3: Pt... ?a i ST Tra • ezoidal Loads #2 DL @ Left #/ft LL © Left # /ft Start Loc 0.000 ft DL © Right #/ft . LL © Right 5.00 #/ft End Loc 0.000 ft Summary Beam Design OK Span= 26.00ft, Beam Width = 1.500in x I - • • = 3.25' , Ends a Pin -Pin Max Stress Ratio 0.669 : 1 Maximum Moment 4.9 k -ft Maximum Shear * 1.5 1.0 k Allowable 7.3 k-ft Allowable 1.9 k Max. Positive Moment 4.86 k -ft at 13.104 ft Shear: @ Left 0.74 k Max. Negative Moment -0.00 k -ft at 26.000 ft @ Right 0.76 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.468 in Max. M allow 7.27 Reactions... © Right 0.000 in ' fb 1,328.48 psi fv 52.53 psi Left DL 0.19 k Max 0.74k Fb 1,986.78 psi Fv 97.75 psi Right DL 0.19 k Max 0.76 k Deflections - ,-- -,?a,^ ,, ,,,, xST:• 'd 6 =, `'',. # 0 , W ''t ,, AY.a, t + H. ati: o° ," , ' 4 4\tPed : i r,. Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.312 in -1.196 in Deflection 0.000 in 0.000 in ...Location 13.000 ft 13.000 ft ...Length /Defl 0.0 0.0 ...Length)Defl 1,000.0 260.87 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in © Center 0.468 in ...Length /Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in _ Stress Calcs. Bending Analysis Ck 25.046 Le 2.059 ft Sxx 43.891 in3 Area 19.875 in2 Cf 1.000 Rb 12.065 CI 0.969 Max Moment Sxx Req'd - Allowable fb © Center 4.86 k -ft 29.35 in3 1,986.78 psi @ Left Support 0.00 k -ft 0.00 in3 2,049.88 psi @ Right Support 0.00 k -ft 0.00 in3 2,049.88 psi , Shear Analysis @ Left Support @ Right Support Design Shear 1.02 k 1.04 k Area Required 10.425 in2 10.681 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 0.74 k Bearing Length Req'd 0.673 in Max. Right Reaction 0.76 k Bearing Length Req'd 0.693 in Title: Tigard HS Job # ND432.00 Dsgnr RAA Date: 8:47AM, 6 MAY 04 Description : Addition/Remodel Scope: i r2-- Rev: 580000 f � U K -2003 E 78, ver 5.8.0, 1- Dec -2003 Page 1 (c)1983 -2003 ENERCALC Engineering Softwan: General Timber Beam nd432.ecw:Calculations Description (E) 2x14 @16 "oc W/ Snow Drift < - North End General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 2x14 Center Span 23.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.250 in Right Cantilever ft Lu 0.00 ft Member Type ' Sawn Douglas Fir - Larch, Dense No.1 Fb Base Allow 1,400.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 730.0 psi Repetitive Member E 1,700.0 ksi Full Len a th Uniform Loads I 7...- w.iHl.un`!tY.n' tt9vz�k S �ni 5"uNRFH 2k�t - - ! Center DL " 20.00 #/ft LL 34.00 #/ft Left Cantilever DL #/ft LL #lft �Oy �5�7` l,3-� = � 6 �� Right Cantilever DL #/ft LL #/ft Tra • ezoidal Loads ---------------------------------------------------------------------------------------------------------------------------------------------------------- - #1 DL @ Left #/ft LL @ Left 100.00 Start Loc a >e DL @ Right #/ft . LL @ Right #/ft End Loc 1.000 ft Summary Beam Design OK / V Span= 23.00ft, Beam Width = 1.500in x Depth = 13.25in, ds are Pin -Pin Max Stress Ratio 0.952 ; 1 Maximum Moment 6.3 k -ft Maximum Shear * 1.5 1.7 k Allowable 6.6 k -ft Allowable 1.9 k Max. Positive Moment 6.28 k -ft at 10.304 ft Shear: @ Left 1.31 k Max. Negative Moment 0.00 k -ft at . 0.000 ft @ Right 0.88k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.382 in Max. Mallow 6.59 @ Right 0.000 in Reactions... fb 1,716.05 psi fv 86.23 psi Left DL 0.23 k Max 1.31k Fb 1,802.46 psi Fv 97.75 psi Right DL 0.23 k Max 0.88 k Deflections -------------------------------------------------------------------------------- - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.255 in -1.198 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.224 ft ...Length /Deft 0.0 0.0 ..Length /Deft 1,083.4 230.41 . Right Cantilever... Camber ( using 1.5 * D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center . 0.382 in ...Length /Deft 0.0 0.0 @ Left .0.000 in @ Right 0.000 in Stress Calcs FUAedlNSd-+?. ?✓.% RFgM1I !:.wiNY..w�.F.R��°�'.�RN�3 FC.ra2?tu'yy�'.Si�LdV�Kii?n^.:; g.:. 6�#: t31'* ffi "ktiiRl°.R'29F'SFiR�Ymi3ti'v�{'.: Re�itlltYJiiS#Rt'lL:.;R '��h .. A6 ...�ikFH�. !. ".'. >`SiN+°%�F',C•�`.'a'S�"�d lP�" Bending Analysis Ck 26.353 Le 2.059 ft Sxx 43.891 in3 Area 19.875 in2 Cf 1.000 Rb 12.065 Cl 0.974 Max Moment Sxx Req'd Allowable fb @ Center 6.28 k -ft 41.79 in3 1,802.46 psi @ Left Support 0.00 k -ft 0.00 in3 1,851.50 psi @ Right Support 0.00 k -ft 0.00 in3 . 1,851.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.71 k 1.23 k Area Required 17.533 in2 12.629 1n2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.31 k Bearing Length Req'd 1.196 in Max. Right Reaction 0.88 k Beating Length Req'd 0.806 in r Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:49AM, 6 MAY 04 Description : Addition/Remodel Scope : e (13 Rev: 580000 1 User: KW -0603678, Ver5.8.0, 1- Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations 1 : a........,..wana,,,,,....... .... - ,-,... >. s,,,- ,a?.....m. ..., .a ,.-= e. -,., w,-- „mow ,,- w-,.-" a.. es,°.. :°x .•• .. .r ss �--... mE .aa _d,,. ?c.m Description (E) 2x14 @16 "oc w/ Moved Mech Unit 4 t<1/ t t) R-t a 5f of Nip IL General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x14 Center Span 23.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.250 in Right Cantilever ft Lu . 0.00 ft Member Type Sawn Douglas Fir - Larch, Dense No.1 Fb Base Allow 1,500.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 730.0 psi Repetitive Member E 1,700.0 ksi Full Len•th Uniform Loads ; v:� � :, ■,,,, , , ' , OW • a • q", ,,,,,,,,,,. ,, T.'" $'4 v, , e,: t .W �v N: E. �i, ,z z .per - : Center DL 27.00 #!ft LL 35.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 300.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft t i Summary Beam Design OK Span= 23.00ft, Beam Width = 1.500in x' Depth = 13.25in, Ends are Pin -Pin Max Stress Ratio 0.741 : 1 Maximum Moment 5.2 k -ft Maximum Shear * 1.5 1.3 k Allowable 7.0 k-ft Allowable . 1.9 k Max. Positive Moment 5.22 k -ft at 10.028 ft Shear: @ Left 0.92 k Max. Negative Moment 0.00 k -ft at 23.000 ft © Right 0.80 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.836 in i Max. M allow 7.04 Reactions... @ Right 0.000 in fb 1,426.36 psi fv 64.40 psi Left DL 0.52 k Max 0.92 k Fb 1,925.62 psi Fv • 97.75 psi Right DL 0.40 k Max 0.80 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.558 in -1.003 in Deflection 0.000 in 0.000 in ...Location 11.040 ft 11.224 ft ...Length /Defl 0.0 0.0 ...Length /Deft 495.0 275.18 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.836 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:42AM, 6 MAY 04 Description : Addition /Remodel Scope: 5i) 11 Rev. 580000 User: KW -0603678,Ver5.8.0,1- Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description (E) 2x8 @16 oc at 90 PSF Snow Drift 11 - Z l 1 i 1-I, 6 V-11) I i , IL General Information. Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined - 4 :: - ,.� .. ..;.r ,••a I S,O, , ,, , Tra e ., 7 11 . Section Name 2x8 Center Span 12.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth . 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow . 1,400.0 psi ' Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Len•th Uniform Loads Center DL 20.00 #/ft LL 100.00 #!ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft )) - 5 �p - b N / kl Summa M i Summary - Overstressed in Bending I i Span= 12.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio . 1.079 : 1 <---- Maximum Moment 2.2 k -ft Maximum Shear * 1.5 1.0 k Allowable 2.0 k -ft Allowable 1.1 k Max. Positive Moment 2.16 k -ft at 6.000 ft Shear: @ Left 0.72 k Max: Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.72 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.184 in Max. M allow 2.00 Reactions... © Right 0.000 in fb 1,972.51 psi fv 89.78 psi Left DL 0.12 k Max 0.72k Fb 1,827.54 psi Fv 97.75 psi Right DL 0.12 k Max 0.72 k . Deflections . C&'t.!P'#W &Ut1m.,6 ,,,e. 0,,,',,, V V..':':"-1•.^..e',i�tltN,..M., £3 P., , 0 , 1,CHIV ,,,, t,. ?%. idx� ”oa k.p•rfi t1f t - k1 ,, , , V.:,K°$C.+ 6§ T Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.122 in -0.735 in Deflection 0.000 in 0.000 in ...Location" 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length /Defl 1,176.2 196.03 Right Cantilever... ' Camber ( using 1.5 * Di. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.184 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in Stress Calcs A Bending Analysis Ck 25.566 Le 2.059. ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.000 Rb 8.925 CI 0.987 Max Moment Sxx Req'd Allowable fb @ Center 2.16 k -ft 14.18 in3 1,827.54 psi © Left Support 0.00 k -ft 0.00 in3 1,851.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,851.50 psi Shear Analysis © Left Support © Right Support Design Shear 0.98 k 0.98 k Area Required 9.988 in2 9.988 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 0.72 k Bearing Length Req'd 0.768 in Max. Right Reaction 0.72 k Bearing Length Req'd 0.768 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:37AM, 6 MAY 04 Description : Addition/Remodel Scope: Rev: 580000 Page 1 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 General Timber Beam 9 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations 4, i Description (E) 2x10 @16 oc at 90 PSF Snow Drift • \ ° tS - A - General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ,R .te a, ,.. m>� rn 4 � m Y.0 -., 4. .,.r. - ,..- � .' ,• :. �t Section Name . 2x10 Center Span - 13.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Q Fb Base Load Dur. Factor 1.150 Fv Allow Allow . 1,4 85.0 psi 1 V 5-1. Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi • Full Length Uniform Loads Center DL 20.00 #/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= .13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin ....--"'- Max Stress Ratio 0.912 : 1 Maximum Moment 3.0 k -ft Maximum Shear * 1.5 1.2 k Allowable . 3.2 k -ft Allowable 1.4 k Max. Positive Moment 2.96 k -ft at 6.500 ft Shear: @ Left 0.91 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.91 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.122 in Max. Right 0.000 in ax. M allow 3.24 Reactions... fb 1,659.14 psi fv 87.36 psi Left DL 0.13 k Max 0.91 k Fb 1,818.92 psi Fv 97.75 psi Right DL 0.13 k Max 0.91 k Deflections I Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.081 in -0.568 in Deflection 0.000 in 0.000 in. ...Location 6.500 ft 6.500 ft ...Length /Defl 0.0 0.0 ..- Length /Defl 1,921.3 274.48 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.122 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 25.566 Le 2.059 ft Sxx 21.391 in3 Area 13.875 in2 - Cf 1.000 Rb 10.081 CI 0.982 Max Moment Sxx Req'd Allowable fb @ Center 2.96 k -ft 19.51 in3 1,818.92 psi @ Left Support 0.00 k -ft 0.00 in3 1,851.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,851.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.21 k 1.21 k Area Required 12.400 in2 12.400 in2 Fv: Allowable 97.75 psi 97.75 psi • Bearing @ Supports Max. Left Reaction 0.91 k Bearing Length Req'd 0.971 in Max. Right Reaction 0.91 k Bearing Length Req'd 0.971 in Title : Tigard HS " Job # ND432.00 Dsgnr: RAA Date: 8:45AM, 6 MAY 04 Description : Addition/Remodel Scope p f I ca Rev: 580000 User: KW-0603678, Ver580,1- Dec2003 . General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432 ecw:Calculations I a�: ,. m, ,sa, m,1 r . c• 41 ■ ∎,•n' .•,,,,` mra,s�a . ,r, ,,,,,,ae .4 • :'," 4W 4 ,444444-‘,4444 , 4 .'" 4 444 4,4 re 414," , a. • Description (E) 2x12 @16 "oc W/ Snow Drift .1'‘4 h CA R to 4 -ra General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined ti Section Name 2x12 Center Span 16.00 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Len•th Uniform Loads P a°@?,- .....,,, ,..- ... • ,,,,-3. 4 444 :,.'f+4ttd»!�40 ?"M' :49,H,y '. ; 44 3'.�. 44's:' 444, 44 3.4 .%&Yk 444 -4. :' 4: Center DL 20.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads iti #1 DL @ Left #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right #/ft . LL @ Right 35.00 #/ft End Loc 16.000 ft Summary Al Beam Design OK Span= 16.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.700 : 1 Maximum Moment 3.1 k -ft Maximum Shear * 1.5 1.2 k ' • Allowable 4.6 k-ft Allowable 1.6 k Max. Positive Moment 3.14 k -ft at 7.424 ft Shear: @ Left 0.89 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.67 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.155 in Max. M allow. 4.61 © Right 0.000 in Reactions... I fb 1,189.47 psi fv 68.45 psi Left DL 0.16 k Max 0.89 k Fb 1,746.50 psi Fv 97.75 psi Right DL 0.16 k Max 0.67 k Deflections 9 :-. 14 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.104 in -0.505 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 7.872 ft ...Length /Defl 0.0 0.0 ...Length/Defl 1,854.0 380.17 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.155 in ...Length/Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in Stress Calcs ""'1,444, 4444,44344.444,14,44-4.4414444.144.4 14,4,44Wer 44,44,..4444,44441...R444444144444444404:44414-4 .0 4447.444 44,44,444 4,3,44 4:44; T.:4W 44444 44 Bending Analysis Ck 26.035 Le 2.059 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 11.118 CI 0.978 Max Moment Sxx Req'd Allowable fb @ Center 3.14 k -ft 21.55. in3 1,746.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,785.38 psi @ Right Support 0.00 k -ft 0.00 in3 1,785.38 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.16 k 0.92 k Area Required 11.816 in2 9.441 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 0.89 k Bearing Length Req'd 0.953 in Max. Right Reaction 0.67 k Bearing Length Req'd 0.711 in Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:46AM, 6 MAY 04 - Description : Addition /Remodel Scope : 1 11 Rev 580000 User: KW-0603678, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432 ecw:Calculations Description (E) W10X39 Roof Beam a t Snow Drift ` Coro General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 k. Steel Section : W10X39 'F' y 36.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together • Right Cant 0.00 ft Lu : Unbraced Length 2.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads t xl. }..- µW[d,.K`z*°a:KYv`R� ' d4.:'lI�NYRiIt,#LY'#NT.': '.kYNx;Yike0.W}� "elt';•13:a.`�:'FShb: t?3Y Itt' sF3:#.. i* 3si; C: bkervi� '.sbb3e..i2:sa}EN;ti'+9SinlN� FC= �M.aRCfXs`6A",Ae:d1'Xw -' #1 #2 #3 #4 #5 #6 #7 DL k/ft LL 0.850 k/ft ST k/ft - Start Location ft End Location 24.000 ft Summary Static Load Case Governs St ress Using: W10X39 section, Span = 24.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 2.00ft, LDF = 1.000 Actual Allowable Moment 64.012 k -ft 83.358 k -ft Max. Deflection -1.095 in fb : Bending Stress 18.246 ksi • 23.760 ksi Length/DL Defl 5,986.4 : 1 fb / Fb 0.768: 1 Length/(DL +LL Defl) 263.0 : 1 Shear 10.669 k 44.997 k ' fv : Shear Stress 3.414 ksi 14.400 ksi fv l Fv 0.237: 1 Force & Stress Summary -?S_: +F.,,, :3K351, ,,,, ,,,,, "''',,,nary RRi!IRF`b? -t-V w� ,I t ;,VittIttipt�N,"ttI�° "-iV.I.'rt'. Ste',:,! 'At a�'rSI C3tst. . «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only C@. Center (7a Center (o. Cants (a) Cants 1 Max. M + 64.01 k -ft 2.81 64.01 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 10.67 k 0.47 10.67 k Shear @ Right 10.67 k 0.47 10.67 k Center Defl. -1.095 in -0.048 -1.095 -1.095 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 • 0.000 0.000 in Reaction @ Left 10.67 0.47 10.67 10.67 k Reaction @ Rt 10.67 0.47 10.67 10.67 k Fa calc'd per Eq. E2 -1, K`Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:39AM, 6 MAY 04 Description : Addition /Remodel Scope : 151) I Rev: 580000 User: KW -0603678, Ver 5.8.0, 1- Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.e)w:Calcula5ons :., �.,,..v..gc:- ,.•- ..n m . nr--, s raa,.sra -aaa as se r-- v.. w> ,,.. ,zszs., ,... .;a-,x, .,: . oa» s : ;. ...a, .; rms.. ,"... -.;. , Description (E) GL Roof Beam at 90 psf Snow Drift - Camber =1 " t 11• Tl- r7 t,4- i •l General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000. Base allowabies are user defined Section Name 5.125x21.0 Center Span 33.00 ft Lu 1.33 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam • Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Len • th Uniform. Loads fr Center DL 200.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Tra • ezoidal Loads msrr .."-.m. . Ii .. awa .c� wP r o a T4 d as +.1. 'r ?1 +n uce ,,, ,rirtt d; #1 DL @ Left #/ft LL @ Left 860.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 240.00 #/ft End Loc 17.000 ft #2 DL © Left #/ft LL @ Left 240.00 #/ft Start Loc ' 17.000 ft DL @ Right #/ft LL @ Right 240.00 #/ft End Loc 33.000 ft Summary 1 Beam Design OK Span= 33.00ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin Max Stress Ratio 0.934 1 Maximum Moment 79.2 k -ft Maximum Shear* 1.5 15.4 k Allowable 84.8 k -ft . Allowable 22.2 k Max." Positive Moment 79.19 k -ft at 14.784 ft Shear: @ Left 12.06 k Max. Negative Moment 0.00 k -ft, at 0.000 ft @ Right 8.60 k Max @ Left Support 0.00 k -ft Camber. © Left 0.000 in Max @ Right Support - 0.00 k -ft © Center 1.271 in @ Right 0.000 in Max. M allow 84.82 Reactions... ft) 2,522.69 psi fv 142.81 psi Left DL 3.73 k Max 12.06 k Fb 2,702.00 psi Fv 206.25 psi . Right DL 3.73 k Max 8.60 k Deflections Center Span... Dead Load To = �:.• _.. Left Cantilever... Dead Load Total Load Deflection -0.848 in ` Deflection 0.000 in 0.000 in ...Location 16.500 ft ...Length /Defl 0.0 0.0 ...Length/Defl 467.2 180.88 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in © Center 1.271 in ...Length /Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in % t u P o Ck S A --- ( . ,v D� Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:39AM, 6 MAY 04 Description : Addition /Remodel Scope : (161 Rev 580000 Page 2 User KW-0603678,Ver580 1- Dec -2003 General Timber Beam g (c)1983-2003 ENERCALC Engineering Software nd432.ecw.Calculations 4 cb, rr a..,: .+*sr+ €�. "ec ..._ sus. max. -'v°as _ „re. =azs. ✓ issaaw•ar-;gsn;:?�aa3 a�. ' Description (E) GL Roof Beam at 90 psf Snow Drift - Camber =1 " Stress Calcs 9P.W1?Nw rSn IIk �.?�gh`'T."'H`.33Ys'" .. .. &3W°x�Y.PPUPRSEA�`R5>u£:1:N :s...•:}: ins' fr?£! 9° 44°%& A�. S6,°. fl�v` Y94} ^P,.:A`3SrSEafi.t'.fi.�:.tl.�i..l. b9.9�.i:1lG'.a"�9%.£SF �:'b'.a�'2t1 .4.&�0`.a:lA Bending Analysis Ck 19.865 Le 2.739 ft Sxx 376.688 in3 Area 107.625 in2 Cv 0.904 Rb 5.127 CI 0.997 Max Moment Sxx Req'd Allowable fb @ Center 79.19 k -ft 351.69 in3 2,702.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,711.36 psi @ Right Support 0.00 k -ft 0.00 in3 2,711.36 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.37 k 11.69 k Area Required 74.520 in2 56.703 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 12.06 k Bearing Length Req'd 3.764 in Max. Right Reaction 8.60 k Bearing Length Req'd 2.684 in Query Values • —....-- t, ''t vu ': :. Nd+ ?' ,Y: ,. a :w., : PXSK ; Was, M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 12.06 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:37AM, 6 MAY 04 Description : Addition/Remodel. Scope: 12,D i Rev: 580000 G � User: KW-0603678, Ver 5.8.0, 1- Dec -2003 General Timber Beam Page 1 q. (c)1983 -2003 ENERCALC Engineering Software ftware nd432.ecw :Calculation °e5w• 4 4 ,... 11 14.4.., e •,a .. � � ;,,a. -air; ,01. . r:r: - Fs 4sae4:s v + {4„wrm s 4 s 3 s,,: 4 Description (E) GL Roof Beam at 90 psf Snow Drift 1 6 il l• ( D -- 3 pc.■=k- 5 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined % Section Name 5.125x25.5 Center Span 35.00 ft Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth �- 25.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi ' Load Dur. Factor 1.250 Fv Allow 165.0 psi , Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform Loads -et XS-isih" , 9^-.°A Nhvf4�? tN, `., ? 3k�?a}fR 'S -∎ - . £. N3ea .a , a ii �4,4,,. *F �ma ar,- iar.w.. •.t, as Pk aifl 4 .4.4 . *��.�°YA:i44. 4 .: 1 Center DL 200.00 #/ft LL #/ft Left Cantilever • DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal .Loads ., x.. 44 4.4, M,.. m4, n ra #1 DL @ Left #/ft LL @ Left 1,080.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right 300.00 #/ft End Loc 17.000 ft #2 DL @ Left #/ft LL @ Left 300.00 #/ft Start Loc 17.000 ft DL @ Right #/ft LL @ Right 300.00 #/ft End Loc 35.000 ft / Summary Beam Design OK ✓/ Span= 35.00ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin Max Stress Ratio 0.833 : 1 Maximum Moment 101.3 k -ft Maximum Shear * 1.5 18.3 k Allowable . 121.6 k -ft Allowable 27.0 k Max. Positive Moment 101.27 k -ft at 15.540 ft Shear: @ Left 14.86 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 10.38 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.921 in Max. M allow 121.57 Reactions... @ Right 0.000 in fb 2,187.99 psi fv 140.13 psi Left DL 4.06 k Max 14.86 k Fb 2,626.56 psi Fv 206.25 psi Right DL 4.06 k Max 10.38 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.614 in -1.763 in Deflection 0.000 in 0.000 in ...Location 17.500 ft 17.080 ft ...Length /Defl 0.0 0.0 ...Length /Defl 684.2 238.27 Right Cantilever... Camber( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.921 in ...Length/Defl 0.0 0.0 @ Left 0.000 in _ @ Right 0.000 in • • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 8:37AM, 6 MAY 04 Description : Addition /Remodel Scope : lebl Rev 580000 Page 2 User KW -0603678 Ver580 1 Dec2003 General Timber Beam g (01983-2003 ENERCALC Engineering Software nd432.ecwCalculauons Description (E) GL Roof Beam at 90 psf Snow Drift Stress Calcs 3i'. LEI. R36��L... Sffi35C:.' k4^. BU'^ dtfi'%». aZN^ �f:' ��N: R' v»' o4uC334Y' R2, �.SEH- eASfi+si'4�"i.MFiS.Elstfri 3YR'^ sPi4_' v' �v�` L391RTi. �Sk�S: Ri£ i' cFb s..V&9£;3RV . ... .. U3^i'Q. YASo4�,x'3F88�i. Bending Analysis Ck 19.865 Le 4.118 ft Sxx 555.422 in3 Area 130.688 in2 Cv 0.881 Rb 6.928 CI 0.994 Max Moment Sxx Read Allowable fb @ Center 101.27 k -ft 462.68 in3 2,626.56 psi @ Left Support 0.00 k -ft 0.00 in3 2,643.63 psi @ Right Support ' 0.00 k -ft 0.00 in3 2,643.63 psi Shear Analysis @ Left Support @ Right Support Design Shear 18.31 k 13.89 k Area Required 88.792 in2 67.364 in2 , Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports . Max. Left Reaction 14.86 k Bearing Length Req'd 4.640 in Max. Right Reaction 10.38 k Bearing Length Req'd 3.240 in Query Values tr.iH .-..4 mg.. 1 `Ni , t" , :. .11. .. °... , rE e .... . ,,,, aft f,...^÷,... 'S °. ', "Vm.w.3 i Ai ir�4 e ':&@K $,.... M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 14.86 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in U+I (t'') P1.F 01 01 z� 6 %x1,! r� M2 M3 Ms M c` — 6.1 ._ Results for LC 1, DEAD +LIVE Zeaction units are k and k -ft ,lishkian Dean TIGARD HS WOOD TRUSS April 11, 2004 Jerry Gotchall 6:42 AM ND432WOODTRUSS.r2d 1 41) 1Z Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:48 PM • Job Number : TIGARD HS WOOD TRUSS Checked By: • .Materials (General) • Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress • (ksi) (ksi) Ratio (per 10 ^5 F) (k/ft ^3) (ksi) . STL 29000 11154 .3 .65 .49 36 WOOD 1800 11154 .3 .45 .035 3 Boundary Conditions Joint Label X Translation Y Translation Rotation . (k/in) (k/in) (k- ft/rad) N1 Reaction Reaction N5 Reaction Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (ft) (ft) (F) N1 0 4.24 0 N2 0 4.9 . 0 N3 17.8 4.9 0 N4 35.6 4.9 0 N5 35.6 4.42 0 N6 17.8 0 0 . Sections Section Database Material Area SA SA I (90,270) I (0,180) T/C Label Shape Label (in)^2 (0,180) (90,270) (in^4) Only BM STL 145.1 1.2 1.2 551 5600 • RODS STL 1.56 1.2 1.2 .5 - "5 POST TU6X6X4 STL 5.59 1.2 1.2 30.3 30.3 Member Data - . . Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length (degrees) Set TOM AVM AVM (in) (in) (ft) M1 N1 N2 BM STL Y .66 M2 N2 N3 BM STL Y 17.8 M3 N3 N4 BM STL Y 17.8 M4 N4 N5 BM . STL Y . ..48 M5 N6 N1 RODS STL Y PIN PIN 18.298 M6 N5 N6 RODS STL Y PIN 18.341 M7 N3 . N6 POST STL Y PIN PIN 4.9 Member Direct Distributed Loads, Category : None, BLC 1 : DEAD Member Label Direction Start Magnitude End Magnitude Start Location End Location . (k/ft, F) (k/ft, F) (ft or %) (ft or %) M2 _. Y -.25 -.25 0 0 M3 Y -.25 -.25 0 0 Member Direct Distributed Loads, Category : None. BLC 2 : LIVE' • Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F). (ft or %) (ft or %) • M2 Y -.3 -.3 0 • 0 M3 Y -.3 -.3 0 0 ' 0 • • RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSS.r2d] Page 1 • 77 9 1 EA Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:48 PM Job Number : TIGARD HS WOOD TRUSS Checked By: Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 DEAD None 2 2 LIVE None 2 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC ' Factor 1 . 1 DEAD +LIVE 1 1 1 1 1 1 1 1 2 1 Reactions, By Combination . LC Joint Label X Force Y Force Moment (k) (k) (k -ft) 1 N1 0 9.79 0 1 N5 0 9.79 0 1 Totals: 0 19.58 1 COG (ft): X: 17.8 Y: 4.9 Joint Displacements, By Combination • LC Joint Label X Translation Y Translation Rotation (in) (in) (radians) 1 N1 0 0 - 6.889e -4 1 N2 - .005 0 - 6.899e -4 1 N3 .005 -.093 -1.201e-6 1 N4 .005 .0 6.948e -4 1 N5 • .009 0 6.943e -4 1 N6 .005 -.092 4.002e -4 • Member Section Forces, By Combination LC Member Label Section Axial Shear Moment (k) (k) (k -ft) 1 M1 1 8.551 -5.2 0 2 8.551 - -5.2 .858 3 8.551 -5.2 1.716 4 8.551 -5.2 2.574 5 8.551 -5.2 3:432 1 M2 1 5.2 8.551 3.432 2 5.2 6.104 - 29.176 3 5.2 3.656 - 50.893 4 5.2 1.209 - 61.719 5 5.2 -1.239 - 61.653 1 M3 1 -5.2 . 1.291 - 61.653 2 5.2 -1.156 - 61.953 3 5.2 -3.604 - 51.361 4 5.2 -6.051 - 29.878 5 5.2 -8.499 2.496 1 M4 1 8.499 5.2 2.496 2 8.499 5.2 .1.872 3 8.499 5.2 1.248 4 8.499 5.2 .624 5 8.499 5.2 0 1 M5 1 -5.345 0 0 2 -5.345 0 0 3 -5.345 0 0 4 _ -5.345 0 0 RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSS.r2d] Page 2 11 8 Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:48 PM Job Number : TIGARD HS WOOD TRUSS Checked By: 'Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment (k) (k) (k -ft) 5 -5.345 0 0 1 M6 .1 -5.358 0 0 2 -5.358 0 0 3 -5.358 0 0 4 -5.358 0 0 5 -5.358 0 0 1 M7 1 2.53 0 0 2 2.53 0 0 3 2.53 0 0 _ 4 2.53 0 0 5 2.53 0 0 • RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSS.r2d] Page 3 Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:44 PM • Job Number : TIGARD HS WOOD TRUSS Checked By: Materials (General) . Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi) (ksi) . Ratio (per 10 1 '5 F) (k/ft^3) (ksi) STL 29000 11154 .3 .65 .49 36 WOOD 1800 11154 .3 .45 .035 3 Boundary Conditions . Joint Label X Translation Y Translation Rotation • (k/in) (k/in) (k- ft/rad) N1 Reaction Reaction N5 Reaction Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (ft) (ft) (F) N1 0 4.24 0 • N2 0 4.9 0 • N3 17.8 4.9 0 N4 35.6 4.9 0 N5 35.6 4.42 0 N6 17.8 0 0 Sections Section . Database Material Area SA SA I (90,270) :_;,.; e T/C Label Shape Label (in)^2 (0,180) (90,270) (in^4) `in^4) Only 1 BM • STL 50 1.2 1.2 50 281 RODS STL 1.56 1.2 1.2 .5 . • .5 POST TU6X6X4 STL 5.59 1.2 1.2 30.3 30.3 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length (degrees) Set TOM AVM AVM (in) (in) (ft) M1 N1 N2 BM STL Y . .66 M2 N2 N3 BM STL Y PIN 17.8. M3 N3 N4 BM STL Y 17.8 • M4 N4 N5 BM STL Y • .48 M5 N6 N1 RODS STL Y PIN PIN 18.298 M6 N5 N6 RODS STL Y PIN _ 18.341 M7 • N3 N6 POST STL Y PIN PIN 4.9 Member Direct Distributed Loads, Category : None, BLC 1 : DEAD Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M2 Y -.25 -.25 0 0 • M3 Y -.25 -.25 0 0 Member Direct Distributed Loads, Category : None, BLC 2 : LIVE Member Label Direction Start Magnitude End Magnitude Start Location End Location • (k/ft, F) (k/ft, F) (ft or %) • (ft or %) M2 Y -.3 -.3 0 0 M3 Y -.3 -.3 0 0 RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSSmod.r2d] Page 5 • 1 30 ( il Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:44 PM Job Number : TIGARD HS WOOD TRUSS Checked By: 1 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y . Joint Point Direct Dist. 1 DEAD None 2 2 LIVE None 2 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor I 1 I DEAD +LIVE I I I. 1 1 1 2 1 Reactions, By Combination LC Joint Label X Force Y Force Moment (k) (k) (k -ft) 1 N1 0 9.79 0 1 N5 0 9.79 0 1 Totals: 0 19.58 1 COG (ft): X: 17.8 Y: 4.9 Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation (in) (in) (radians) 1 N1 0 0 - 1.705e -3 1 N2 .013 '0 - 1.712e -3 1 N3 .011 -.343 1.42e -3 1 N4 .008 0 1.743e -3 1 N5 .018 0 1.74e -3 1 N6 .01 -.34 1.49e -3 Member Section Forces, By Combination LC Member Label Section Axial Shear Moment (k) (k) (k -ft) 1 M1 1 5.554 - 17.782 0 2 5.554 - 17.782 2.934 3 5.554 - 17.782 5.868 4 5.554 - 17.782 8.802 5 5.554 - 17.782 11.736 1 M2 1 17.782' 5.554 11.736 2 17.782 3.107 -7.535 3 17.782 .659 - 15.915 4 17.782 -1:788 - 13.403 5 17.782 -4.236 0 1 M3 1 17.782 4.415 0 2 17.782 1.968 - 14.203 3 17.782 -.48 - 17.515 4 17.782 -2.927 -9.936 5 17.782 -5.375 8.535 1 M4 1 5.375 17.782 8.535 2 5.375 17.782 6.401 3 5.375 17.782 4.268 4 5.375 17.782 2.134 5 5.375 17.782 0 1 M5 1 - 18.279 0 0 2 - 18.279 0 0 3 - 18.279 0 0 4 - 18.279 0 0 RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSSmod.r2d] Page 6 Company : Nishkian Dean April 13, 2004 Designer : Jerry Gotchall 12:44 PM Job Number : TIGARD HS WOOD TRUSS Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment (k) (k) (k -ft) 5 - 18.279 0 0 1 M6 1 - 18.322 0 0 2 - 18.322 0 0 3 - 18.322 • 0 0 4 - 18.322 0 0 5 - 18.322 0 0 1 M7 1 8.651 0 0 2 8.651. 0 0 3 8.651 0 0 4 8.651 0 0. 5 8.651 0 0 RISA -2D Version 5.5 [H: \ND432 Tigard HS Additions \Calcs \General \ND432WOODTRUSSmod.r2d] Page 7 ffI JOB T1 ""' < I,4---- . NO. P d Z N I S H K I A N DEAN SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /� / C `.. U . DATE 4-11- O 4 CALCULATED BY 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY • DATE SCALE r 3 � 6: Z� ° �Ze { _ • e . , : ' � i , t.. • � I ; 1 } 3 3 k 8.2- , k C Z / //z , • • -yxZ/ L . • • t Z i i . �. . 5 L I • • ;�, .�►. . . I : ' . , . . , , t • . 2:, •••• . 7/8: k 4. b; s-: -..._,...' '2, >41 i cf, 2 , • 14- - . w) . % U0, 3 CL EU�S - T x I S�� t .. • • JOB Tt6 A-t- 14—,, V , NO./"W 4 • N I S I'1 K I A N DEAN 1 SHEET NO. v m 1 4 1-0 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919�s� ! 31.9 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY `�� DATE 4 ! J— U • Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE • i S 3/ 2 > c - ;• 7/ r 1 f i 3��f 0. �3 i s • { 0 s . f y � I 3/8 i • I r : ' G . • :. • / 8 • 1 3' . f v . t 'I • • • . • _ 1 1 '4 j ' ' • �7 a/L • • JOB T 1-- - ' - -' 1) - 1,4 NO /`AD T ?L NISHKIAN DEAN SHEET NO. ( i( OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /��/L ''ll 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE �` �~ 0 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE C c . • . -.. i .. ^ .. : ( 1i(/ 1 f } i4 3 �`� k • Z k , r I ' 4 H { j I t 't z ` 1 : F _ 3 i I z /. .. .. 1X - - .. _ i .. • : L. �� 2 D .. • . . w 1 Z ✓ . . . . _. • ;►: ( t . , , . . i 1 )(..- -; ' 4 1 .1 ' Ce- 44( e-: 0 e_. ' : i • • • I 2 7: 4 ' ../:-.----- ' ig, i ( 2--7 0 r Title : Tigard HS ob # ND432.00 Dsgnr: RAA Date: 12:43PM, 6 MAY 04 ' Description : Addition/Remodel • Scope: User: 5 KW -0603678, Ver 5.8.0, 1- Dec -2003 Page 1 e (c)1983 -2003 ENERCALC Engineering Software S teel Beam Design nd432.ecw:Calculadons Description . TS6x6x3 /8 Upper Canopy Beam (tJ _ SPA-t-i General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 500 1. Steel Section : TS6X6X3 /8 Fy 46.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span ' 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft `-- LL & ST Act Together Right Cant 0.00 ft I Lu : Unbraced Length 0.00 ft MA- . A,J 0 1 7 - 7 11 Distributed Loads Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 #5 #6 #7 DL 0.060 k/ft LL 0.480 k/ft ST k/ft Start Location 8P 175F C(cr) = 0 9 ft End Location PI ( Pr ft 0 Summary Beam OK Static Load Case Governs Stress Using: TS6X6X3 /8 section, Span = 20.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 28.372 k -ft 35.167 k -ft Max. Deflection -1.693 in fb : Bending Stress 24.494 ksi 30.360 ksi fb / Fb 0.807:1 Length/DL Defl 919.8 : 1 Length /(DL +LL Defl) 141.7 : 1 Shear 5.674 k 41.400 k fv : Shear Stress 1.261 ksi 18.400 ksi 0 1 4 - fv / Fv 0.069 : 1 Force 8r Stress Summary 4 mx : :, .µ,,:,pm.. Lam b «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only e Center Q Center (a. Cants (il Cants Max. M + 28.37 k -ft 4.37 28.37 k -ft Max. M - k -ft Max. M @ Left . k -ft Max. M @ Right k -ft Shear @ Left 5.67 k 0.87 5.67 k Shear © Right 5.67 k 0.87 5.67 k Center Defl. • -1.693 in -0.261 -1.693 -1.693 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.67 0.87 5.67 5.67 k Reaction @ Rt 5.67 0.87 5.67 5.67 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Section Properties TS6X6X3 %8 Depth 6.000 in Weight 27.45 #/ft Thickness 0.375 in Ixx 41.600 in4 Width 6.000 in Iyy 41.600 in4 Sxx 13.900 in3 Area 8.08 in2 Syy 13.900 in3 Rt 3.000 in R -xx 2.270 in Values for LRFD Design.... R -yy 2.270 in J 68.500 in4 Zx 16.800 in3 Zy 16.800 in3 Title : Tigard HS - Job # ND432.00 Dsgnr: RAA Date: 12:46PM, 6 MAY 04 • Description : Addition/Remodel Scope : ®' 1 } Rev: 580000 l User KW -0603678, Ver 5.8.0, 1 Dec 2003 Page 1 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software nd432 ecw:CalculaGons Descript TS6x6x1 /4 Canopy g EnrM (AP Pe-i\ - General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 t Steel Section : TS6X6X1 /4 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft l Lu : Unbraced Length 0.00 ft I1 V Art G P- I,. ,-S Distributed Loads Note! Short Term Loads Are WIND Loads. #1 # 2 #3 #4 #5 #6 #7 DL 0.060 k/ft LL 0.480 k/ft ST k/ft Start Location ft End Location ft Summary . Beam OK Static Load Case Governs Stress . Using: TS6X6X1 /4 section, Span = 17.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable I Moment 20.193 k -ft 25.553 k -ft Max. Deflection -1.195 in fb : Bending Stress 23.992 ksi 30.360 ksi Length/DL Defl 1,207.7 : 1 fb / Fb 0.790:1 Length/(DL +LL Defl) 170.6 : 1 Shear 4.751 k 27.600 k fv : Shear Stress • 1.584 ksi 18.400 ksi fv / Fy 0.086:1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted -» ■ DL LL LL +ST LL LL +ST Maximum Only (7a. Center • (a. Center (a. Cants a Cants Max. M + 20.19 k -ft 2.85 20.19 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right - k -ft Shear @ Left 4.75 k 0.67 4.75 k Shear @ Right 4.75 k 0.67 4.75 k Center Defl. -1.195 in -0.169 -1.195 -1.195 0.000 0.000 in Left Cant Defl 0.000 in • 0.0.00 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.75 0.67 • 4.75 4.75 k Reaction @ Rt 4.75 0.67 4.75 4.75 k Fa calc'd per Eq. E2 -1, K'Ur < Cc Section Properties TS6X6X1 /4 -pi'CR =.'! ,,ice e,.....,- A'�+'kF. AC'S Y.,,, .3Mfli v,..° - 1,, i', :Mir AP.?x.Y3 5" t 73 +3 '•R .,. ,.. %M1M,71,,Mffr,V . .. Depth 6.000 in Weight 18.99 #/ft Thickness 0.250 in Ixx 30.300 in4 Width 6.000 in lyy 30.300 in4 Sxx 10.100 in3 Area 5.59 in2 Syy 10.100 in3 • Rt 3.000 in R -xx 2.330 in Values for LRFD Design...: R -yy 2.330 in J 48.500 in4 Zx 11.900 in3 Zy 11.900 in3 Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 12:42PM, 6 MAY 04 Description : Addition/Remodel Scope: ■ ici+ Rev: 580000 User KW- 0603678 Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecw Calculations Description TS6x6 Canopy Beam - Low Canopy General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X6X3 /8 Fy 4 ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 20.00 ft Elastic Modulus 29,000.0 ksi Left Cant. - Orr LL & ST Act Together Right Cant 0.00 ft Lu : Urlbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. i ,�e... ... tit t, ■ . y4t.,.�.6: � ,,, t.t: t, k � � .V t. t , t t, � # # 2 #3 #4 #5 #6 #7 DL 0.070 -9-10 e S F (c.5) z Co Q� k/ft LL 0.330 k/ft ST k/ft Start Location 0 P SF pp-(. < Cs-.5 J` 130 ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: TS6X6X3 /8 section, Span = 20.00ft, Fy = 46.0ksi ' End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable I Moment 20.000 k -ft / 35.167 k -ft Max. Deflection -1.194 in fb : Bending Stress 17.266 ksi `/ / 30.360 ksi fb / Fb 0.569:1 Length /DL Defl . 1,149.0 : 1 . Length /(DL +LL Defl) 201.1 : 1 Shear 4.000 k 41.400 k __,...--- fv : Shear Stress 0.889 ksi 18.400 ksi 01,1- fv / Fv 0.048: 1 Force & Stress Summary i «- These columns are Dead + Live Load placed as noted - -» • DL LL LL +ST LL LL +ST Maximum Only (a. Center (7a. Center @ Cants (7a. Cants Max. M + 20.00 k -ft 3.50 20.00 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.00 k 0.70 4.00 k Shear @ Right 4.00 k 0.70 4.00 k Center Defl. -1.194 in -0.209 -1.194 -1.194 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.00 0.70 4.00 4.00 k Reaction @ Rt 4.00 0.70 4.00 4.00 k Fa calc'd per Eq. E2 -1, K *LJr < Cc Section Properties TS6X6X3 /8 Depth 6.000 in Weight 27.45 #/ft Thickness 0.375 in Ixx 41.600 in4 Width 6.000 in lyy 41.600 in4 Sxx 13.900 in3 Area 8.08 in2 Syy 13.900 in3 Rt 3.000 in R -xx 2.270 in Values for LRFD Design.... R-yy 2.270 in J 68.500 in4 Zx 16.800 in3 Zy 16.800 in3 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 12:47PM, 6 MAY 04 Description : Addition/Remodel Scope : (-1 Rev. 580000 User. KW -0603678, Ver 5.8.0,1 -oec 2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432 ecw:Calculations s � r s •s a7 5, 4 ..n_a- _ss0ns; as� , <+ A., , ,fft :. a �-sm ! n , , , • , , £.7. ,- ■T'W , , , wra... , - , .,,, Description TS6x6 Canopy Beam - Low Canopy a General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X6X3 /8 Fy 46.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span • 12,,Qp„tt. Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.700 0.700" k Live Load 3.300 3.300 k Short Term 4---- 'P( sue) f a v.. S G4' c-c- k Location 5.670 11.330 ft Rr Summary i Beam OK Static Load Case Governs Stress Using: TS6X6X3 /8 section, Span = 17.00ft, Fy = 46.Oksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 23.671 k -ft 35.167 k -ft Max. Deflection - 1.042 -in fb : Bending Stress 20.436 ksi 30.360 ksi Length/DL Defl 937.3 : 1 I fb / Fb 0.673:1 Length /(DL +LL Defl) 195.7 : 1 Shear 4.233 k 41.400 k fv : Shear Stress 0.941 ksi 18.400 ksi fv /Fv 0.051 : Force & Stress Summary . «- These columns are Dead + Live Load placed as noted -» 1 DL LL LL +ST LL LL +ST Maximum Only Cad Center Center (a) Cants (a. Cants Max. M + 23.67 k -ft 4.96 23.67 k -ft Max. M - k -ft Max. M @ Left - k -ft Max. M @ Right - k -ft Shear @ Left 4.23 k 0.93 4.23 - k Shear @ Right 4.23 k. 0.93 4.23 k • Center Defl. -1.042 in -0.218 -1.042 -1.042 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.23 0.93 4.23 4.23 k Reaction @ Rt 4.23 0.93 4.23 4.23 k Fa calc'd per Eq. E2 -1, K *L/r < Cc Section Properties TS6X6X3 /8 Depth 6.000 in Weight 27.45 #/ft Thickness 0.375 in Ixx 41.600 in4 Width 6.000 in lyy 41.600 in4 Sxx 13.900 in3 Area 8.08 in2 Syy 13.900 in3 Rt 3.000 in R -xx 2.270 in Values for LRFD Design.... - R -yy 2.270 in J 68.500 in4 Zx 16.800 in3 Zy 16.800 in3 • Page 3 of 5 . !� `b EA�627 TABLE 3-CARBON STEEL KWIK BOLT -11 ALLOWABLE TENSIONAND SHEAR VALUES (in pounds), NORMAL -WEIGHT CONCRETED2 V= W 4'.3psep• 1,'• ,'•4.5N ANCHOR. ANCr10R Tastes Tension Toted= Tsos o METER ot3mm ORA wsloit t !,Haut Th WOW WU Moo PSI Nam) SP-ksF SP- t uf• show . SP. p • 5 P- km* Ow SP. 1 • 1 9- *MIL Slow sFbF 1 e dP Shaw • 1 245. • 120. . 400 300 150 • 400 .350 • 175 400 430 215 400 . • 1 /4 2 525 265 400 . 550 280 400 590 295 400 625 .315 400 3 625 315 4 400 .625 315 400 625 315 400 ' 625 315 400 1 500 • 250 925 605 300 975 710 355 1,025. 800. 400.. • 1,025 • 3 /8 2 1,125 565 . 1,100 1;210 605 1 .1,290 645 ' 1;100 • 1,450. 725 1,100 • .41/4 1,190 595 1,100 1,235 615 1,100 1,285 • 640 1,100 .1,450 725 1,100 21/43 860 . 430 1,810 ' 960 480 1,840 1,065 530 1,840 - 1,625 815 1,840 1 /2 3 1,750 875 1,840 2,000 1,000 1,840 2,250 1,125 1,840 2,625 1,315 1,840 6 - 1,950 975 1,840 2,165- 1,080 1,840 2,375 1,190 1,840 • 2,625 - 1,315 1,840' 2 1,425 710 2,875 1,685 . 845 ' 2,875 1,950 975 2,875 - 2,500 1,250 2,875 • -1, 5/8 () (1, 1,125 3,125 ,,4670' 1,335. 4 ( 3, ` 3,090 1,545 3,125 3,925 • 1,965 3,125 7 3,000 1,500 4 3,125. 3,250 . 1,625 3,125 3,500 1,750 3,125 4 3,925 1,965 •.3,125 • ' 3 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3,875 3,000 1,500 3,875 3 /4 • • 4 . 2,750 1,375 4,225 3,625 ' 1 .. 4,225 4,500 2,250 4,225 5,060 2,530 4,225 8 3,750 1,875 4,225 4,625 2,315 4,225 5,500 • 2;750 4,225 5,925 2,965 • 4,225 4 2,930 1,465 6,625 .. 3,650 - 1,825 . 7,125 4,375 . 2,190 7,625 • 4,360 2,180 . 8,625 1 6 3,990 1,995 8,625 5;310 • 2,655 8,625 6,625 3,315 8,625 7,875 3,940 8,625 • 9 6,040 3,020 8,625 7,050 3,525 2 8,625 8,055 4,025• 8,625 10,000 5,000 8,625: For SI: 1 inch = 25.4 mm, 1 psi 6.9 kPa, 1 lb. = 4.45 N. . 'See Table 2 footnotes. 2 Allowable loads may be increased by 33 /3 percent for short -term loading due to wind or seismic forces. • 3Only the long- threaded style KB-11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded style ' KB-II anchors have a thread length greater than three bolt diameters. • TABLE 4- STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds),. NORMAL - WEIGHT CONCRETED i • 4' tAoo Pot _ 4' _ 3,000 Pot 4' . 4,000 Pot 4' = Caw Psi . ANCHOR ANCHOR . Tension - Teuton Tsestoo DIAMETER DEPTH With Kitimat . .WM Waloel . : WI Without. Rah Wiloat Pock Md.'s) SP. M•P Sp Moe Sher sp. map. Sp. map . Einar $9. MWP Sp. tiaP. , • Ebsr Sp. Mop. Sp. Mq, Sheer 1 • 170 4 85 525 230 115 • 540 4 245 120 550 • 350 175 550 1 /4 2 425 210 550 .500 . 250 550 500 250 _ 550 520 260 550 '• 3 520 260 .550 520 260 550 520 260 550 520. 260 - • 550 1 400 200 . 825 460 • 230 950 ' .515 260 1,075 625 315 1,150 3 /8 2 875 440 - 1,250 1,025 515 . 1,250 1,175 590 1,250 . 1,350 675 1,250 4 1,000 500 . 1,250 1,145 625 1,250 , 1,350 675 1,250 . 1,350 675 1,250 2 800 400 1,700 1,000 500 1,740 1,200 600 1,775 1,250 • 625 . 2,085 1 /2 " 3 .1,250 625 2,085 . 1,625 • 815 2,085 2,000 1,000 2,085 2,250 1,125 2,085 6 1,375 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085 2 1,020 510 2,625 1,250 625 2,875 1,475 . 735 3,125 .1,800 900 3,125 5 /8 4 1,730 865 . 3,125 2,220 . 1,110 3,125 2,715 1,355 • 3,125 3,000 1,500 3,125 7 2,250 1,125 3,125 2,825 1,415 3,125 3,425 1,715 3,125 3,425 1,715 3,125 3 1,450 725 2,700 1,825 915 3,100 2,200 1,100 3,500 2,450 1,225 • 4,500 3 /4 4 2,350 1,175 4,225 • 2,990 1,495 4,365 , 3,625 1,8,15 4,500 4,375 • 2,190 4,500 8 2,750 1,375 4,500 3 ,500 1,815 4;500 4,250 2,125 4,500 ' 4,800 • 2,400 4 4 4 2,300 1,150 5,700 2,850 1,425 6,350 3,400 1,700 7,000 4,500 2,250 • 7,000 1 6 3,740 1,870 7,000 4,930 2,465 7,000 6,120 3,060 7,000 6,875 3,440 7,000 . 9 5,250 2,625 7,000 7,075 3,540 • 7,000 8,800 4,400 . 7,000 8,800 4,400 7,000 • For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb. = 4.45 N. 1 See Table 2 footnotes. 2 Allowable loads may be increased by 33 /3 percent for short-term loading due to wind or seismic forces. . 3 Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. . VertiClip® SLB Bypass Slab Quality Labor ". • Features ,. Benefits • Positive, mechanical attachment • Eliminates shims and scabs • Only mill - certified, 50ksi steel is used • Aligns wall studs quickly and easily by accounting for • Step Bushings pre - installed for accurate placement construction tolerances (see page 50 for standard lengths) • Rated screws provided • Eliminates bridging or tre • • i • , • . • 12" of connection • Load transferred from stud web • Attaches to stru « • e with " : or welds • Elimination of friction -held assemblies • Meets all building code criteria • Adaptable for multiple configurations 1.5')''I. Ird , VertiClip SLB -'...� 10" or 12" Nomenclature i r ° '''''' VertiClip SLB is classified by multiplying stud depth by 100. �`„.. Example: 6" stud = VertiClip SLB600. 1 VertiClip SLB600 and SLB800 have 3 slots for greater efficiency v y 4 " with construction tolerances and do not require a screw or step The VertiClip SLB 600 -10, 601-12, 800 -10, bushing unless specified. and 800 -12 are former custom ..nnections which have been included as .s . dard prod- , 1" Example ucts to provide our customers with : eater Details cost benefit! i -....,,, . ii poi .. iiiii A r . 4.1 --- ( , i%/ ‘tOpp .../„.....--.-41 •,, ,,0!:■*....., l op k4 N 1, r � � DoWNI x°° 6A \,t W W W!$TEEETW ORK.GOM i ll Step Bushings may be moved from the first (inner) to the second (middle) slot of the SLB 600 or 800 to accommodate greater build- * Use of strengthening ribs varies with each clip. ing tolerances. ,-NEw4 Load Allowable ,, .. Direction Loads Stud F2 w/2 F2 w/3 A � { VertiClip Thickness Fy (yield) screws screws „ , " : I - Series Mils (ga) Stud (kips) (kips) `1- ,i 1.;;1':,:: ,f . SLB 33 (20) 33 0:376 0.564 s 43 (18) 33 0.560 0.840 �--- t tip e. y 45,1 54 (16) 33 0.792 1.188 a IMP 54 (16) 50 1.138 1.707 r ; r • • 68 (14) 50 1.610 1.856 ,, 97 (12) 50 1.802 1.856 a ^f l • Allowable loads have not been increased for wind, • }i F2 seismic, or other factors s M t' rl i € t.f t • Two #12 screws are provided with each VertiClip SIB. ` t €�s� t If loads justify use of a third screw, TSN will provide 3 L i ; ��a; � ; ° slots and 3 screws with each clip �Fr.0 i t V AM:F % � Raleigh, NC: Phone (919) 845 -1025 Fax (919) 845 -1028 Toll Free Nationwide Phone (888) 474 -4876 Bakersfield, CA: Phone (661) 831 -4300 Fax (661) 831 -4344 www.steelnetwork.com 14 • VertiClip® SLT Flat Plate Bypass Quality - Example 1 30 °— 1 It ti Features Details • Positive, load- rated, mechanical attachment to stud web ( t • 68 & 97 mil (14 & 12 Gauge) material • Friction -free movement • Mill- certified material • Eliminates untested "scabs" or shims • . Step Bushings are taped in place at factory for correct placement • Tested screws provided ,, e Labor Benefits ,1 • Provides for tolerance of studs from deck � kl • Attaches to horizontal surfaces, eliminating heavy reinforced slab closure. plates • Quick and easy way to plumb studs • No time spent installing extra "scabs" or shims • Step Bushings pre - installed • Screws provided VertiClip -SLT , Nomenclature 'I i VertiClip SLT is available in a length of 9.5 ". VertiClip SLT(L) is available in lengths of 12 ", 15 ", and 18 ". •�� Determine length by adding stud + offset + 4" and selecting the next . r : '_, largest size. ;` l Lf Allowable , I °Loads _ Stud F2 w/2 VertiClip Thickness Fy (yield) screws Series Mils (ga) Stud (kips) SLT 33 (20) 33 0.376 43 (18) 33 0.560 54 (16) 33 0.659 : Load 54 (16) 50 0.659 : Direction 68 (14) 50 0.659 ap 97 (12) 50 0.659 Stud F2 w/4 0< . VertiClip Thickness Fy (yield) screws Series Mils (ga) Stud (kips) �4�r `E l „ "� j SLT(L) 33 (20) 33 0.752 43 (18) 33 0.836 A { ` ,. ,s 54(16) 33 0.836 ,A.._ k 54 (16) 50 0.836 .) J � l 68 (14) 50 0.836 a 97 (12) 50 0.836 \ � ✓N. ; a Allowable loads have not been increased for wind, ,, A : ) L seismic, or other factors. i „ • Two (2) #12 screws are provided with each VertiClip SLT.` ., • Four (4) #12 screws are provided with each VertiClip SLT(L). ,, ;. Raleigh, NC Phone (919) 845 -1025 Fax (919) 845 -1028 Toll Free Nationwide Phone (888) 474 -4876 . Bakersfield, CA ::Phone (661) 831 -4300 - .Fax:(661 831-4344 „ � www.steelnetwork.com 18gr • • -- LAC 1996 AISI Specification w/1999 Supplement ■ Project: Tigard HS Date: 5/5/2004 Model: Classroom Exterior Studs , 1/1 �P 't ■o PSF C 1.33 :::• ' P („F , Ld ' . Uni '770 . �._ 2x7 0 - k ° Ib /ft ... , 7 1 R1 R2 R3 3.00ft 15.00ft 12.00ft Section : 800S162 -43 Single Maxo = 1907.5 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 4.63 in^4 Va = 1008.2 lb s Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 121.5 0.048 77.6 Full 1907.5 0.030 0.060 U1196 ' Left Span 604.1 0.238 415.7 Full 1907.5 0.163 0.097 L/1848 Right Span 604.1 0.238 230.9 Full 1907.5 0.091 0.026 L/5487 ► Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value. Req'd ? R1 251.3 1.50 537.2 121.5 0.47 No R2 447.0 3.00 645.6 604.1 0.86 No R3 111.7 1.50 302.3 0.0 0.33 No Combined Bending and Shear 1 Reaction or • Vmax Mmax Va Intr. Intr. 1 Pt Load (Ib) (Ft -Lb) Factor V/Va M /Ma Unstiffen Stiffen R1 170.3 121.5 1.00 0.13 0.05 0.02 NA R2 234.7 604.1 1.00 0.17 0.24 0.09 NA R3 111.7 0.0 1.00 0.08 0.00 0.01 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KUr (Ib) P /Pa Value Left Cantilever 0.0 (t) None . None N.A. 9276.2 (t) 0.00 0.05 Left Span 2.0 (c) None None 330 532.0 (c) . . 0.00. 0.24 Right Span .0.0 (t) None. None N.A. 9276.2 (t) 0.00 0.24 1996 AISI Specification w/1999 Supplement ?roject: Tigard HS Date: 5/5/2004 Model: Jamb Between Ext. Windows Page 1/1 20 PsP (.; = (70 Pt.F Unif Ld 60 fl, x '-04,6,64 . _ lb/ft t . 1 T R1 R2 R3 15.00 ft 12.00 ft Section : 800S200 -43 Single Maxo = 2128.4 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 5.30 inA4 Va = 1008.2 lb ' Wind or Earthquake Factor Included ? YES.. Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Span 1417.5 0.499 1053.2 Full 2128.4 0.371 0.221 L/814 Right Span 1417.5 0.499 487.6 Full 2128.4 0.172 0.045 L/3229 Combined Bending and Web Crippling I Reaction or Load . Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (Ft -Lb) Value Req'd R1 355.5 1.00 277.2 0.0 1.15 No R2 1022.6 1.00 503.4 1417.5 2.33 YES R3 241.9 1.00 277.2 0.1 0.79 No C ombined Bending and Shear . 1 Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) . (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 355.5 0.0 1.00 0.26 0.00 0.07 NA R2 544.5 1417.5 1.00 0.41 0.50 0.41 NA R3 241.9 0.1 1.00 0.18 0.00 0.03 NA < � c6 0 = . OWS VkAL't 6 L-i �P 6� u) 1 Sc.R $ 614 5 s .1 1996 AISI Specification w/1999 Supplement Project: Tigard HS Date: 5/5/2004 Model: 8" Stud Wall - Low Media Roof Page 1/1 ■ ' "., Unif Ld o Ib /ft T gr R1 R2 18.00 ft r Section : 800S162 -43 Single Maxo = 1907.5 Ft -Lb Fy = 33.0 ksi . Moment of Inertia, I = 4.63 in ^4 Va = 1008.2 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) . Ft -Lb Ma(Brc) (in) Ratio Center Span 1093.5 0.430 1093.5 Full 1907.5 0.430 0.467 L/463 Combined Bending and Web Crippling 1 Reaction or Load Brng Pa Mmax ' Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 243.0 1.00 277.2 0.0 0.79 No �- R2 243.0 1.00 277.2 0.0 0.79 No combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 243.0 0.0 1.00 0.18 0.00 0.03 NA R2 243.0 0.0 1.00 0.18. 0.00 0.03 NA 44- 5 . (oZ' V 6 2 - 11mil.IP 1 7 i $ v4 1 Cti) 5 5 . . , t p kati 1996 AISI Specification w/1999 Supplement ?roject: Tigard HS Date: 5/5/2004 Model: 10" Stud Wall at Media —9P. 10 " 5 AT i 6 " O Page 1/1 :' ' U Ld �r " _ lb/ft T R1 R2 27.00 ft Section : 1000S162 -54 Single Maxo = 4272.0 Ft -Lb Fy = 50.0 ksi Moment of Inertia, I = 9.95 in "4 Va = 1593.0 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 2460.4 0.432 2460.4 Full 4272.0 0.432 1.100 L/295 Combined Bending and Web Crippling ■ Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 364.5 1.00 573.0 0.0 0.57 No R2 364.5 .1.00 573.0 0.0 0.57 No ;.o' mbined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 364.5 0.0 1.00 0.17 0.00 0.03 NA R2 364.5 0.0 1.00 0.17 0.00 0.03 NA • 4 e3 6 '.-r (i•) 0 e - - P X 1996 AISI Specification w/1999 Supplement ,'roject: Tigard HS Date: 5/5/2004 Model: 10" Built -Up Stud Column at Media Page 1/1 Zrea r Unif Ld l 50.0 I b/ft 1° T R ( 'rn- S 27.00 ft R2 N Section : 1000T150 -54 (2) Boxed Maxo = 5825.9 Ft -Lb Fy = 50.0 ksi Moment of Inertia, I = 17.15 inA4 Va = 3122.3 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) / (in) Ratio j Center Span 4556.3 0.587 4556.3 Full 5825.9 0.587 ✓ 1.182 U274 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (Ft -Lb) Value Req'd ? R1 675.0 1.00 850.6. 0.0 0.71 No r - .R2 675.0 1.00 850.6 0.0 0.71 No :.ombined Bending and Shear Reaction or Vmax Mmax Va . Intr. Intr. Pt Load (lb) (Ft -Lb) Factor . VNa M /Ma Unstiffen Stiffen R1 675.0 0.0 1.00 0.16 0.00 0.03 NA R2 675.0 0.0 1.00 0.16 0.00 0.03 NA IA' PF ( , � '� = S0 Pi Hof ( -) - 11 1 -4 - Cg- S rQ (.1-) s rj I (0-15 G 6 3. 6 VlG v -12..1 I G �L P 41./r b-) " 7 1996 AISI Specification w/1999 Supplement 'roject: Tigard HS Date: 5/6/2004 Model: 6" Exterior Steel Stud 61( ( Ap-tp (4 Page 1/1 �4 Lind Ld T T R1 14.00 ft �— (%4 A ? i244 R2 Section : 600S162 -43 Single Maxo = 1389.9 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 2.32 in ^ 4 Va = 1357.8 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check 1 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 661.5 0.357 661.5 Full 1389.9 0.357 0.342 L/492 Combined Bending and Web Crippling C) (/- Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft-Lb) Value Req'd ? R1 189.0 1.00 310.4 0.0 0.55 No R2 189.0 1.00 310.4 0.0 0.55 No :,ombined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 189.0 0.0 1.00 0.10 0.00 0.01 NA R2 189.0 0.0 1.00 0.10 0.00 0.01 NA C 44 5 1996 AISI Specification w/1999 Supplement Project: Tigard HS Date: 5/6/2004 Model: Page 1/1 P1 ( irr ill- ex Kb?) por,J, I W li r 4 :0;1,7,14,74._lafikti,. ''''.,..'4": 1 Atit, or, f 1-,',1,44-4... - i „ , 4\07 f. 27 .� Unif IA HA R1 R2 ■ 16.00 ft P H 201F 0) ( ) = cc= (A34 Point Loads P1 Load(Ib) . 500.0 � X- Dist.(ft) . 10.00 Section : 600S162 -43 (2)Back -to -Back Maxo = 2779.8 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 4.63 in^4 Va = 2715.7 lb 1 Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 2685.0 0.724 2685.0 Full 2779.8 0.724 0.787 . U244 4 L ! 4 Combined Bending and Web Crippling 1:::14 �5 '2.0 P Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? 5 R1 403.5 1.00 1248.1 0.0 0.27 No R2 528.5 1.00 1248.1 0.0 0.35 No P1 500.0 1.50 2070.3 2685.0 0.92 No I Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load , (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 403.5 0.0 1.00 0.11 0.00 0.01 NA R2 528.5 0.0 1.00 0.15 0.00 0.02 NA P1 366.9 2685.0 1.00 0.10 0.72 0.54 NA ..^ (Le©r < "L Co I s) - ca 3 1 MR5 o tJ ('f 1-5 • 1996 AISI Specification w/1999 Supplement / Project: Tigard HS Date: 5/5/2004 ; Model: Typical Steel Stud Header - 8' Span Page 1/1 .. 150 - 4,10,:',W4.41,, - Unif Ld � Ib %ft T T R1 R2 8.00 ft Section : 600S162 -43 (2) Boxed Maxo = 2779.8 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 4.63 in ^4 Va = 2715.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check 1 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 1200.0 0.432 1200.0 None 2779.8 0.432 0.101 U949 I Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) . Value Req'd ? R1 600.0 1.00 620.7 0.0 1.16 No R2 600.0 1.00 620.7 0.0 1.16 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor. . VNa M /Ma Unstiffen Stiffen R1 600.0 0.0 1.00 0.22 0.00 _ 0.05 NA. R2 600.0 0.0 1.00 0.22 0.00 0.05 NA • VE7) lefel 1996 AISI Specification w/1999 Supplement ?roject: Tigard HS Date: 5/5/2004 Model: Typical Steel Stud Header- 10' Span Page 1/1 elogtaittl#W#'"Stia'r- ' ' - .;,irerep3614,IMAZ.V.4 Unif Ld 2p 6 Ib /ft T T R1 R2 10.00 ft Section : 800S162 -43 (2) Boxed Maxo = 3815.0 Ft -Lb Fy = 33.0 ksi Moment of Inertia, I = 9.27 in ^4 Va = 2016.4 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 1500.0 0.393 1500.0 • None 3815.0 0.393 0.099 L/1215 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 600.0 1.50 604.6 0.0 1.19 No R2 600.0 1.50 604.6 0.0 1.19 No 3ombined Bending and Shear . Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 600.0 0.0 1.00 • 0.30 0.00 0.09 NA ! R2 600.0 0.0 1.00 0.30 0.00 0.09 NA • . v le i 1996 AISI Specification w/1999 Supplement Project: Tigard HS Date: 5/5/2004 Model: Typical Steel Stud Header - 12' Span Page 1/1 : . . Unit Ld R1 R2 12.00 ft Section : 800S162 -54 (2) Boxed Maxo = 6972.9 Ft -Lb Fy = 50.0 ksi Moment of Inertia, I = 11.47 in ^4 Va = 4011.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 2160.0 0.310 2160.0 None 6972.9 - 0.310 0.165 L/870 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax • Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value • Req'd ? R1 720.0 1.00 1255.1 0.0 0.69 No R2 720.0 1.00 1255.1 0.0 0.69 No .3ombined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 720.0 0.0 1.00 0.18 0.00 0.03 NA R2 720.0 0.0 1.00 0.18 • 0.00 0.03 NA 'J . 64) • • 0 E 1 — 1 1. in Dean I: • . Units - inches • . 6407 �V � - 1∎Aer p -- t. A d A s W xx -.1 , W 4 ax" a ►JorF '. (; :PPIZO -' xX , +N GG r — . \ Ps xb 7 G r f �� 7.,,,,,-./j..b- I' n �, • a 1 .' 12' /2X sy xI `rte, y I b�' t p.aaF or-4 L , `a N /Q` �� ,.A �./� G �� I b 3 �I ter m t \V ,' I"' I G ✓ bXZ f �l 26 /2, P JJ� P X6Y.3 P Qx i u I N x \ 1X XS , _� P 1 , --t. p-1 b f'c�' �` sx ` ,, \ y . X i , 2x26 '' _ ti .-h_ \. I S h / RO \tip � '�S �i w Im QI.�� l ��'` �� y ' , b -4 3 S I X6X3 B J .r : b I -i3; F I ..k!,..,;1 � . (tv ��// 1 ,, /' 4 X \ H / . I / ; �' = 6F - . __ / .1 ' \\ ,\ I I Y 2 X MAC F (LAMS (71 =. ,,[� : 0.v+ i o4 t-i) C 0(1,-- � V- _ t Lm M = o i 0 / 0 (1.1) 01-) - Go ,1 io 11 ?-7 I I'D/ {c. (DRIFTS AR-6 ■4 6°Rq L.o J ) ETABS v7.24 - File: ND432 - May 4,2004 14:25 • • 3 -D View Section Properties - Kip -in Units • N I S H K I A N DEAN JOe TIGARD HS SHEET NO. 7 -.1 OF • CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 5 ,'3 . .-( 719 WASHINGTON ST. STE. 720, PORTLAND, OR•97204 . DATE • (503) 274 -1843 FAX (503) 273 -5696 97 U.B.C. Seismic Force Calculations -1997 UBC Section 1630.2 FILE: SEISMIC97UBC.XLS Building Lateral System: Special Concentric Braced Frames . Zone = 3 • Ct = 0.020 R = 6.4 Soil Type S() D I = 1.00 Cv = • 0.54 hN = 29.0 ft. • Ca = 0.36 Standard Static Method : 1 T = Ct (hN) ^0.75 = 0.250 sec. (Period - Method A) CT = Oe 1 r 4 - . - f3 $ 1 USD ASD= USD /1.4 J V = CvI x W = 0.338 x W = 0.241 x W RT V= 2.5Ca I x W= 0.141 x W= 0.100 x W . < - -- GOVERNS R V= 0.11 CaIxW 0.0396 xW= 0.028 xW • . • Seismic Force Redistribution - 97 UBC Section 1630.5 Base Shear Coefficient = * 0.100 E Wx = 2775 Kips = 0.100(2775)= 278 Kips T = 0.07TV = N.A. 0.0 Kips T <0.7 Seconds, Not Required Story,X Story Weight Story Height Elevation W W Vx E Vx MSTORY E MSTORY 1 Kips feet feet KipxFt Ew (Kips) (Kips) KipxFt KipxFt Roof 865 15 29 25085 0.484 134.3 134.3 2015 2015 2 1910 14 14 26740 0.516 143.2 • 277.5 2005 4019 v M2 l,0 An1'46 • Totals= 2775 29 51825 1.00 277.5 4019 6034 ' Base Shear Summary VB = 277.5 Kips V • • N I S H K I A N • DEAN JOB TIGARD HIGH SCHOOL SHEET NO. I/ 5 - -5 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE c....03.--eil 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 2735696 DESIGN LOADS Level Floor Dead Loads Slab /Deck ; Beam Girder Column Seismic Slab /Deck 64 64 64 64 64 - M &E 2 2 2 2 1 Flooring 1 1 1 1 1 ' Susp. CIg. 2 2 2 2 2 Sprinklers 4 3 2 1 Partition w. J•001 , :;4 ta i . 8 Misc. 1.5 1.5 1.5 1.5 1 Beam 3.5 3.5 3.5 3.5 Girder 2.5 2.5 2.5 Column 3 3 70.5 78 79.5 81.5 87 Lai USE 80 88 psf Live Loads RAMSTEEL ETABS Classrooms 40 psf Reducible + 20 psf partition DL Corridors 100 psf Reducible Stairs 100 psf Reducible • Level Roof Dead Loads Mtl Deck Beam /Joist Girder Column Seismic MtI Deck 3.5 3.5 3.5 . 3.5 3.5 M &E 2 2 2 2 2 Susp. CIg. 2 2 2 2 2 Sprinklers 4 3 2 1 Insul /Roofing 6 6 6 6 .6 Partition r" 4 Misc. 1.5 1.5 1.5 1.5 1 Beam /Joist 1 - 1 2 2 Girder 2 2 2 Column 1.5 1.5 15 20 21 22.5 25 21 psf 25 psf Live Loads RAMSTEEL ETABS Snow 25 psf Nonreducible Mech. Areas 50 psf Nonreducible ®� JOB 1 r 1 (6,0- NO. DEAN N SHEET NO. L 1 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 CALCULATED BY 1 DATE y 3 cs*-1 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE 14 k‘ (6 ' N/tANT) (Znt . AI-EA • 7 / a 1/ 1 F 61V1 W - (" Z r t I o P5F 0-1-5: (7-) -± :I 6 ° )( 17 ) = R 04.1 w �w 8b5 K- F1/m4 A-lzEAr = 20 60so 5-1 v4;141141= VV F C']ro J (5g6 PSF) p (L � -2- . ) lbD) CI' = 110 rprp/, INe) $1, — V II 1(T H "1 S 10.0 45 . • pt t l czi tJ U Mt700.- q9loI ievrt=) ,SP) -. 1 FTC — 2 17, p5F D wE1�►r1 T ItJ Moq'E1. Ue-76 '1; P Uv� " 11 ( 4K- —1- °1°1° 40t-i[44. F ] = e,t7, 1 < ',.0 e=r0 = 2 PSF Gv r1 � G-oN vcRr - ta M 'S 2 P`vF C I L440.0) C I -oc. ti — 14.01-1 / pe:e5F 2a P5P C C °a6 `!) G) �'� Ic.'S / fs— JOB T I• Vl r M2. t 149 NO. N I S H K I A N DEAN SHEET NO. LS - OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 D_Q 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE �� Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE Pt o r L MAX FfrR -I vnr-4 rkV MPo rlgrl T /0 PA - E PAS r - v1/414771" �3 y-tPS (�F -2- ) FkxdL 3"1+ +3 + = 1.1 IHPS r Zvi / 1-171 = d o F7 .F1,190 - E = 2a 620 FT ` = = 0151 ?, = I,o o p9 'w etic 17 E Gn o 1.4 4 'S4 6 M pod epl'r 4 /� _ 1 = I o ( a —, sA� � = t ` 0. I �I °a 47.0 (,,-° 1 .IPr1)0 crf) "f ° e rAO S �o Pri2 4 -rt' ft, fort. j JOB I 161442 -0 1—t e, NO. NISHKIAN D EA N SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (� Q� �/ ,( 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY 1 r` ^ DATE '�I �1 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE . 01 AV H F-Att AA 1,a A -(? 1 toi Fa R- ti Ari 5 Me:4)5 . - P'F i (Pt. Pl� b1 �� ' C ►,o NtErp A I GNC-IM FLOCF es-A°Te. > A44uM tA4 t,Fol -M r2ty1 -tUu 1 .-- 5uI LP 11.4 Cot 14 (45 op, NGFLIt.a e„°sse f 1, p1 D tSrt"p -I f3 wr ka It P 5 (41 1-I, tbl i p t H', N :rj- 1..00 4.47114 61 vl4DT14 = Poo 1 1f1dj = 1 hipb , 0' ia:lki 14(, MAra* 1 ta. to _ cc- 5- 1— X40 No ,S' (co ‘4,4%-t ILI,F) r 3 KIPS 3514. .Dc- -1 3b - C0.4aHH = '� ®tn ails f E - l e ' L - t v . 5 1 f.-t 0 5' (0 ,17 ) = ? H • ti 141?-5 .5' 14- fF - i� > ►-';yi frt 3 Cc' °o4'1) 340'3 1 -I9S - 1 I • _.._•/ = 1 1 / - vV t,0447 I 1.4 LI v4 1-1.1 = 7-°1.5' 135 6, 7A = D , 6 ex: 14 44;5 cv. RC M 44 "_ V 11 c F 1: 1I71-2. S1' 0 ,(0 (St) = 1, 1S. ( :' 14- ° y- i - VIP Iei, 0,6tx C _ .2 %,°t,1,4- = r ` bp 1 (0v) 3I I O, 61:7b (3t) = Ie$, biz. 1`f 1 , V = I ✓ 7 Ins • ETABS • 15 -1- • Nishkian Dean Units = kips- inches • • • 1c'o F Pi- Pr-i l '0.1 3 0 9 : 617 8. 9 : ( 10 1 1 11 E 1 1 • 1 /._\ i . . B ...._ ............_._.........__..........._. \ j I C ...- ;...l..... \ „ 1 i I i : i . 1 1 • i 3 CC. 4:- i r i 1 1 i F ....._ t _ I • • �RqM jj • v I .• DF'116 'a i • '..4 ..../ = . ............: . ii . 1; is € �; i • \--/ I i : •••• i - I i I t ': 1 -:-,% I t , 11 lr : . C am:. K . -/ \ ....._. L' PF :Ia I 1 ti.A KK` , • I Li " • . i /6 , Y .... ...„, : : i - : : , ,.. : ! , 2 , :. • - i I .1 I : . ". . . i 1 ,„ . . • mm, . . \..../ , ,, , „ •, , : ,, : ,, , „ ,, , , , ,, , ,, i , : 3,,,,_ ,,,_, . . .• ........ (aooF *.a.15M(G troops ETABS v7.24 - File: ND432 - March 31,2004 17:40 • Plan View - STORY2 - Elevation 348 - Kip -in Units Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:18PM, 5 MAY 04 Description : Addition /Remodel rr � Scope : V — Rev. 580000 User Kw -0603678 Ver580 1-Dec-2003 Combined Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software nd432.ecwCalculations Description Braced Frame 1 -2 Footing (rAAPI Q ' ftG-vr,4riGU4,4 Fry) General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Loads Act Separately i 1 t) 4 Dimensions t Footing Size... Column Support Pedestal Sizes Distance Left 3.00 ft #1 : Square Dimension 16.00 in Dist. Betwn Cols 20.00 ft . ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 16.00 in Footing Length 27.00 ft ...Height 0.00 in Width 8.00 ft , Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... (a) Left Column (@ Right Column Dead Load 20.000 k 80.000 k Live Load . 17.000 k 47.000 k Short Term Load - 48.000 k 48.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 25.000 k 25.000 k L Summary Warning: OTM Ratio < 1.5 Length = 27.00ft, Width = 8.00ft, Thickness = 24.00in, Dist. Left - .00ft, Btwn. = 20.00ft, Dist. Right = 4.00ft Maximum Soil Pressure 3,763.94 psf Allowable 3,990.00 psf Steel Req'd @ Left 0.812 in2 /ft Max Shear Stress 57.70 psi Steel Req'd @ Center 0.812 in2 /ft ' r , Allowable 186.23 psi Steel Req'd @ Right 0.812 in2 /ft ) 8 :- . i a Min. Overturning Stability 1.468 :1 V . (D ( 0.19) _ — 7.1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 207.7 3,000.0 psf Eq. C -1 308.4 psf 3.609 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf 9.899 ft Soil Pressure @ Right End Eq. C -3 0.0 psf Dead + Live 1,890.8 3,000.0 psf Eq. C -1 2,807.3 psf 3.609 ft Dead +Live +Short Term 3,763.9 3,990.0 psf Eq. C -2 5,269.5 psf 9.899 ft Stability Ratio 1.5 :1 Eq. C -3 3,387.5 psf USA Cie) t* v . - 9 - 130 r. Title : Tigard HS Job _# ND432.00 Dsgnr: RAA Date: 6:18PM, 5 MAY 04 Description : Addition /Remodel Scope : •+ L _ q Re: 580000 V / ` User: KW- 0603678,Ver 5.8.0, 1-Dec-2003 Combined Footing Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations 1tr8y�,w -s., `b�"mmrlbvy�mR�Y"t"YNY+ »�, YrranYm�."'315a+^" .i�°XLE}!z."cu v".wwas£tm - n•'aavm�n sn- n«Aa+.^a .c a'."+YY+'+MEBCev.»± -..cgv v.s+e ammzaN ^Y91�t�:wM+zw�kJ+'WN+t "'�� - .. P'�a'tt9d& �d�.VM Description Braced Frame 1 -2 Footing Moment & Shear Summary (values for moment are given per unit width of footing ) Moments... ACI C -1 ACI C -2 ACI C -3 Mu @ Col #1 -0.07 k -ft/ft -1.11 k -ft/ft -0.71 k -ft/ft Mu Btwn Cols -46.71 k -ft/ft 25.40 k -ft/ft 15.27 k -ft/ft Mu © Col #2 12.43 k -ft/ft 24.01 k -ft/ft 15.43 k -ft/ft One Way Shears... Vn :AIIow * 0.85 93.113 psi • 93.113 psi 93.113 psi Vu @ Col #1 0.175 psi 1.032 psi 0.663 psi Vu Btwn Cols 42.686 psi 13.000 psi 6.806 psi Vu @ Col #2 15.366 psi 29.509 psi 18.970 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 18.455 psi 11.842 psi 14.963 psi Vu © Col #2 57.701 psi 50.148 psi 40.257 psi Reinforcing ( values given per unit width of footing ) il (@ Left Edge of Col #1 Between Columns (@. Right Edge of Col #2 Ru1Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 0.18 psi -0.812 in2/ft @ Top 123.50 psi -0.812 in2/ft @ Top 32.86 psi 0.812 in2/ft @ Bottom ACI C -2 2.92 psi -0.812 in2/ft @ Top 67.15 psi 0.812 in2/ft @ Bottom 63.48 psi 0.812 in2/ft @ Bottom ACI C -3 1.88 psi -0.812 in2/ft @ Top 40.37 psi 0.812 in2/ft @ Bottom 40.81 psi 0.812 in2/ft @ Bottom ACI Factors (per ACI, applied intemally to entered loads) • 1 111. ,n., - .m,�. a_F.._.....n =�<",,,, ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 it Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 6:18PM, 5 MAY 04 Description : Addition /Remodel • Scope : r —. t Rev: 580000 �/ User. KW -0603678,Ver 5.8.0, 1- Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw Calculations Description Braced. Frame 1 -2 Footing General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf . " fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Terri Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined p-f- V �� Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 3.00 ft #1 : Square Dimension 16.00 in Dist. Betwn Cols 20.00 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 16.00 in Footing Length 27.00 ft ...Height 0.00 in • Width 8.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to AC1 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... (a Left Column Ca? Right Column Dead Load 20.000 k 80.000 k Live Load 17.000 k 47.000 k Short Term Load • - 48.000 k 48.000 k Applied Shears... Dead Load k k Live Load k k ' Short Term Load 25.000 k 25.000 k Summary Footing Design OK Length = 27.00ft, Width = 8.00ft, Thickness = 24.00in, Dist. Left = 3.00ft, Btwn. = 20.00ft, Dist. Right = 4.00ft Maximum Soil Pressure 3,622.49 psf 7 Allowable 3,990.00 psf Steel Req'd @ Left 0.812 in2 /ft Max Shear Stress 70.96 psi Steel Req'd @ Center 0.812 in2 /ft Allowable 186.23 psi i Steel Req'd @ Right 0.812 in2 /ft 17 Min. Overturning Stability 1.944 :1 ✓/ Soil Pressures ` ' Soil Pressure © Left Actual Allowable ACI Factored Eccentricity Dead + Live 207.7 3,000.0 psf Eq. C -1 308.4 psf 3.609 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf 8.286 ft Soil Pressure © Right End Eq. C-3 0.0 psf Dead + Live 1,890.8 3,000.0 psf Eq. C -1 2,807.3 psf 3.609 ft Dead +Live +Short Term 3,622.5 3,990.0 psf. Eq. C -2 5,071.5 psf 8.286 ft Stability Ratio 1.9 :1 Eq. C -3 2,339.6 psf Title : Tigard HS - Job # ND432.00 Dsgnr: RAA Date: 6:18PM, 5 MAY 04 Description : Addition/Remodel Scope : L-5 - Rev: 580000 1 Pa e 2 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Combined Footing Design g (01983-2003 ENERCALC Engineering Software nd432.ecw Calculations :° Description Braced Frame 1 -2 Footing Moment & Shear Summary (values for moment are given per unit width of footing) Moments... ACI C -1 ACI C -2 ACI C -3 Mu @ Col #1 -0.07 k -ft/ft -1.11 k -ft/ft -0.71 k -ft/ft Mu Btwn Cols -46.71 k -ft/ft 20.53 k -ft/ft 7.26 k -ft/ft Mu @ Col #2 12.43 k -ft/ft 23.92 k -ft/ft 10.62 k -ft/ft One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 0.175 psi 1.032 psi 0.663 psi Vu Btwn Cols 42.686 psi 32.576 psi 10.403 psi Vu @ Col #2 15.366 psi 29.078 psi 12.928 psi Two Way Shears... Vn : Allow* 0.85 186.226 psi 186.226 psi . 186.226 psi Vu @ Col #1 18.455 psi 3.890 psi 14.963 psi Vu @ Col #2 57.701 psi 70.965 psi 41.711 psi Reinforcing (values given per unit width of footing) > ( Left Edge of Col #1 Between Columns a, Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 0.18 psi -0.812 in2 /ft @ Top 123.50 psi -0.812 in2/ft @ Top • 32.86 psi 0.812 in2 /ft @ Bottom ACI C -2 2.92 psi -0.812 in2/ft @ Top 54.28 psi 0.812 in2 /ft @ Bottom 63.24 psi 0.812 in2/ft @ Bottom ACI C -3 1.88 psi -0.812 in2/ft @ Top 19.20 psi 0.812 in2 /ft @ Bottom 28.09 psi 0.812 in2/ft @ Bottom ACI Factors (per ACI, applied intemally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C-2 ST 1.700 ACI C -3 Short Term Factor. 1.300 ....seismic = ST * : 1.100 1 • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:22PM, 5 MAY 04 Description : Addition /Remodel Scope : LID —1 -1-, Rev 580000 User KW-0603678, Ver 5.8.0, 1- Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculalions y Description •Braced Frame 3 Footing General Information • Code Ref: ACI 318 -02, 1997 UBC, 200 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf Fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in • Overburden 0.00 psf Live & Short Term Loads Act Separately Dimensions ,ta. ,.. 4 11 Footing Size... Column Support Pedestal Sizes Distance Left 2.00 ft #1 : Square Dimension 12.00 in Dist. Betwn Cols 20.00 ft ...Height 0.00 in Distance Right 3.00 ft #2 : Square Dimension 12.00 in Footing Length 25.00 ft ...Height 0.00 in Width 5.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... n. Left Column (a Right Column Dead Load . 27.000 k 45.000 k Live Load 15.000 k 15.000 k Short Term Load - 20.000 k • 20.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 20.000 k 20.000 k cl Summary fk Footing Design OK Length = 25.00ft, Width = 5.00ft, Thickness = 24.00in, Dist. Left = 2.00ft, Btwn. = 20.00ft, Dist. Right = 3.00ft Maximum Soil Pressure 2,142.85 psf Allowable 3,990.00 psf Steel Req'd @ Left 0.950 in2 /ft Max Shear Stress • 41.78 psi Steel Req'd @ Center 0.950 in2 /ft / Allowable 93.11 psi . Steel Req'd @ Right 0.950 in2 /ft . ) % 11 Min. Overturning Stability 2.350:1 1 „D 4.53 16 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 858.3 3,000.0 psf . Eq. C -1 1,257.5 psf 0.933 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf 5.764 ft Soil Pressure @ Right End Eq. C-3 0.0 psf Dead + Live 1,353.7 3,000.0 psf Eq. C -1 1,983.3 psf 0.933 ft Dead +Live +Short Term 2,142.9 3,990.0 psf . Eq. C -2 3,000.0 psf 5.764 ft Stability Ratio 2.4 :1 Eq. C -3 1,928.6 psf y q 'X ( 1 ) sk b ioP r Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:22PM, 5 MAY 04 Description : Addition /Remodel Scope: �S r'-22 Rev: 580000 User: KW-0603678, Ver580 1- Dec -2003 Combined Footing Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calcula6ons 5 Description Braced Frame 3 Footing Moment & Shear Summary (values for moment are given per unit width of footing) ' Moments... ACI C -1. ACI C -2 ACI C -3 Mu © CoI #1 0.97 k -ft/ft -0.46 k -ft/ft -0.29 k -ft/ft Mu Btwn Cols -55.72 k -ft/ft -31.90 k -ft/ft -21.45 k -ft/ft Mu © Col #2 4.79 k -ft/ft 7.72 k -ft/ft 4.96 k -ft/ft One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ CoI #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 41.778 psi 31.050 psi 18.677 psi Vu @ Col #2 5.039 psi 8.159 psi 5.245 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 21.249 psi 4.795 psi 0.343 psi Vu © Col #2 29.095 psi 28.173 psi 21.864 psi Reinforcing (values given per unit width of footing) Ca. Left Edge of Col #1 Between Columns e. Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 2.58 psi 0.950 in2/ft © Bottom 147.32 psi -0.950 in2/ft @ Top 12.67 psi 0.950 in2/ft © Bottom ACI C -2 1.21 psi -0.950 in2/ft © Top 84.34 psi -0.950 in2/ft @ Top 20.41 psi 0.950 in2/ft @ Bottom ACI C -3 0.78 psi • -0.950 in2/ft © Top 56.71 psi -0.950 in2/ft @ Top 13.12 psi 0.950 in2 /ft © Bottom ACI Factors (per ACI, applied internally to entered loads) a, + : R�l- '.ZY2A, ,,,,,,,,,^` G:"F ...Ve ewe . E Uftri^ELbWt 'fim W i.9e K,Y"s£%CWO Rb•»• • k`.Y4}_ + 'e` -.,W & ` .. T"* We S.tSfrF S we. ? F•fi ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST ` : 1.100 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:24PM, 5 MAY 04 . Description : Addition/Remodel Scope : I 5 _ f , Rev: 580000 / j "� User: KW -0603678,Ver580,1- Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculahons :...+*maam<�c.�..s: <•°ay.a±° .: v:� +aka .. _m ,:. ��;�a�,'�. : a�x�.... ...... .:- �s��*m,'�a,�,Y x Description Braced Frame 4 Footing • General Information Code R ef:. ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Loads Act Separately Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 3.00 ft #1 : Square Dimension 12.00 in Dist. Betwn Cols 20.00 ft ...Height 0.00 in Distance Right 3.00 ft #2 : Square Dimension 12.00 in Footing Length 26.00 ft ...Height 0.00 in Width 5.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... O. Left Column 0. Right Column Dead Load 42.000 k 10.000 k Live Load 18.000 k 5.000 k Short Term Load 20.000 k - 20.000 k Applied Shears... Dead Load k k Live Load k- k Short Term Load - 18.000 k - 18.000 k • Summary Footing Design OK Length = 26.00ft, Width = 5.00ft, Thickness = 24.00in, Dist. Left = 3.00ft, Btwn. = 20.00ft, Dist. Right = 3.00ft Maximum Soil Pressure 2,867.71 psf Allowable 3,990.00 psf Steel Req'd @ Left 0.950 in2 /ft -Max Shear Stress 28.71 psi Steel Req'd @ Center 0.950 in2 /ft Allowable 186.23 psi Steel Req'd @ Right 0.950 in2 /ft Min. Overturning Stability 1.703 :1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1,665.7 3,000.0 psf Eq. C -1 2,434.0 psf 3.993 ft Dead +Live +Short Term 2,867.7 3,990.0 psf Eq. C -2 4,014.8 psf 8.829 ft Soil Pressure @ Right End Eq. C -3 2,580.9 psf Dead + Live 68.1 3,000.0 psf Eq. C -1 99.5 psf -3.993 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf -8.829 ft Stability Ratio 1.7 :1 Eq. C -3 0.0 psf Li) Vg. $ IS, P r • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:24PM, 5 MAY 04 Description : Addition/Remodel Scope : LS I' Rev 580000 _ User KW -0603678,Ver5801 -Dec -2003 Combined Footing Design Page 2 F (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations 4''",,r:P_ , °•°RS^°e, & -:i e.KAfi!. . .i0.;. , ,, ,r . lAR ?Sd$!ridCWfi .. ,.. .. 1"v -,;4'4 0 S1 sr ,IY a� �.,S..S `am Description Braced Frame 4 Footing Moment & Shear Summary ( values are va es for moment ar given per unit width of footing gr Moments... ACI C -1 ACI C -2 ACI C -3 Mu @ Col #1 6.10 k -ft/ft 10.44 k -ft/ft 6.71 k -ft/ft Mu Btwn Cols -39.75 k -ft/ft 23.36 k -ft/ft 15.10 k -ft/ft Mu @ Col #2 -0.72 k -ft/ft . -1.27 k -ft/ft -0.82 k -ft/ft One Way Shears... Vn Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 6.412 psi 11.205 psi 7.203 psi Vu Btwn Cols 20.438 psi 12.713 psi 9.371 psi Vu © CoI #2 , 0.872 psi 1.307 psi 0.840 psi • Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu © Col #1 28.705 psi 25.287 psi 21.585 psi Vu © Col #2 8.581 psi 4.136 psi 6.411 psi Reinforcing ( values given per unit width of footing ) ,4 (@ Left Edge of Col #1 Between Columns Ca? Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 16.14 psi 0.950 in2/ft @ Bottom 105.09 psi -0.950 in2/ft @ Top 1.91 psi -0.950 in2/ft © Top ACI C -2 27.61 psi 0.950 in2/ft © Bottom 61.75 psi 0.950 in2/ft @ Bottom 3.35 psi -0.950 in2/ft © Top ACI C -3 17.75 psi 0.950 in2/ft © Bottom 39.92 psi 0.950 in2/ft @ Bottom 2.16 psi -0.950 in2/ft © Top ACI Factors (per ACI, applied internally to entered loads) . .,, at ma.,TTK?' a,,aa: tar... , „ i.,1p TmK:Kw,. _ . , 1.1..4 ,. 141RP,1.F ;ffi:.Srb4'Q ?R �1,... 4 :,?... ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor . 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0:900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:31 PM, 5 MAY 04 Description : Addition/Remodel Scope : Rev: 580000 User KW -0603678 Ver580 1-Dec-2003 Beam on Elastic Foundation Page 1 x (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Braced Frame 5 & 6 Footing C Frz MPrvt e 0 - t' -i* hvt i.• General Information Beam Span 43.000 ft Elastic Modulus 3,122.0 ksi Load Factoring... Depth 24.00 in Subgrade Modulus 200.00 pci Dead Loads 1.000 Width 72.00 in 1 Gross 82,944.00 in4 Live Loads 1.000 Left End Fixity Free . Beta 5.603 Short Term Loads 1.000 Right End Fixity Free Overall Factor 1.400 Load Combination DL +LL +ST Deflections Calc'd using Unfactored Loads Rotations Calc'd using Unfactored Loads Soil Pressure Calc'd using Factored Loads Point Loads m..3 Dead Load Live Load Short Term Load Location #1 69.00 k 43.00 k 50.00 k 4.000 ft • #2 . 51.00 k 22.00 k k 21.500 ft #3 60.00 k 43.00 k 50.00 k 39.000 ft Summary Max Shear 112.82 k at 38.872 ft Defl:a 0.169 in R:a 0.00 k Min Shear - 119.30 k at 4.128 ft Defl:b 0.159 in R:b 0.00 k Max Moment . 212.94 k -ft at 3.956 ft Max Defl 0.00 in at 0.000 ft Ma 0.00 k -ft Min Moment - 197.61 k -ft at 12.212 ft Min Defl -0.12 in at 0.000 ft Mb 0.00 k -ft Max Rotation 0.00072 rad at 6.192 ft Max SP 4,867.48 psf at 0.000 ft Theta:a 0.00072 rad Min Rotation - 0.00068 rad at 36.808 ft Min SP 0.00 psf at 0.000 ft Theta:b - 0.00068 rad Rotations Calc'd using Unfactored Loads Deflections Calc'd using Unfactored Loads Soil Pressure Calc'd using Factored Loads M ::: 10 t 14 , Fi - / • . ,_. H . �©(o ')( „ 44 ') ec : Z. ;2 � -�_o.� =ms' 0 ma = D ' 1 (60) C fI) (14.5-i $") Of i -0 = (� °p2 K •Pr `-7 '1. i ikA4414 saii- 1: = LIS4B �. 1 -+ L4,1 Q z rof,e3 0.33) �,F. --" Psi d 14- toe & ` -O ' 1 w (DF' 1/ " ( ) 4 • 226.T0 k 102.20 k 214.0 k 43.00 ft 0 Mmax= 212.93 k- ft at3.95ftfrom left Mmin = - 197.60 k -ft at 12.21 ft from left Dmax = 0.0000 in at 0.00 ft from left Dmin = - 0.1207 in at 0.00 ft from left RI = 0.000 k Vmax = 112.82 k at 38.87 ft from left Rr = 0.000 k Vmin = -119.29 k at 4.12 ft from left • f J' . Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:37PM, 5 MAY 04 Description : Addition /Remodel Scope: I 5 _` q� Rev: 580000 • V User: KW- 0603678,Ver5.8.0,1 -Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculafons Description Braced Frame 5 & 6 Footing dV W Vt1Z -tJ of / ePri 1-°( General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pa -93. CSC xb?.::.f.'S.1'.?'WAf9aY6L R. -... 4�NA "Y r, S4.A:.. ..:...... ,. :'?s".'�'&3°CA" Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi . Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf" Live & Short Term Loads Act Separately 4 --- I O I. . li . Dimensions Footing Size... Column Support Pedestal Sizes • Distance Left 4.00 ft #1 : Square Dimension 12.00 in Dist. Betwn Cols 35.00 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 12.00 in Footing Length 43.00 ft ...Height 0.00 in Width 6.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 if , L.. O p Vertical Loads... 0. Left Column oa Right Column Dead Load 95.000 k 85.000 k IDnV� t' . Live Load 54.000 k 54.000 k E- (o.44.7 r, t4 1 Short Term Load - 50.000 k 50.000 k ftic Applied Shears... T 5-"A . * Gz L., Dead Load k k Live Load k k Short Term Load 35.000 k 35.000 k Summary i . Footing Shear Exceeded Length = 43.00ff, Width = 6.00ft, Thickness = 24.00in, Dist. Left = 4.00ft, Btwn. = 35.00ft, Dist. Right = 4.00ft Maximum Soil Pressure 1,915.20 psf Allowable 3,990.00 psf Steel Req'd @ Left 0.950 in2 /ft Max Shear Stress 102.99 psi Steel Req'd @ Center 3.122 in2 /ft Allowable 93.11 psi Steel Req'd @ Right , 0.950 in2 /ft Min. Overturning Stability 1 2.801 :1 J Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1,500.9 3,000.0 psf Eq. C -1 2,235.3 psf 0.482 ft Dead +Live +Short Term 60.1 3,990.0 psf Eq. C -2 84.2 psf 6.730 ft Soil Pressure © Right End Eq. C-3 54.1 psf Dead + Live 1,311.6 3,000.0 psf Eq. C -1 1,953.4 psf -0.482 ft Dead +Live +Short Term 1,915.2 3,990.0 psf Eq. C -2 2,681.3 psf 6.730 ft Stability Ratio 2.8 :1 Eq. C -3 1,723.7 psf Title : Tigard HS Job # ND432.00 • Dsgnr: RAA Date: 6:41PM, 5 MAY 04 Description : Addition/Remodel • • Scope : — . Rev: 580000 Page 1 User: KW- 0603678,Ver58,0,1 -oec -2003 Combined Footing Design g (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Braced Frame 7 Footing General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic. Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Loads Act Separately 4e-- 1J0 L I v e w Ab Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 4.00 ft #1 : Square Dimension 12.00 in • Dist. Betwin Cols 20.00 ft ...Height • 0.00 in Distance Right 4.00 ft ' #2 : Square Dimension : 12.00 in Footing Length 28.00 ft ...Height 0.00 in. Width 6.00 ft • Thickness 24.00 in Loads Z Note: _ g supports 2003 IBC and 2003 NFPA 5000 b � . � � , by virtue of their � � � �. ,. . Load factorin ort references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... , • aa. Left Column O. Right Column Dead Load 83.000 k 68.000 k Live Load 52.000 k 34.000 k Short Term Load • - 60.000 k 60.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 35.000 k 35.000 k Summary Footing Design OK Length = 28.00ft, Width = 6.00ft, Thickness = 24.O0in, Dist. Left = 4.00ft, Btwn. = 20.00ft, Dist. Right = 4.00ft Maximum Soil Pressure 2,759.52 psf i Allowable 3,990.00 psf V Steel Req'd @ Left 0.950 in2 /ft Max Shear Stress 69.68 psi Steel Req'd @ Center 1.019 in2 /ft (40 - (1 • VW Allowable 186.23 psi Steel Req'd @ Right 0.950 in2 /ft Min. Overturning Stability 2.017 :1 1 a ( 0.141) 14 41 1 J ' Soil Pressures Y. . —; . ..... r.. �kl, 4G - * a 4* '.: " i' ''''' Y.. n 'a ,.. ` 'i' . ,. Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 2,121.6 3,000.0 psf . Eq. C -1 3,161.9 psf 1.155 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf 5:958 ft Soil Pressure @ Right End Eq. C-3 0.0 psf Dead + Live 1,279.8 3,000.0 psf Eq. C -1 1,907.3 psf -1.155 ft Dead +Live +Short Term 2,759.5 3,990.0 psf Eq. C -2 3,863.3 psf 5.958 ft Stability Ratio 2.0 :1 Eq. C-3 2,483.6 psf C * h -rta P 443 or CAM. SIIMMIMIIIMMAlempe, • . Title : Tigard HS Job # ND432.00 • Dsgnr: RAA . 6:41PM, 5 MAY 04 Description Addition /Remodel Scope : /(7 24==. Rev: 580000 Page 2 User. KW- 0603678, Ver5.8.0, 1- Dec-2003 Combined Footing Design (c)1983 -2003 ENERCALC Engineering Software Description Braced Frame 7 Footing Moment & Shear Summary (values for moment are given per unit width of footing) e ,%". r.@ ie=. �, ?' A: C..: wF3Krfr' rv+t.�}i,5t!„w"��:.;S�T.`�?�t;.F a Moments... ACI C -1- ACI C -2 ACI C -3 Mu @ Col #1 16.56 k -ft/ft -2.49 k -ft/ft -1.60 k -ft/ft Mu Btwn Cols -89.42 k -ft/ft -50.93 k -ftlft -33.76 k -ft/ft Mu @ Col #2 9.52 k -ft/ft • ' 20.03 k -ftlft 12.68 k -ftlft . One Way Shears... - • Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 19.779 psi 2.957 psi - 1.901 psi Vu Btwn Cols 64.483 psi 52.093 psi 31.171 psi Vu @ Col #2 11.226 psi 24.136 psi 15.516 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi • Vu @ Col #1 69.681 psi • 12.874 psi 0.134 psi . Vu @ Col #2 52.865 psi 59.205 psi • 49.317 psi Reinforcing (values given per unit width of footing ) (a . Left Edge of Col #1 Between Columns as Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi ' As Req'd Ru /Phi As Req'd ACI C -1 43.78 psi 0.950 in2/ft © Bottom 236.42 psi -1.019 in2/ft . @ Top 25.16 psi 0.950 in2/ft @ Bottom ACI C -2 6.57 psi -0.950 in2/ft @ Top 134.65 psi -0.950 in2/ft @ Top 52.96 psi 0.950 in2/ft @ Bottom ACI C -3 4.23 psi . -0.950 in2/ft @ Top 89.25 psi -0.950 in2/ft © Top 34.05 psi 0.950 in2/ft © Bottom 1.451 Factors (per ACI, applied intemally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor . 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 . ....seismic = ST * : 1.100 Dsgnr: RAA Date: 6:41PM, 5 MAY U4 Description : Addition/Remodel Scope: L-S — Z 1 Rev: 580000 Page 1 User. KW -0603678,Ver 5.8.0, 1- Dec -2003 Combined Footing Design (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations �amwur, -.« v., aa...,..,. wmmu,- d.w:^m^�ny..�- .,ss»+srewxwk -.•- mesa -v ..yo-,. —n..� a.q..<mrs .. - Ww>v*. �ts�,:: r:, -w� — "" -. m.-. ce, �7 7- xr- r» x+:.° n�. a- e, x- w.nan•:x.�- aac�%axe..+�,w.�x rsay.�..�:am:a�.rr Description Braced Frame 7 Footing • General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing • 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined 4- (i4 15 (..0 440 l /./G (.IA.p Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 4.00 ft #1 : Square Dimension 12.00 in - - - - Dist. Betwn Cols 20.00 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension . 12.00 in Footing Length .28.00 ft ...Height 0.00 in Width 6.00 ft ' Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... Coil Left Column 0 Right Column Dead Load 83.000 k 68.000 k ■ • Live Load 52.000 k 34.000 k Short Term Load - 60.000 k 60.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 35.000 k 35.000 k Summary 1 Footing Design OK Length = 28.00ft, Width = 6.00ft, Thickness = 24.00in, Dist. Left = 4.00ft, Btwn. = 20.00ft, Dist. Right = 4.00ft 1 Maximum Soil Pressure 2,988.98 psf / Allowable 3,990.00 psf V Steel Req'd @ Left . 0.950 in2 /ft / Max Shear Stress 75.89 psi Steel Req'd @ Center 1.019 in2 /ft i Allowable 186.23 psi /' Steel Req'd @ Right 0.950 in2 /ft Min. Overturning Stability 2.892 :1 V Soil. Pressures Soil Pressure @ Left • Actual Allowable ACI Factored Eccentricity Dead + Live 2,121.6 3,000.0 psf Eq. C -1 3,161.9 psf 1.155 ft Dead +Live +Short Term 412.4 3,990.0 psf Eq. C -2 577.4 psf 3.535 ft Soil Pressure @ Right End Eq. C-3 259.5 psf Dead + Live 1,279.8 3,000.0 psf Eq. C -1 1,907.3 psf -1.155 ft Dead +Live +Short Term 2,989.0 3,990.0 psf Eq. C -2 4,184.6 psf 3.535 ft Stability Ratio 2.9 :1 Eq. C -3 1,880.4 psf • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:41PM, 5 MAY 04 Description : Addition /Remodel Scope : 1 -?-2/ - Rev 580000 V P User: KW -0603678,Ver5.8.0,1 -oec -2003 Combined Footing Design Page 2 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw.Calculations Description Braced Frame 7 Footing Moment & Shear Summary ( values for moment are given per unit width of footing) • Moments... ACI C -1 ACI C -2 ACI C -3 Mu @ Col #1 16.56 k -ft/ft 1.97 k -ft/ft 0.40 k -ft/ft Mu Btwn Cols -89.42 k -ft/ft -83.59 k -ft/ft -35.56 k -ft/ft Mu © Col #2 9.52 k -ft/ft 22.22 k -ft/ft 9.51 k -ft/ft . One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 19.779 psi 2.089 psi 0.367 psi Vu Btwn Cols 64.483 psi 74.175 psi 27.080 psi Vu © Col #2 11.226 psi 26.680 psi 11.417 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu © Col #1 69.681 psi 37.509 psi 1.008 psi Vu @ Col #2 52.865 psi 75.892 psi 50.561 psi Reinforcing ( values given per unit width of footing ) � ,,, �� , .. 13 imi - ,,,,: .. n - , , (a7 Left Edqe of Col #1 Between Columns @.. Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 43.78 psi 0.950 in2/ft @ Bottom 236.42 psi -1.019 in2 /ft © Top 25.16 psi 0.950 in2/ft @ Bottom ■ ACI C -2 5.21 psi 0.950 in2 /ft @ Bottom 221.02 psi -0.950 in2/ft © Top 58.76 psi 0.950 in2/ft © Bottom ACI C -3 1.07 psi 0.950 in2/ft @ Bottom 94.01 psi -0.950 in2/ft © Top 25.13psi 0.950 in2/ft @ Bottom ACI Factors (per ACI, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 ■ r • Title : Tigard HS • Job # ND432.00 • Dsgnr: RAA Date: 6:43PM, 5 MAY 04 Description: Addition /Remodel Scope : I , •- 2 lJ J Rev: 580000 User. KW -0603678,Ver5.8.0,1 -Dec -2003 Combined Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Braced Frame 8: Footing General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in ' I Overburden 0.00 psf Live & Short Term Loads Act Separately: 1 " D I't 0 6 w Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 4.00 ft #1 : Square Dimension 12.00 in Dist. Betwn Cols 25.50 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 12.00 in Footing Length 33.50 ft ...Height 0.00 in Width 8.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 1 Vertical Loads... (a Left Column Right Column • Dead Load 23.000 k 21.000 k Live Load 30.000 k 33.000 k Short Term Load - 60.000 k 60.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 35.000 k 35.000 k Summary Warning: OTM Ratio < 1.5 Length = 33.50ft, Width = 8.00ft, Thickness = 24.00in, Dist. Left = 4.00ft, Btwn. = 25.50ft, Dist. Right = 4.00ft Maximum Soil Pressure 3,131.16 psf 1 Allowable 3,990.00 psf Steel Req'd @ Left 0.950 in2 /ft Max Shear Stress 35.77 psi Steel Req'd @ Center 0.950 in2 /ft Allowable 186.23 psi Steel Req'd @ Right . 0.950 in2 /ft • Min. Overturning Stability 1.206 :1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 680.7 3,000.0 psf Eq. C -1 1,022.7 psf 0.069 ft Dead +Live +Short Temi 0.0 3,990.0 psf Eq. C -2 0.0 psf 13.511 ft Soil Pressure © Right End Eq. C -3 0.0 psf Dead + Live 697.8 3,000.0 psf Eq. C -1 1,048.3 psf 0.069 ft Dead +Live +Short Term 3,131.2 3,990.0 psf Eq. C -2 4,383.6 psf 13.511 ft Stability Ratio 1.2 :1 Eq. C -3 2,818.0 psf Vt 5 p (t) 8 r+-12, Title : Tigard HS Job # ND432.00 ' Dsgnr: RAA Date: 6:43PM, 5 MAY 04 Description : Addition /Remodel Scope : tS -21 Rev 580000 User KW -0603678,Ver 5.8.0, 1-Dec-2003 Combined Footing Design Page 2 . (c)1983 -2003 ENERCfLLC Engineering Software nd432.ecw:Calculations i�s:.?; - �cac= �3r- r3.'!'.' an vwsa�:ID�.::... ,w ...' .. .. .,. ..�..�:�.:�� ,.. �.� ... • :... ;..... ..:.:. �°��'�:^k�- Description Braced Frame 8 Footing Moment & Shear Summary (values for moment are given per unit width of footing ) ..:..vr*:m ; =sx- ;:;•.RC «�:r?.... _:rev mezn'..>:s.+. Moments... ACI C -1 ACI C -2 ACI C -3 Mu © Col #1 3.78 k -ft/ft -2.49 k -ft/ft -1.60 k -ft/ft Mu Btwn Cols -46.13 k -ft/ft 37.89 k -ft/ft 24.42 k -ft/ft Mu @ Col #2 3.93 k -ft/ft 21.14 k -ft/ft 13.59 k -ft/ft One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 4.496 psi 2.957 psi 1.901 psi Vu Btwn Cols 27.703 psi 18.501 psi 10.545 psi Vu @ Col #2 4.673 psi 26.027 psi 16.732 psi Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi • 186.226 psi Vu @ Col #1 29.514 psi 18.320 psi 22.171 psi Vu @ Col #2 30.322 psi 35.768 psi • 34.251 psi Reinforcing ( values given per unit width of footing ) Ca. Left Edge of Col #1 Between Columns 0 Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 10.00 psi 0.950 in2/ft @ Bottom 121.96 psi -0.950 in2 /ft @ Top 10.39 psi 0.950 in2/ft © Bottom ACI C -2 6.57 psi -0.950 in2/ft @ Top 100.18 psi 0.950 in2/ft @ Bottom 55.89 psi 0.950 in2/ft @ Bottom ACI C -3 4.23 psi -0.950 in2/ft @ Top 64.58 psi 0.950 in2/ft @ Bottom 35.93 psi 0.950 in2/ft @ Bottom ACI Factors (per ACI, applied intemally to entered loads) hie ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1.& C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:43PM, 5 MAY 04 Description : Addition /Remodel Scope : I S Rev: 580000 User: KW-0603678, Ver 5.8.0, 1- Dec -2003 Combined Footing Design Page 1 t (c)1983-2003 ENERCALC Engineering Software nd432.ecw :Calculations kV. Y. e' F.. E4+"' 3CT. F', 4R3.` .5'rTU"BiRHI.r&PF:'P�e..w'T,. ;.. "Li NON= rPsa?±✓�P �$fi..t rsa.,,°3'E.fi7'.fi::&kYi;e'"f3. - -, ^..`. M' i. CC `W3S�..P?.iiiZnr.tA::%^'e':'". Description Braced Frame 8 Footing • General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 • Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0033 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in ` J t7 (.01 V c t-, • Overburden 0.00 psf Live & Short Term Load Combined -------- V Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 4.00 ft #1 : Square Dimension 12.00 in Dist.*Betwn Cols 25.50 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 12.00 in Footing Length 33.50 ft ...Height 0.00 in Width 8.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Vertical Loads... Ca? Left Column Ca? Right Column Dead Load 23.000 k 21.000 k Live Load 30.000 k 33.000 k Short Term Load - 60.000 k 60.000 k Applied Shears... Dead Load k k Live Load k k Short Term Load 35.000 k 35.000 k • Summary Footing Design OK Length = 33.50ft, Width = 8.00ft, Thickness = 24.00in, Dist. Left = 4.00ft, Btwn. = 25.50ft, Dist. Right = 4.00ft Maximum Soil Pressure 2,014.76 psf • Allowable 3,990.00 psf Steel Req'd @ Left 0.950 in2 /ft Max Shear Stress 54.38 psi Steel Req'd @ Center 0.950 in2 /ft Allowable 186.23 psi Steel Req'd @ Right 0.950 in2 /ft Min. Overturning Stability 1..739 :1 Soil Pressures g. Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 680.7 3,000.0 psf Eq. C -1 1,022.7 psf 0.069 ft Dead +Live +Short Term 0.0 3,990.0 psf Eq. C -2 0.0 psf 9.110 ft Soil Pressure @ Right End Eq. C-3 0.0 psf Dead + Live 697.8 3,000.0 psf Eq. C -1 1,048.3 psf 0.069 ft Dead +Live +Short Term 2,014.8 3,990.0 psf Eq. C -2 2,820.7 psf 9.110 ft Stability Ratio 1.7 :1 Eq. C -3 1,194.9 psf. • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 6:43PM, 5 MAY 04 Description : Addition /Remodel Scope: -^ [moo - Rev 580000 Page 2 User KW-0603678 Ver580 1 Dec-2003 Combined Footing Design g tir (c)1983-2003 ENERCALC Engineering Software nd432.ecw:Calculations Description Braced Frame 8 Footing Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI C -1 ACI C -2 ACI C-3 Mu @ Col #1 3.78 k -ft/ft -2.49 k -ft/ft -1.60 k -ft/ft Mu Btwn Cols -46.13 k -ft/ft -31.11 k -ft/ft -11.09 k -ft/ft Mu © Col #2 3.93 k -ft/ft 13.91 k -ft/ft 5.35 k -ft/ft One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu © Col #1 4.496 psi 2.957 psi 1.901 psi Vu Btwn Cols 27.703 psi 33.445 psi 8.116 psi Vu © Col #2 4.673 psi 16.784 psi 6.461 psi Two Way Shears... Vn : Allow * 0.85 • 186.226 psi 186.226 psi 186.226 psi Vu © Col #1 29.514 psi 2.560 psi 22.171 psi Vu © Col #2 30.322 psi 54.377 psi 36.523 psi Reinforcing (values given per unit width of footing ) (il Left Edge of Col #1 Between Columns a(i Right Edge of Col #2 Ru /Phi As Req'd Ru /Phi As Req'd Ru /Phi As Req'd ACI C -1 10.00 psi 0.950 in2/ft © Bottom 121.96 psi -0.950 in2/ft @ Top 10.39 psi 0.950 in2/ft © Bottom ACI C -2 6.57 psi -0.950 in2/ft © Top 82.26 psi -0.950 in2 /ft @•Top 36.78 psi 0.950 in2/ft @ Bottom ACI C -3 4.23 psi -0.950 in2/ft © Top 29.32 psi -0.950 in2/ft @ Top 14.14 psi 0.950 in2/ft © Bottom ACI Factors (per ACI, applied internally to entered loads) ,,, .,;!m ; mrs ?a c ,, , n; r .,s s ,, s e a wawrom. :ro, ''S'AMr, , ....• r. •+a 3�...." . ACI C -1 & C -2 DL • 1.400 ACI C -2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 • • N I S H K I A N DEAN JOB Tigard HS SHEET NO. LS --`2--1.--- OF CONSULTING AND STRUCTURAL ENGINEERS - CALCULATED BY 'RAA DATE : `I�p 4..-.1 '9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE \ . . (503) 274 -1843 FAX (503) 273 -5696 • A NCHOR BOLT GROUP. DESIGN - 97 UBC Section 1923 BF -1,2 . • Omega =2:2 • Pu = 120 kips (tension) Special Inspection = A Y (Y /N) • Vu = ,_ - 8 0 k (Shear) Embedded in Tension Zone 11,8M CON) LF * Pu = 120 kips (Tension) Additional Load Factor (LF)= 1 LF * Vu =. 80 kips (Shear) A.B. Type = Flt:POWS fc = 3000 ' psi • 0 1r de4 X X de2 tut = � 75 ks X = 1`0 0 7 y Bolt Dia.(de) _ . 1 3 • i • 4) _ 1.0 _ Eff. Bolt Area(Ab) = 0.76 i C 06' O J a • Footing Depth (h)= z v 24 - p i . A.B. Embedd = 18; in - -- ; 1 r . A.B. Spcg "X" Dir = " 8 it in Edge Dist (d X 24 =in A.B. Spcg "Y" Dir = 8 in in Dist (d 074 in e --- - o .:� # of A.B. "X" Dir = 3 ? Edge Dist d e3)= 224 in # of A.B. "Y" Dir = 2 Edge Dist (d . Liggliaz4 in i EDGE OF CONC co # Tension AB ;ROAMS • # Shear AB iiiWaivAll PLAN' Total A.B. _ • t _._ -.:::. . Tension Strength hmin = 22 in Ap = 2288 in Pss = 0.9 Ab fut = 206 kips < -- Governs 4) Pc = 4) X 4 Ap fc = 501 kips • Shear Strength Is loaded edge dist greater than 10 diameters away? = F , , y� (Y /N) Vss = 0.75 Ab fut = 258 kips 4) Vc = 4) 800 Ab X fc ° • 5 = 201 kips < -- Governs 4) 27E d e 2 X. fc Combined Tension & Shear Equations • (1 / 4) )(Pu /Pc) = 0.58 < 1.00 OK (1 / 4))(Vu /Vc) = 0.40 < 1.00 OK (1 / 4) )[ (Vu/Vc) /3 + (Pu /Pc)513 ] = 0.62 < 1.00 OK • (Vu/Vc) + (Pu /Pc) 0.50 . < 1.00 OK • • USE (6) 1.125 inch Dia. GD GD55 Anchor Bolts • • N I S H. K I A N DEAN JOB Tigard HS • SHEET NO. 1 - 25. OF . CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE s - ; _a -k -1 9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 ANCHOR BOLT GROUP DESIGN - 97 UBC Section 1923 BF - 3,4 Omega =2.2 Pu = X50 kips (Tension) Special Inspection = Y T y (Y /N) Vu = 65 kips (Shear) _ Embedded in Tension Zone N , (Y /N) • LF * Pu = 50 kips (Tension) Additional Load Factor (LF)= 1 LF * Vu = 65 kips (Shear) G A: B. Type = k ij D55 fC = 30,,00 4psl . de4 X 1 X del fut = 4 75 y ksi X _ , X1.0 k Bolt Dia.(db) = 1 = i n _ , , 10 in - Eff. Bolt Area(Ab) = 0 76 in e-- 0- _ —. -0 —_ Footing Depth (h)= 24 = in • . A.B. Embedd = 18 in - - - r A.B. Spcg "X" Dir = O t ;t8 . 0 in Edge Dist (d = 24 in i I O I I A.B. Spcg "Y" Dir g 8 in Edge Dist (de2 2 4 e---0)-----0 I in • # of A "X" Dir = .' 3 Edge Dist de3)= 24 in . # of A.B. "Y" Dir = 2 . • Edge Dist (d :4:6, in , EDGE OF COMIC #Tension ABA 4 # Shear AB ° 6 PLAN Total A.B._._ 6 Tension Strenath hmin = 22 in AP = 2288 in Pss = 0.9 Ab fut = 206 kips < -- Governs 4)Pc= 04Apfc 501 kips ' Shear Strength Is loaded edge dist greater than 10 diameters away? = . ,, . (Y /N) 1 Vss = 0.75 Ab fut = 258 kips 4) Vc = 4) 800 Ab X. fc ° • 5 = 201 kips < -- Governs 4> 27t d ? fc Combined Tension & Shear Eauations (1 / 4) )(Pu /Pc) = 0.24 < 1.00 OK (1 / 4) )(Vu/Vc) = 0.32 < 1.00 OK (1 / ( )( (Vu/Vc) /3 + (Pu /Pc) /3 ) = 0.25 < 1.00 OK • (Vu/Vc) + (Pu /Pc) 0.16 < 1.00 OK USE (6) 1.125 inch Dia. GD GD55 Anchor Bolts N I S H K I A N DEAN . JOB Tigard HS • SHEET NO. (./ '" 'L1 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE j! ,'' �o 1 -1 9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 ANCHOR BOLT GROUP DESIGN - 97 UBC Section 1923 BF - 5,6 Omega =2.2 Pu = W a 75 JkA kips (Tension) Special: Inspection = ' Y (Y /N) Vu = foktowy kips (Shear) • Embedded in Tension Zone N (Y /N) LF * Pu = 75 • kips (Tension) Additional Load Factor (LF)= 1 .LF * Vu = 105 kips (Shear) • . A.B. Type = I M GD55 fc = 3000 . ;psi de X X del f = > 7 ksi a, _ k ' 10 � 1© _ �- Bolt Dia.(db) = `1 113f =in S' = Eff. Bolt Area(Ab) = f 0.76 i n 2 Cg? ®— Footing Depth (h)= 24 i s A.B. Embedd = x ;1'8 , -, in - - >- A.B. Spcg "X" Dir.= 8 ^ in Edge Dist (d 2.4 in i 0 A.B. Spcg "Y" Dir = 8�, K in Edge Dist (d 24w d ' in — e}-, —= # of A.B. "X" Dir = 3 � ' Edge Dist d g 24 Sin Edge Dist (d = � 24� n d i # of A.B. "Y" Dir = 2 0 „„ ., EDGE OF CONC "', -o , # Tension AB 4, • # Shear AB 145ttli P LA Total A.B. _ •. 6 F__: • Tension Strength . hmin = 22 in Ap = 2288 in . - • Pss = 0.9 Ab fut = 206 kips <-- Govems . ¢:Pc= 4??4Apfa' = '501 • Shear Strength • Is loaded edge dist greater than 10 diameters away? = y tl (Y /N) Vss = 0.75 Ab fut = 258 kips (I) Vc = ( .800 Ab X fc ° ' s = 201 kips < -- Govems • 27t d ?,. fco.s = Combined Tension & Shear Equations . (1 /4) )(Pu /Pc) = ' 0.36 < 1.00 OK (1 / 4) )(Vu/Vc) = 0.52 < 1.00 OK (1 / 4!)[ (Vu/Vc) + (Pu /Pc) 1 = 0.53 < 1.00 OK (Vu /Vc) + (Pu /Pc) 0.41 < 1.00 OK USE (6) 1.125 inch Dia. GD GD55 Anchor Bolts • • NISHK1AN DEAN JOB Tigard HS SHEET NO. • 1-5 ! � Q OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 9'_'3 --0 -1 9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 ANCHOR BOLT GROUP DESIGN - 97 UBC Section 1923 BF - • • Omega =2.2 Pu = fiZOSSi kips (Tension) Special Inspection = Y (Y /N) Vu = 1, 126 k (Shear) Embedded in Tension Zone PN (Y /N) LF * Pu = 75 kips (Tension) Additional Load Factor (LF)= 1 LF Vu = 126 kips (Shear) A.B. Type = • ZitairOM - fc = P 300 0 psi de4 X X del f, wt _ 75 ksi = 10 1 Bolt Dia.(db) = 4 1 1 3x 'in . 4.= AMPRE3 -0 Eff. Bolt Area(Ab) = 0.76 i n 2 e--e----e- ' • Footing Depth (h)= 24 4 in . A.B. Embedd = �<= 18 in ; - ; r • A.B. Spcg "X" Dir = ! 8 :in Edge Dist (d 24 in ' 0 ' A.B. Spcg "Y" Dir = - 8 in Edge Dist (d r' 24 in -- O • ' # of A.B. "X" Dir = , 3 Edge Dist de3)= 241 ' in it-of A.B. "Y" Dir = ry 2 Edge Dist (c1,4)--- :: in EDGE OF CONC # Tension AB 4 # Shear AB 6 ' P LAN 5 ' " Total A.B. _ s ,; Tension Strength - hmin = 22 in ' • Ap = 2288 in . Pss = 0.9 Ab fut = 206 kips < -- Governs . 4) Pc = 4) ?4Apfc 501 kips Shear Strength Is loaded edge dist greater than 10 diameters away? = • naltil (Y /N) • Vss = 0.75 Ab fut = 258 kips 4 Vc = 4) 800 Ab X. fc ° ' 5 = 201 kips < -- Governs 4) 27td ?fc = Combined Tension 8& Shear Eauations (1 / 4) )(Pu /Pc) = 0.36 < 1.00 OK (1 / 4) )(Vu/Vc) = 0.63 < 1.00 OK • (1 / 4) )[ (Vu/Vc) + (Pu /Pc)s/3 ] = 0.65 .< 1.00 OK . • (Vu/Vc) + (Pu /Pc) ' 0.53 < 1.00 OK USE (6) 1.125 inch Dia. GD GD55 Anchor Bolts • N I S H K I A N DEAN JOB Tigard HS SHEET NO. 7 --3 ( OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE S.— 4 — ` WASHINGTON ST. STE. 720, PORTLAND, OR 97204.. DATE (503) 274 -1843 FAX (503) 273 -5696 . ANCHOR BOLT GROUP DESIGN - 97 UBC Section 1923 BF -8 Omega =2.2 Pu = 140 kips (Tension) Special Inspection = . Y f _ (Y /N) Vu a,,. Y2 k (Shear Embedded in Tension Zone w ` N t b (Y /N) LF * Pu = 140 kips (Tension) Additional Load Factor (LF)= 1 • LF * Vu = 120 kips (Shear) A.B. T e = GD55' fc = 3000 ' psi YP ; 1 i fut = 75 y ?ksi a = 0 de4 X X de • Bolt Dia.(db) =. 1.13 in 4 = ,i 1.0 , t . + - Eff. Bolt Area(Ab) 0 76 in e e 0° Footing Depth (h)= 24 in s A.B. Embedd = OF5 18 in • • 1 • A.B. Spcg "X" Dir = s g 88 � i n Edge Dist (d 2�4 I n i 0 A.B. Spcg "Y" Dir = 8 in E dge Dist (d i _ 24 ; in -- # of A.B. "X" Dir = .� �� Edge Dist"d 24�� in # of A.B. "Y." Dir = l 2 Edge Dist (d 24� ,d in - EDGE OF CONC 5 ns # Tension AB 4 ; ` ,. # Shear AB 6 N P LA \ r Total A.B. = 5 6 _ Tension Strength hmin = 22 in • Ap = 2288 in Pss = 0.9 Ab fut = 206 kips < -- Governs ¢ Pc = 42 4Apf 501 kips Shear Strength Is loaded edge dist greater than 10 diameters away? = y (Y /N) Vss = 0.75 Ab fut = 258 kips 4 Vc = 4 800 Ab ? f c ° ' S = 201 kips < -- Governs 4 27t d A, fc°.5 = Combined Tension & Shear Equations (1 / 4) )(Pu /Pc) = 0.68 < 1.00 OK (1 / 4)(Vu/Vc) = 0.60 < 1.00 OK (1 / do[ (Vu /Vc) + (Pu /Pc) ] = 0.95 < 1.00 OK (Vu/Vc) + (Pu /Pc) 0.82 < 1.00 OK USE (6) 1.125 inch Dia. GD GD55 Anchor Bolts • N 1 S H KC I A N DEAN JOB Tigard HS SHEET NO. L-5 -3 Z OF • CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE C �4 -1 —o 4 9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 ANCHOR BOLT.GROUP DESIGN - 97 UBC Section 1923 BF - Omega =2.2 • Pu = 25 kips (Tension) Special Inspection = . Wiri0-in 071\1) Vu = i ,,, 80:=t kips (Shear) Embedded in Tension Zone fig^ N(Y /N) LF.* Pu = 25 kips (Tension) Additional Load Factor (LF)= 1 LF * Vu = 80 kips (Shear) GD55 fc = 3000 psi . A.B. Type = de4 X X de2 1. f = X75 ksi = 1.0 y fut = t a � J 8 • Bolt Dia.(db) = F 75 in 4 = -. �- 0 Eff. Bolt Area(Ab) =,U 4 M 62 ' i n ` Tens �� - . _Eff. Bolt Area A f 0.600 `in Shear Footing Depth (h)= <72 5 Y ,". in ; i" s r • A.B. Embedd = 18 in Q 4 A.B. Spcg "X" Dir = X14 in Edge Dist (d �5.5 * . -- 0 0 A.B. Spcg "Y" Dir = 7 in Edge Dist (d 24 in # of A.B. "X" Dir = 11:1;741,;F:,- Edge Dist d i 111 in EDGE OF CONC # of A.B. "Y" Dir = 2 i Edge Dist (d 11 i n . #-Tension AB �4 wk r LA N # Shear AB ' 1 A.B. = 4 • on Strength hmin = 21.5 in • Ap = 1010.5 in . • Pss = 0.9 Ab fut = • 125 kips < -- Governs 4) Pc= 4)k4Apfc ° ' 5 = 221 kips • Shear Strength Is loaded edge dist greater than 10 diameters away? = y (Y /N) .Vss = 0.75 Ab fut = 135 kips 4) Vc = 4) 800 Ab ? fc = 105 kips < -- Governs 4) 27t d e 2 X,fc °s = Combined Tension & Shear Equations (1 / 4))(Pu /Pc) = 0.20 < 1.00 OK (1 /_4))(Vu/Vc) = 0.76 < 1.00 OK (1 / 4) )[ (Vu/Vc) + (Pu /Pc) /3 ] = 0.70 < 1.00 OK • (Vu/Vc) -+ (Pu /Pc) 0.62 < 1.00 OK USE- (4) 0.875 inch Dia. GD GD55 Anchor Bolts N I S H K I A N • DEAN JOB Tigard HS SHEET NO. v 1 /S -- 3 r)2 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 5 ,.3 �—( '9 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 ANCHOR BOLT GROUP DESIGN - 97 UBC Section 1923 BF -10 . • Omega =2.2 . Pu = 0 kips (Tension) Special Inspection = P Y` (Y /N) C Vu = ; 10µ35 kips (Shear) Embedded in Tension Zone F N (Y /N) LF * Pu = 0 kips (Tension) Additional Load Factor (LF)= 1 LF * Vu = 35 kips (Shear) • A.B. Type = ,GD55 fc = 3000 a?l psi r de4 X X d f _ ! 75 p SS A i ksi X. _ ' ` a Bolt Dia.(db) = >4 0 875 in 4 ... = A .a I a Eff. Bolt Area(Ab) y 0 4 62; 1 i n 2 Tens 9 -- e --- 0 — Eff. Bolt Area(Ab) = �0 600 `? i n Z Shear i Footing Depth (h)= r 181 in - -- J >- A.B. Embedd = 12 i n I p I A.B. Spcg "X" Dir = 1 y Edge Dist (d = - 5' in - A.B. Spcg "Y" Dir = 7 din • Edge Dist (d ' , 24 ; in # of A.B. "X" Dir = W > 2 � `' Edge Dist d 41 in btrAtitr ,i,...K:-.1, -1..m. . r EDGE OF CONC -0 # of A.B. "Y" Dir = nitggitO Edge Dist (d Iii; in # Tension AB 4 ``� P LA N # Shear AB - 4V i- 'I A.B. = * ;;:4 ..' .: ;_ ion Strength hmin = 15.5 in • Ap = 869.5 in Pss = 0.9 Ab fut = 125 kips < -- Governs 4) Pc = iii X4Apfc 190 kips • Shear Strength Is loaded edge dist greater than 10 diameters away? =' _ ny ` t(Y /N) Vss = 0.75 Ab fut = 135 • kips 4) Vc = 4 800 Ab X f C ° ' s = 105 kips <-- Govems 427cd Xfc Combined Tension & Shear Equations - (1 / ( )(Pu /Pc) = 0.00 < 1.00 OK (1 / e )(Vu/Vc) = 0.33 < 1.00 OK (1 / 4) )[ (Vu /Vc) + (Pu /Pc) ] = 0.16 < 1.00 OK (Vu /Vc) + (Pu /Pc) 0.11 < 1.00 OK USE (4) 0.875 inch Dia. GD GD55 Anchor Bolts • c./s — 3‘--( .ETABS Engineer P-A14 Project -17.1 A.CW H S Subject 13F D E514 i rl UBC97 -ASD S TE EL SECTION CHECK U n it s Kip -i , Level: STORY1 Element D10 Station Loc:I103 228 Sec IDS TS5X5X57L.6 ; Elenlent - TyPe Special ''Concentrically Braced ( Classification:' - Seismic_ 1 i 1 - •-•••• L .206. 456 . A - 5 610 Y22= 20 i3320 10 g, 11 V 1 ... 5i�`.. 1 ......... ........ • -- s22 ; 8 s33 8 X940 r22-1.8;83 t r33 =1.893 -- - -- w . - E= 29000.000; fy= 46;000' RLLF =1 000 -EQF 1....600 P M33 -M22 Demand /Capacit Ratio. is - - - 0 67 -6 0161 -9 0.0 + .000 y 1 0., p ...._..:STRESS :..CHECK._ FORCES...... &.._MOMENTS '....., , -_ .... : P .._........ M33 ..eM22 < 1..v2 V3.: _Combo _.;__COMBS 43;...480 4....917 102 0 001 3 209E -04 AXIAL FORCE_& BIAXIAL MOMENT DESIGN (H1 -1), , fa Fa Ft • Stress ;Allowable Allowable ;Axial 7 >750 ' . ,12.529 , 27 ;600 ;... •tb • : . Fb Fe Cm •I K._ !II L Cb • 1 _.. 1. __.. Stress "Allowable Allowable Factor :Factor `Factor Factor Major Bending 1 0:.6•2 27:600 12'552 1`:000 i 1 000 : 1.'000 e ': Minor Bending I 01.000 i I 127. 600 i I 12:552 1:.000 1 1.000 i 1. 00,0 SHEAR DESIGN 1 i 1 t . fir '..._. FV ........... , Stress Stress ' Allowable :Ratio Major -Shear •1..4.,.683E 04 .18..,400._.._._.2 545E -05 Minor:... Shear . ...:........,.1....0275 04 1.418 4.0.Q. :.........5. 5.8.2.E -06 < ...:._ ' END REACTION AXIAL!FORCES . Left; End Load . Right End i 1 ii,oad Reaction Combo Reaction • .... Combo, 8 COMB10 - 82:354 COMB10 ETABS v7.24 - FiHe:ND432 - Kip -in Units May 4,2004 14:35 • ETABS Steed "Design . Engineer T A • • Project ? 16 t S ' • Subject 13 Pmt &714 !CDC4'7-ASDI STEEL SECTION CHECK Units Kip in : 11 ill Level: STORY2 :Element: D11 Station Lob : 108 167 Section ID= TS5X5X5716 Element • Type Special Concentrically Braced Classification "Seismic 11;421'6.3331 ..... A 5 610 L22 20 100 133 =20 100_ : • - - s22 ; &':040 ' 533 B. *0 r22 1.89.3 r33=1 '893 I3P I ��/ E = 29000.000; fy= 46:000 ,RLLF= 1..000 .. 1 .,. 000 >, . • -.P M33 -M22. DemandfCapacity Ratio;is 0 571 0 + 0 + 0.000 - -. G, , 0 STRESS ..CHECK FORCES.. &.MOMENTSi..._ P s ...... :....... M3 -- ..- ...... .....: M22 .. .V2 ii _V3 . •....... • „ Combo ;...COMBS.__„ - 33!. 5152._ ;0:000 r-51. 347E 104 4.956E 04 AXIAL FORCE :& BIAXIAL MOMENT DESIGN (H1 -1) ; • i fa Fa Ft . .....:...... Stress i Allowable : Allowable ' :Axial: ..... 5. ;..... . 11 432 ; ..... 27 600 I I ; r fb ' Fb . _._..... Fe Cm Kil L Cb Y Stress Al Allowable Factot :'Factor Factor Factor Major B.endin g 0;:641 i . 27:600 ` 11:432 1;:000 : 1 000 2.000 1':000 Minor Bending : 01.0:00 27.600: 11:.432 1:.000 1.000 1.000' SHEA.R....DES I ;...... -i • f ,. ..... Fg _ .......... ....Stress Stress Allowable Ratio • • _- .'Major Shea 1 ..1.1...711E-04 ...... 1 '_1B - 400_:- _.._9- 4299E - 06, . _ . -. 4Minore...Shear :.........1.._. 04... :1.8_...400 ;......_8..619,E. -.06 END :REACTION AXIAL FORCES ; , Left: End ._. Load Load Reaction Combo Reaction Combo.., 62:.039 1 1 I COMB10 1 i-14753 ; COME1Q • • • ii ii! ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:35 • • . 1i) — 3 • • E Steel Design Engineer (" 4 A Project 1161 gcl--f7 14 4 ) Subject RRF 1 .4 65 • UBC97- ASD ;STEEL SECTION CHECK Units Kip -in ;Level: STORYI Element: D6` Station Loc • 03:228 ; Section ID:'TS5X5X5y16 Element • T .. ype: Special • Concentrically Braeed ; Classification; . Seismic .._' L 206:456 A ,51610 'i22 =20.7:00 .133. =20.10.0 8:040: . s33 8:040 22: 'r22= •1.893• r33= 1.893 ... E =29000.000; fy= 96:000 RILE= .1..000 ...EQg .1....000 P M . 33- M2.2 - Demandf:Capacit Ratio is - 10.-47.01 -= 0 69 -9.. + 0. 059 +,--- 0 .000 - l L • • _.... STRESS .CHECK FORGES &.....MOMENTS i..... .. ..P ._.... 1 1 ........133 1M22 1 ...... V2 ........i V3 __ . 1 :Combo ;...COMBS....._ 521, 128 9.917 _......: '01000 -0.0,02 - -- 9 05...1.. AXIAL FORCE,& BIAXIAL MOMENT DESIGN . ,.......(H1 -1) . fa : : : Fa Ft Stress : Allowable I Allowable it it: :Axial 9'.292 19.318 ,_...... 27 ... 6 . 00 • lb .... Fb . • ..,,,,.... ......_ Cm.._...... K ... L Cb Stress 'Allowable 1 Allowable Factor. :Factor `Factor Factor 'Major 0..612 27.....600.- ......... 141 ,. 1`.000 0 920 '1:000 1...000. i _.. :Minor : Bending 01.000 i 1 :27. 14;830 I 11.000 I 0.920 1 1.000. ._...:SHEA.R.....DESIGid .. .... ...- ,.. ` ,...... f : FV .. .......... ._St-r•.ess Stress Allowable :Ratio • 1- Mal -or -Shear 4 .....-4-6. 6-96E 04 ; -18 .400 - - -- - -3..1.619 - .; Minor ; ..Shear ;_..._.2.._969E_05 ..:.... :.18.....400.........1 , 613E. -06 _- ;.. ... ENDIREACTION AXIAL FORCES Left;. End ..i..... . Load Right!End .._ Load Reaction - , Combo ._...... Reaction ;_.. Coiubo 99:602 „ COMB10 49 COMB10 • il, iii ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:31 • • • t _S - 3 1- ETABS Steel Design Engineer il A A Project 1 AR -0 14 • • Subject F;7 D ...;t ca 14 . u5c97-AsDI STEEL SECTION CHECK i, : Units.. K .p -a.n 1 ; Level: STORY2 Element: 08 Station Loci: 1108.118/ 1 Sectj. ID 'TS5X5XSI16 Element Type Special Concentrically Braced Classification': TSeisinlic, L216 333 . A 5 "610 i22 20 100 i33 20 100 .... s22 ;8 040. s33 8:040 r22 1:893. r33 =1.893 ✓ ^�� y'. -..-;a ;E- =29000 000' fy= 46.000 --.?� _... RILE =1 000.. ; =1 : 000 '.. • . ,,.. P : M33 -M2.2 .Demand /Capaci-ty Ratio- is - ....0. 532..- 0.- 4.8. 7....+ 0.0;95 +....0. L. . ':1 Q .. - o-... -.. ......:S.TRESS CH FORCES..._ &_ - MOMENTS , , V2 P ........ a..-- __M33 . .............. M22... V3 :Combo.. 1. 31x .... .._. ........ 0 000 0 Q03 6.031E705 __ IAL FORCE;& BIAXIAL MOMENT DESIGN (H1r1.) , fa 1 i : Fa !,1 Ft Stfess : Allowable 1 Allowable Axial " 5`.569 11.432 27'600 ... lb Fb Fe Cm K.. ! L 1 1 Chi Stress Allowable " "All Factor 'Factor ;Factor "Factor Major .. Bonding_ ... 0 1 27 11 :.432 1`_000 ; 1 1 .. .000 1...000 .._.- _....... .._... Minor :B'ending 0:.000 27.600 ` 11 :432 i 1:.000 ' 1.000 I 1.000: _.. SHEA"R...DESIGN :..... - .. fv _ ...... - -FV- Stress Stress Allowable 1 1 :Ratio :Major_. Shear _ :18., :... 210E. -05 ... Minori...Shea ,.1 :.. ..... " .._ 930E - 05. .,_.... ...;18 .. ._ ...1. 049.E -06 , END :REACTION AXIAL FORCES " Left: End Load _ - _R ight End Load Reaction : R t Combo __,_ iConbo . 55.314 COMB10 - 55:028 COMB1Q • ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:33 • ETABS Steel Design Engineer P Project '1 en A4 P 1.45 • Subject f 0 Vs `teG 1iJ UBC97 ASD STEEL SECTION CHECK Units Ki.p -in : II Level: STORY1 Element: D2 Loc 118 794 Section IDs TS5XSX51 6 Element Type - 1 Special Concentrically B raced Classification: Seismic. °-- . L 237: 588. __ >... A 5 610 122 20 100 i33 -20 100 . s22=8 -_fl4fl 't33 8 .'0. 40 r22 1.893 433 =1 893 3 4 ,7110 - ' 1 I 1 gti P� C. E 000 fy =46 000 - 1 q RLLF= 1.000 E = -. 000 _.. P M33- M22.Demand /Capacity Ratio is - - - - -0 67 0.585 4- 0 086 +.0..p00' _ tk .... ,S.TRESS.__CHRCK FORCES... &. MOMENTS ...... i.. . P M33 ............. M22 V2. M3 : Combo . COMBf 31.104 7.921 0..0.00 3 576E-'1.04 1 533E -04- AXIAL FORCE;& BIAXIAL MOMENT DE 1) .. , j fa. : • j Fe Ft Stress •' Allowable Allowable Axial 5:.544 9.478 27:600 fb Fb Fe C m. K L Cb Stress : 7241"bwabi i Allowable Factor ;Factor t Factor i Factor Major' Bending 01:985 . 27 :'600 9 4"78 1 :000 , 1 000 ; 1.000 t ir.Goor Minor Bending I 0:000 :27.600: 1 .9:478 I 1:.000 I 1.000 1.000' ' SHEAR DESIGN fv FV_. .........__. , - St -ress Stress ! Allowable :Ratio .Major; -Shear :_... -.- 144E -04. _....- 18.400 6-.:220E-06 _iMi.nor ... Shear, ........9.... -05 ;.1.8._ ; ....._..2. 665. -06 'END :REACTION AXIAL_ FORCES , Left: . i End Load Right ;End Load ct Reaon !..... om Cbo Combo 64;585 COMB10 64 318 ' COM81Q ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:37 • . . 1s — �q • •ETABS Steel Design Engineer I Project 'rG�IAtt17 1 Subject P , F - p t U ift4 ' UBC7- ASD SECTION CHECK I I Units Kip-in ; ' . Level STOR1 Element: 026 Station Loc 103 228 Section ID TS5X5X51L.6 Element Type. 'Special Concentrically Braced Classific ..... Seism i c L._2Q6.456 . A 6. 5 ..i0.. i22 =20 i'00 ±33=!- ... /,..� L.�p�J s228 _x - s33 .8 x0 r22=4.8•93 r33 -1 893 ��""� ` ' _._ . 7E429000.0001 fy 46.000 i 1 I 1 1 1 1 1 1 1 1 _ .., _ ; 0/4 -- RLLF =1 000 ,..EQF 1..:000 , . .... . P M3 M22,..Demand /Capacity ..Ratio is - - - -0 465- 0.;427 -.+ 0 039 + 0.000 �'; r �Q • ...__STRESS .CH FORCE .. &,....MOMENTS ;....... 1... P ...M33- : ...... M22 . V2..._ V,3 Combo COMB5 ..__.- -307.000 7 Li 7 4.917 ; i ,0 000 1-3!.938 1.094E -04. • AXIAL FORCE:& BIAXIAL MOMENT DESIGN (H11 -1) fa Fa Ft i ; € Stress i Allowable Allowable 1 Axial :.3 548.........._ 12.52 1 1272:60011 fb . Fb .........._ Fe ..._ <.._ Cm K L Cb Str Ailowable Allowable `' Factor ;Fact :Factor 'Factor' !'Major Bending 01.612 ,27.600 12:552 L :000 , 1:000 i . 1:-.13.0 : 0 . 1.000 . ;Minor : Bending . 0:.0:00 i 1 127..600 1 l 12:552 111.00Q 1 1.000 I 1.000 • .1-SHEA DESIGN.._.......__.._..:i....._ - f ;....... FV • Stress Stress 1 411owabl I 1 ; Ratio ..........71..260E 04 ' 18..,..400-- ._.....6, 849E -06 iMajor Shear , Minor:...Shear . ........1.3 ....5.02.E 05 . . ,..._ ,.1.8_4 ....00- ........1. 903E. -.06 , . END ;REACTION AXIAL FORCES ,.._ ... .....:. Left"End i i :. ; _._Right !End : Load.. :......... Reaction ' Combo Reaction Combo .. il ;11 63?.103 COMB10 : 62 8 COMS10 • • ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:37 • ETABS Steel Design Engineer 1 Project "1 61 N4, `-(r . Subject FP DELA En,st UBC97 ASD STEEL SECTION CHECK Units Kip -in Level: STQRYI ement: D19 Station Loci' 113 4 Section ID 1.'8-65C630.7$ 1.'8-65C630.7$ Element T e . El e . ype .Special Concentrically Braced Classification: "Seismic _ =268 931 A 8 080 i22 41 6'00 i33 =41 600.. �! . s22: :13 867 -s • - 33 13,867 r22= 2.269 - r33 2.2 1/t'°. . /►vil 1 F'FA 4' E= 29000. fy ;= 96;000 • RLLE= 1.000.1...EQF= 1....000 P- . M33. -M22 Demand /Capacity Pati,o..is - --0 814. 0 :682 ..+ .0 132 -1-;_..o...000, .- „ ' ;E� . ..._...... STRFSS...CHECK FORCES..& MOMENTS; -___. P. M3 M2.2 V2 _. V3 Combo ,COMBS. - 69'.091 _.._.. 16142 :..,,. -. 0:.000 -p.004. -4 308E -06 AXIAL FORCE BIAXIAL MOMENT DESIGN (H1 -1) fa Fa Ft Stress Allowable Allowable Axial ...... 8:.551 12.536 27;600 fb Fb < ..... Fe ,_ . - K. LII CO Stress Allowable . ...... 1 ........Allow &ble ;. e Factor ; Factor Factor Factor ,. Ma or Bend ;... g._........ 1.2b4 .27.600 l2 _S_60 1t: 000 © 920 2 00;0 ' :1.000 .............. Minor: Bending I 0.000 :27.600 ' 12;560 :1:.000. 0.920 i 1.000 SHEA.R....DESIGN ; ! . ,..... .... . .. fv FV $ tress. 1 Stress Allowable ?R . - ..Maj.or ..Shear _1 _.....12..346E 04 '_...... -18- •..400 .;. __..1 1215E-05 1 .., . : ;Minor;.. Shear ...._....... 01.1.0.0.0 • ....... ; .1.8.....400 ..1.0.J.0.0.0 __ : END :REACTSON AXIAL FORCES , II i , : Left: Ebd Load 1 .,_Ri.ghtEnd 1 ; 1L6ad i _,...Reaction Combo Reaction Combo i . 121.970 ; COMB10 121 586 COMB10 N °TE C .., • 5� M1c.A4 ) • • • ETABS v7.24 - FiHe:ND432 - Kip -in Units May 4,2004 14:39 • i,/ 5 —` -1 :STABS Steel besign Engineer f A Project (,, A{L{, H L • Subject aP DS7k401k UBC97 -ASD STEEL SECTION CHECK` 1 Units Kip -in Level: STORY2 Element: 1519 Station Loci(138 293 o D 5X5X • ...... Sectin I TS5116 : Element Type. ;Special Concentrically B raced Classification ISeismic L 276586 A 5 6-10 X22 20 100 133*20 100 422 8 - .040. 4338 r22= 1.8931 r33 =1.893 E= 29000.000 fy= 46:000 ._._ RLLF =1 000 _ .. 1....000 i PM33 - -M22 Demand /.Capacity Ratio- is -- -0 829.. 0 671 -+ 0 158 + 0.- 000 - ` , - . _. • _STRESS ._CHECK .FORCES ... &.....MOMENTS 1 __.. M3.3.. e.M22... :V2 _..... .e V3 Combo _COMBS, ....... 26 i i 11..._527 ;0 ;_000 „21._100E -04 .1...240E .0.6 AXIAL FORCE! & BIAXIAL MOMENT DESIGN (H1 -1) fa Fa . Ft Stress ! Allowable 1 Allowable , :Axial' 1 1 1 41.696 1 1 1 6.994 27:600 l.. 1. _ fb ..._.. ,.. Fb ..... Cm K L Cb Stress 'i Allowable 1 "Allowable Factor ;Factor !Fac•or, Factor 1,1 I - .... Mal or Bending 1 11: i , 1 27.....600 I i 161:994 1':: 000 ` I. : 1 . poi . _ 1 ..., - 000, 1. i, 1 i ......... Minor Bendiing 1 0:.000 1 1 :27.600 :6:994 111.000,1 1.000 1 1.000 SHEA.R.... DESIGN. fv ;... FV Stress Stress Allowable Ratio Majort -Shear 5.720E -05 18.-400.- - -3 652E - -06 :Minor:.. S hear. _ . 0.:_ 000 <.18_,_400 0.;.0.00 ..... ....... END REACTION AXIAL :FORCES . . 1 1 Left;_ End ; ...... Load : ....Right wEnd :.., Load • Reaction Combo .Reaction 1 Combo 52.122 COMB10 51 836 `'COM810 ' ! ! ' , ) ! ' : 0.91 0 CL4F-5r• ; .1•04 It 1 ; . ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:39 /s_4 -,� ETABS • Engineer R P • . . Project 'n 6 . H S ' Subject { Pe; ! 4 t4 ru5c97-ASpi STEEL SECTION CHECK Units Kip -in Level: STORYI Element: D21: Station Loc ;1 783 Section ID TS6X6X3 /8 1 ' Element T: Cl assification s Seism4.c yp Special Cpncentricaliy Braced L:227.566 . A8 ... 080 i22 4i 600 x.33 =41 600. ti - s22 13 867 ; s33= 13 r22 =2 :1269 r•33= 2.26.9 .. �f .� < !_. �'� .._ C V� • ' 29000.000'. fy =46 4000 RLL€ =14000 EQF- .1....000 ;. !_._ ; ........_ - P M33 -M22 DemandfCapaci-ty Ratio is - -- 0 571- = 0 519- + 0 - +...0 -.. I , P ..._.. ..FORCE .. &...MOMENTS . .... i. P ... .... M33. 1 422 .V V3 ; Combo COMBO: 60:.059 9,984 0: . 71. . 576E-04. - 1.244E 0 " AXIAL FORCE'& BIAXIAL MOMENT DESIGN (H1 -1) faiii Fa Ft Stress Allowable 1 Allowable Axial < 7.433 14.328 •27,600 f b F .... b Fe Cm ... K i 1Lii Cb . Stress ':. Allowable ; Allowable "'F aptor ;Factor 'Factor Factor 1Ma3or B 0720 27.600 14•:2•46 i 1 *. 000 1.000 1000 _1.000 Minor Bending I 01.000 1 i 127.600 14;846 :11.000 1 1.000 : 1.000; SHEAR... DESIGid < : • 1 fv FV ,........_._ . St Stress Allowable Ratio - Mayor: -Shear .........1 -04 18....400 ........9 1.50 -06 1. ... _ . :Minor ; ...Shear. 0. 000 ...1.1.8__..40D .0.;.0.00 END REACTION AXIAL FORCES Left: .End i.... Load Ri.,ght!End Load Reaction Combo Reaction Combo - 1131.944 COMB10 - 1131560 ' COM1310 ETABS v7.24 - File :ND432 - Kip -in Units M 4,2004 14:43 • ,t5 -93 • - ETABS Steel Design . Engineer T-narA . Project T ( (.1 A-P-P H S Subject R F { ea tit 1U0C7-ASDi STEEL SECTION CHECK Units Kip -in Level: STORY2 Element. 02'1 Station Loc .1 Section ID TS5X5X5I16 Element Type Special Concentrically B Classification :; Seismic L236 563. A 5 '5'10 i2:2 2 i33 -20 300 s 8c040 S 33 8 :040 r2 . r33 =i 893 ?_ ✓ �� 1 . � ,E29000 000: fy= .. 46000 ._.. RLLF =1 000.....EQF= 1. ...000 !._- - P M33- M22.Dpmand /.Capacity Ratio is - -- I 0 661 - =:-.0.4564 + 0 078 + 0.,.000 .-+ I © - ......:STRESS . ._CHECK FORCES & ..MOMENTS :....., .. P ...:._:... . M33 M22 1. .V_2 V,3 Combo : COMBS _., 31,, 297 7..,.206 0 000 1-2:.128E06 0.000 • AXIAL FORCE BIAXIAL MOMENT DESIGN (H1 -1) I i d , fa Fe ' Ft . A Stress : Allowable ' Allowable xial ; 5:.579 ,...... 9.50. ._ 27 600 . . Fb . - - -_... -Fe , - Cm K L Cb Stress (Allowable `Allowable Factor ;Factor `Factor: Factor. , ........ MaJor. Bending .._ 01.896 27 9:561 1`� 000 .._1 000 . 1 1 _... 0 . 00 Minor:Bendi:ng 0.000 :27.600: 9:561 11.000 : 1.000 : :1.000 SHEAR DESIGN. .._.... _._ _ fv :FIT Stress Stress ` Allowable Ratio :Major: - Shear. ....... 1.1 01.000 i... ._:..18,..400-- ........ _ 0 -000 Minor>..Shear 0,L.,00n i .._... _ ;.1.8.....400....:... _.. 0.:.000 , : END;:REACTION AXIAL FORCES Left; End Load ..._.Right :End i i 1LOad Reaction Combo,, , , „...._React, on Combo 62;.867 COMB10 62:921 COMB10 • ■ • ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:43 ETABS Ste& Design Engineer P—A!-t4 Project es mu? 14 Subject ' 5 ©ev t on It.113C7-ASDI STEEL SECTION CHECK 1 1 Units Kip -in Level: STORY1 lElleritent : D31 Station Loc:' 114 630 Section ID." TS6X6X318 Element Type "Special Concentrically Braced Cla ssification: Seismic L229 :260 A 8 060 12 41 6' .. i3 41 60:0 •_._. s22 : :13 867 ;...s3 13-:867 r22 2 :2 r33 2.2 • � '( B� E;29000.000 fy= 46.000 RLLF ='1 000 _ : -EQF I -000 .. ;... -. I P - M33 -M22 - Demand /Capacity Ratio is .. •- -0.5 - -40.451.5 -+ .0. -050 +__0..000 -- -.L ' 2� ._.. STRESS CHECK .FORCES... &.._MOMENT .... _. '..._ P !._.. - :...._...__M33 M22 V.2 V,3 • - ,...... , ,Combo ..._ COMB8 65. 10.223 i0 000 ... 0. .._ 1 . 05 • • • A XIAL. FORCE! BIAXIAL MOMENT DESIGN (H1 -1) i. 1 fa Fa ii: Ft Stress Allowable Allowable • : Axial 8;114 ,...._.. : 15.749 27i.600 . • fb Fb Fe Cm K _. I L Cb Stress Allowable Allowable •Faptor "'; or ac Fact" `' Ftor" Facto Major Bend n .1 , r 9 ....... 01.737 27:`600 t . ....... I ..1`_000 .. ..._0 920 ;: 7.000 t, 1"1.0001 .. : ....... Minor 'Bending . 0:.000 127.600 17 282 :1;.000 1 0.920 1 1.000 SHEAR DESIG23 :.._._ .. ... a- fv • ._..._ _._ ...... -FV • : St Stress Allowable I i i Ratio IT Major.-Shear ;_.....3.- 543E 04 48..,.400 ......_1.926E_ -05 _ IMinor ...;........ ;2.....44.5E 06 ;.1.8.....400 .0:.000 • ,ENDIREACTION AXIAL: FORCES • . Left: End i I. I Load....: Right 1End 1 ; Load ;....... ,Reaction . Combo Reaction Conibo 119.788 COMB10! - 119403 COMB10 ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:43 • cs - +- s . ETABS Steel Design . Engineer 1 Project T i 4,1 44L- 1-4 5 • Subject iSr- P eT7 �1 t4 • : UBC97- ASD SECTION CHECK 1 I Units Kip in Level: STORY2 Element: D3L Station Loc '119 097 Section ID TS5X5X5716 .............. Element Type Special Concentrically Braced' Classification; Seisma.c - 1.i42:38.193 - .. ;.. 'IA - 45 '610 i2 20: 100 133t= I s ; 8:040 s 33 , @ _049 r22 1x@93 r33 =1 893 G Diary �j c- J E= 29000.000: fy= 46:000 �i� � + �' F 'T T I II • ..._ RLL% =1 000 EQF 1....000 ... .. • : P 1433- M22..Demand /Capacity Ratio- is -••- -0.565 .....0...506-4-----01.•01 6 +- 0.- .- ..._.. STRESS...,. CHECK FORCE ..MOMENTS ! .._. • .. P ..' M38.. M2.2.. V.2 V.3 Combo; COMB4 26..767_.... 6637 , ._.._ 0 000 I 71.353E 2.88p5-06 ,AXIAL FORCE:& BIAXIAL MOMENT DESIGN (H -1 .) • .......... fa Fa Ft Stress 1 Allowable 1 Allowable Axial 4:.771 9.430 27:600 • fb Fb ........,... Fe Cm_........,.. K L Chili "' -" " 1 i 1 'Stress ';- Allowable ... "alowable Factor ;Factor ` Factor Factor Major Bending . 0x825 27.600'; 91430 ;1+.000 . 1.000 1.000` ° Minor; Bend : 0:. 1 i 127.600 1 1 19:430 11:.000 1 1.000 1 1.000: .. ;SHEAR....DES •IGN- !.... fv F V ......... StE Stress Allowable Rat • .jor Shea .- 2.353E 04 :18...40o. ' ii iii 1 '279E ;Ma _ ._ ;Minor:... Shear 0» 000.......... :.1.8....4.00 0.1.0.0.0.. . ..... ._ .. i . END.REACTSON AXIALFORCES . Left; End Load ..... :Right!End Load ' Reaction.._ -..._. Combo ... ......Reaction. m Cobo._ _ Ili 631.210 : . COMB10 63:496 COMB10 • ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:43 (,5 --1(- • • ETABS Steel Design Engineer I " A Project -t- te A-u) 1(5 Subject 13 F GotA ./K r.l UBC97 -ASD STEEL SECTION CHECK 1 1 Units Kip -in Level: STORYI Element 0161 IStigion Loc 152 140 Section Id : 1W8X481 • Elertierit T, pp Special Concentrically 44'apedi Tcassificidtign:, 1 eismc. ---11.i'=18-."0-001- .... • A 14.100 1 -i38-481.10901 ........... • ....._. -- s .1-5 018 .,.._s33 43:294 t22-2.107 r33-3. 612 1 1' !E= 29000.000; fy= 50.000 ..-- ---= -- G av vt M r� RhLF =1 000 ....EQF =1.000 j.. P M33 -M22 DemandfCapacity Ratio is - - -0 492. 0 485..+ 0 007 + 0.000 4 A • ....,S.TR CH FORCES ... &.....MOMENTS . '...._. P M33 1..M22 V2 V43 °........ Combo ,,,,_COMB(..___, 139 12855 , ,0 236 : 0 ] 1.5 D 007 I AXIAL FORCE:& BIAXIAL MOMENT DESIGN ( -1) fa Fa Ft Stress : Allowable , Allowable , Axial 91.860 20.337 300000 b ........._.. Fe .. Cm ...... K ...! fb F L Cb ,.... Stress ; Allowable A11Qw4ble Factor ;Factor `::Factor I Factor Major Bending .:_ 0:297 130.0'00' 84 0 °.'600 1 000 i 0 i 1 I ;........ Minor; Bending.; 0:016 37.500 27:865 0;.'600 1.000 p.90,61 I SHEA.R.....DESIGN • f FV Stress Stress 1 Allowable Ratio Major.. Shear i...... 01.034 :. _420.- 000.1 _ ... 0...:002 Minor....Shear 7.. ....68.6E 04 .'_...... ;.20.... _...... 3..18.43E. -.05 Iy P6SAC,' 4 k) M A i41 L.vt M rl4, . • t t, p- ofl4 - ArM : • ETABS v7.24 - File:ND432 - Kip -in Units May'4,2004 14:30 • . - ETABS Steel Design Engineer Project — re4 -t44Z 0. rif `, Subject ( - ( ' u M p4 • 9$07ASD STEEL SECTION CHECK Units Kip -in . Level: STORY. Element. C559 1Stiation Loc. 0 000 Section ID: Element Type: Special Concentrically "Bated Classification.: e> c L168 000 : .. A 14.300 i22 60 900 i33=184 000 -1 t-uN! F -1s22415.019 s33.- 43.294 r22 =240181 r33= 3.522 ° ilf it: • E,29000 000 fy= 50 ..:RLLF =1.000 EQF =1,000 P M33 -822 ..Demandf,Capacity Ratio is - - -) -0 499 =4..499 -1 01.000 + 0.000 ! ' - . .._`STRESS CHECK FORCES__ &.... MOMENTS ; , _..__. 1122 V2... V,3 i _ i. P M33 _ Combo ;.,,COMBS.._ 3 14.182 0.000 6 234E. -04 -0.062 0 003 _ AXIAL FORCE:& BI MOMENT .... DESIGN (H1 -1) i 1 fa 1. Fe Ft St>ess Allowable Allowable ; , - ' Axial 100.551H20.3371 30:000 • fb ..:...... Fb illFe Cm K . L _ Cb : Stress Allowablz Allowable Factor ::Factor" I Factor , Factor Major: Bending 0`000 - : I - 130'.0 - 0 - 0' ............. 84 :_190 0' 600 : .0....906 1 X50 Minor: Bending 14.151E-05 137.500 27 865 0. 60 1. 00 Q.9061 SHEAR DESIGN , _ _. __ ! .. ' fV FV ..._.....- Stress Stress ` Allowable Ratio ;Mayor Shear _ -- 0'.018 X20 - .00D 0; Minor..Shear _.....>3_..256E 04 _i_ x.2.0 ...._.1..62.8E -05 ;.. ... • • ETABS v7.24 File:ND432 - Kip -in Units May 4,2004 14:28 1 S —(-1 cD ETABS Steel Design Engineer p- Project - t C Aw t-V S Subject ' VG (k t4 UBC97 -ASD STEEL SECTION CHECK: Units Ki.p -.in Level: STORY1 Element 0587 Station Loc. 04001 Section ID. i Element Type Special Concen •B C1assif1cat.ion: eis c ' L4168 ° :000 A8 250 •i22 21 700 i33�98 00.0. rr. .. s22 ..6: 641 s33 29 .318 r22:=1.622 r33 =3 447 + VI LQ : /V� • E 29000 000 fy 5 000 RLLF -1 000 EQF 1... l� 3 s M 1 44- .,p.4 - - ) P M -M22 Demand /,Capacity Ratio is- -0 434 0 434 -+ 0 000+ 0.000 .4. 1 D ...... STR)SS CHDCK FORCES.:..& .MOMENTS P _ >._.. ..M3 .......... 'M22 V2 .. V.3: 1 57, 523 ... ` Combo 0.000 -2 503E - 04 0 01 0 003 . AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1 - _ I 'fa Fa Ft .......... Stress Allowable Allowable Axial 6'.972 . 16.084 30;000 fb Fb Fe ;_ Cm K .. 'L I 1 Cb St'tess Allowable i Allowable Factor" ":Factor. 1Factor Factor 'Major Bending 0.000 ` 30 - .000 '7'61'46'6 101.600 . 1,.. 0.907' i 1.750 • Minor= Bending 13.769E -05 €37.500 I I 16:932 0:.261 i 1.000 1 0.907 ....:SHEAR... DESIGN ........ . ___ fv FV ._.._.... , St -tess Stress ` Allowable !Ratio .Major: -Shear 01.008 H 120.000 , 04000 Minor...Shear 1......,5....0.0.5E 04. ;.20._000 ........2...50.2E -0.5_. ._ ETABS v7.24 - File:ND432 - Kip -in Units • May 4,2004 14:47 • • • • ETABS Engineer P A Project 1 { !'t 1-t5 Subject 1 . UBC97 - ASD STEEL SECTION CHECK Units Kip -in Level: STORM Element 05 Station Loc: 0 Section ID ;Element T' ., `Special • CQncentrxcally •Bpaced Classification: ei c' • Ype L168 :000 A 14 100 2 Gtr'4Q0 i33 184 000 -- s , 15 01 > 8 ..s33 13-..294 t22= 2.078 r33 3 512 GoLUr� ' iE=29000.000; fy;= 50.000 - RLLF =1 000...;....EOF -1, 000 i.. P M33 -M22 DemandfCapacr -ty Rat:io is 0 4 -19 =....10 .41 -9 -+ 0.000 +.0.000 - L - .�... ...._ STR . CH FORCE$ ... &...MOMENTS..._... _ ... -._. ' ;......., 1 ' P .i ....... . 3 M22 V2.......... V3 ;Combo: ;COMBO....... 120;..289 ;_._. 2 80E -05 0 J - 7..601E 05 0. 030 , , AXIAL FORCE;& BIAXIAL MOMENT DESIGN (H1 -1) ` fa Fa Ft ' Stress Allowable Allowable Axial ,.._. 81.521 H 120 .337 30..000 fb Fb Fe Cm K •_ _ Cb Stress Allowable i Allowable Factor :Factor ). Factor .. 'Factor Major Bending_ 1 -06 30. 000 .._._...... 1341'190' 0`.609... ...._1 000 0.... 90 . 6_ .. 1 .. _725 Minor: Bending . 0:.000 37.500: 27:865 ;0:.600 1.000 p. 906 -- SHEAR- DESIGN .. _ , f , __._... FV _ . Stress Stre Allowable !Ratio Major.; Shear -2 -. -2365 05 -' -.. ':20..000. - _..1.1185 -06 _;Minor Shear ; -. 01..003 ..;.20_... . ........... ...0:.000. < i ETABS v7.24 - File:ND432 - Kip -in Units May 4,2004 14:28 • JOB -rikvarrg, < NO. N I S H K I A N DEAN SHEET NO. LS OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 �/� CALCULATED BY 1 DATE 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE pi2. A -M v 4 -I V ZD ' M PP , ,S A 1 . S.ou al,6 o t l oo c t0 � )V\I = 0) 01 F 1 , 6n rz.. LS 0 5F- t pw-) (lei) C v� 1 y3 (1- tic' v- / - IL EA, 4 A h JP7 .Rbm 443v46 p„( r2-=i-i,5" A koN4 , 1 bp) : (21 A-19 ( (-2,14-\q - VP ( SA-P A-1 fit.°( `• 1.4.o t rd Cl P` 5 / p)r -t 2 14— {{ r PL = 140 K g4 7-0 .11 W _ - W 5 141 1r : I lo ( ) L 4 ( /1-1-1 — 0 '1 (1'6) 0') til�iE N 55 LIl< T1P. 59 141 \/ Zr: 1 0.1 14. SAL-2000 5/5/04 13:28:58 - s I it) 1 i h < Y Y c .1..1 (- i c.) •%.„/ C. ;70 t" 1 0. r" J /` Q. /Ns 11 II A y D�{ C C� � . - c MAr� 1 VI inn SAP2000 v7.42 - File:BF9 - X -Z Plane @ Y =0 - Kip -in Units SA. 2 0 0 0 . • 5 /5/04 13:29:58 • • • ' `'. N , 1 E D '. LX• t ✓ �� ✓�J `� v '' \ C^ vii : CS) /c se ' ... �\ i' f } V ?' , i ,z / / .� \ _ / fs / % \ �� l/ t \ 1 N sY, -,, 4 i c, r: _ .:; � r i Ec.... S zl' —t 3 5 1 o 5 f 0.00 0.50 0.70 0.90 1.00 ., .tea.:;. ;.�., a . .:.... „,',.ri.:°d. ^ • 24-r L`^. y l ' , „ Atx ._.,,'.`_ +.^ ,,,, :taligo.pjlge"Yitttte4 gig*Ms: SAP2000 v7.42 - File:BF9 - Steel P -M Interaction Ratios (AISC- ASD89) - Kip -in Units • SAr 20 0 0 13 ' di �e ► h I T" �" F2 a S . P ( S 5/5/04 13:01:56. I i j fOr "` psi `! �' :.r � J 1 ( / \ / 1 � / \ / ' V r vi C 1 SAP2000 v7.42 - File:BF9 - X -Z Plane @ Y =0 - Kip -in Units • • • SAe 2 0 5/5/04 13:19:45 • • • c::v csu ..: . j t• Cam. • . .� 1 S • • . • ; SAP2000 v7.42 - File:BF9 - Frame Span Loads (D) - Kip -ft Units, • • SAr 2 0 0 • 5/5/04 13:20:03 i • • ya: li f:;ii • i .: . .: (3e - 1 . • .:, :• ki, . ...: .: .:••• .: . • • : . . .••. : :• : .: . : . , . , .: . : • :• ..••• : , 1 , : . Lr , . . . : : SAP2000 v7.42 - File:BF9 - Frame Span Loads (L) - Kip -ft Units . SAP2000 Steel Design Engineer RA Project ? j A. t z_!'j 1.1 S Subject P� l 17 714 • : AISC -ASD89 STEEL SECTION CHECK Units Kip in Frame ID 38 Station Loc 88 233 Section ID LT /4I , Element Type Moment Resisting i I Classification Compact L176 A 3 - 590 - i22 8.220 i33-8.220 : .... s22;4.110 033=4 :110 r22=1.513 I r33 =1.513 IAPFUT7 . F17-4.- E =29000.0 fY =46 000 _- ._... P M33- M22,Demand /Capacity i Ratio s- - -0 259 -= 0. -t..0 024 t- - 0.000 , . ..._.. STRESS . CHECK FORCES._.. &._MOMENTS ..._ P M33 M22 .V2 V.3 Combo _, „COMBS, 12 ; ,. 387 3, _ ..... 10:000 0 000 0 . 000 , AXIAL FORCE:& BIAXIAL MOMENT DESIGN (H1 -1) fa Fa : Ft StFess Allowable : Allowable . i I _. `Axial' 3;.450 ,..... 10.980 27:600 fb Fb ; ..._ Cm K .._ !L CO: • Suess : • .... __ . Allowable Factor ;:Factor 'Factor 'Factor Ma or Bondin 7 g ....... .. .. 0; 785 .. ...... ....27 ..._._.._ 10.; 980 0`� 850 ........ - 1 000 .... 1 ...... 000. ._. . . ...... ;......... Minor Bending . 0:000 i :27.600 10:980 :0:.850 1.000 i 1.000 1 SHEA.R... DESIGN.. ,....... ... fv FV .... '---- St • 1 Stress I Allowable 1 I 1Ratio ` ' Mayor: Shear 0.4-op a 18 - .400 0.;.0.00 .... Minor _.Shear 0:...000 a.1.8.. -..400 :04.000. : '' p._ _ ( ,,� o ...... J 1 1,' & 4 I �I '1 0 v_. '1 = G I ti ° ' b / ” l�v'V nnibo' SAP2000 v7.42 - File:BF9 - Kip -in Units_ May 5,2004 14:18 • SAP2000 Steel Design Engineer . RA-A . . Project 'r t. G? 7 rt.. 5 `` Subject 1 �I-' • ATSC ASD89 STEEL SECTION CHECK Units. Kip in , Frame ID:134 Stati on Loc 103..966 Section ID: TS5X5X37g Element Type Moment Resisting 1 1Clas4ficaticini Compact • • L 207. : .. _ . • 'PO 580 122 =22 806 s33=-22 800 , . s22 ;9.120 033=9.1120 r2 1.861: r33 =1.861 M 05: D 13 7r ; .....E 29000 000: - fy =46 -x000 _..... •- P- M33- M22.Demand /Capacity - Ratio -is 0. = .104230- .. + -..0 023 + 0•.Q00 ....._. s' :sS CH FORCES.... & MOMENTS :......., .._ ......... ;_._.. P _M3 M22 _ . .... V2. V3 Combo _ 24.167 6.970 0.000 0.006 0 000 , AXIAL FOREI & BIAXIAL MOMENT DESIGN (H1 -1) fa Fa Ft :. Stress Allowable 1 Allowable Axial : 3;_ °11.968 .. ....... 27:600 ... fb _ Fb .. .._...... Fe .. Cm KI, 11;f1 Cb Stess "'`A1lowablo" Allowable Factor. ":Factor " Factor . Fact 'Major Bending 0!:•754 ;....... 27:600 114968 0`."850 ,....1 000 1:00.0 t .11:000 IMinori Bending 0:.000 127.600 I 11 968 ;0.850 1.000 1.00,0 -SHEA.R...._DESIGN.. fv.... ....... FV Stress.. Suess ;Allowable Ratio • •Major...Shear 1 1 0!.000 '..18..,..400 .0;.000_ .. ;Minor.; .Shear : - -. 0:..0.00. ;.18_.400. : : _.._...... 0. : . :.... it it: • • . . i i 1 1 '',") i I • gj 1. 1;1 C i--r 1 I i . . . . . . . . • • • SAP2000 v7.42 - File:BF9 - Kip -in Units May 5,2004 14:19 r - . • SAP2000 Seel Design • . Engineer ? 4- Project -r i 441' hi S • Subject • 13•P V 6 Vol li ATSC - ASD89 S TEEL; SECTION; CHECK Units Kip in Frai ID 31 Station Loc 781000 Section ID,: L3X3BU Element Type Moment Resisting Classafcati n; No/It-Compact • • 1 L_15 •6 .0001 ..__......._._ ..... ................[....,_....._.. A ,5;760 2 11•:-76 i33 = 11.:763 < : ;.._. ,..._ .. « F'� 1. .• 6 s22 =2.876 s33 =2.876 r22=1.43.0 I 03=1.030 • E=29000 000'... fy =36 000......'. ; ,_. ... ... LD.j _ . (t4 ..._ • .P- M33- M22.Demand /Capacity Ratio.is 0.42;6 x.0.355.+ 0.071 + 0.000 : ._ STRSSS. CHECK.. FORCES. -& ...MOMENTS !___- i • ..... _.. . . .............. < '..P ._.....M33.. ..._. .M22. .V2. ...... V,3 Combo: - 32:191 ...... . . . 4....577 ;0 :000 0.0.00. ..... 0 ... 000 .... _ .... AXIAL FORCE! & MOMENT DESIGN (H1 -1) fa Fa Ft Stress ` Allowable I Allowable Axial. ` 1 i 1 5:.5$9 111.799 I 21:600 fb Fb Fe : Cm K..._. 11;1 I Cb • St...eas i ii:11.bwab2, i Allowable •actor ;Factor Factor Factor • :MaiOr Bend .2. ing_ .._1.591 ........... .. 1.600 ; .._.. 12 :..5.48 0`.850 : .... 1.000 ...... 1 1.. :'000 ...._.. . MinorBending 0:. Y y 121 .600 ' 12:548 ;0:.,850, 1.000 1.000; S HEAR . ..DESIGN :.... fv. ....._._- FV.. Stress , 1 Stress Allowabl i i :Ratio ;.Major. Shear ..... 1 0:.000 14.- 400- ........... 0 -000 ..1 Minor;... Shear .. 01.00.0 1 .. <.1 .4....400 0.1.0.0.0 ........ _... i �� ice ii J1: • • • • • SAP2000 v7.42 - FiHe:BF9 - Kip -in Units May 5,2004 14:18 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 1 i% > -. CI 5/5/04 13:29:10 ND432 Tigard High School kips -inch units S T A T I C L O A D C A S E S -, STATIC CASE SELF WT ( -,441 E 0 �t r1t4T CASE TYPE FACTOR Oh I LA$( K PDT 1 2- 6QU el7T D DEAD 1.0000 L LIVE 0.0000 E QUAKE 0.0000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 2 5/5/04 13:29:10 ND432 Tigard High School kips -inch units J O I N T D A T A JOINT GLOBAL -X GLOBAL -Y GLOBAL -Z RESTRAINTS ANGLE -A ANGLE -B ANGLE -C 1 - 288.00000 0.00000 0.00000 1 1 1 1 0 1 0.000 0.000 0.000 2 - 288.00000 0.00000 60.00000 0 1 0 0 0 0 0.000 0.000 0.000 3 - 288.00000 0.00000 210.00000 0 1 0 0 0 0 0.000 0.000 0.000 4 - 288.00000 0.00000 312.00000 0 1 0 0 0 0 0.000 0.000 0.000 5 - 144.00000 0.00000 0.00000 1 1 1 1 0 1 0.000 0.000 0.000 6 - 144.00000 0.00000 60.00000 0 1 0 0 0 0 0.000 0.000 0.000 ' 7 - 144.00000 0.00000 210.00000 0 1 0 0 0 0 0.000 0.000 0.000 8 - 144.00000 0.00000 312.00000 0 1 0 0 0 0 0.000 0.000 0.000 9 0.00000 0.00000 0.00000 1 1 1 1 0 1 0.000 0.000 0.000 10 0.00000 0.00000 60.00000 0 1.0 0 0 0 0.000 0.000 0.000 11 0.00000 0.00000 210.00000 0 1 0 0 0 0 0.000 0.000 0.000 -12 0.00000 0.00000 312.00000 0 1 0 0 0 0 0.000 0.000 0.000 13 144.00000 0.00000 0.00000 1 1 1 1 0 1 0.000 0.000 0.000 14 144.00000 0.00000 60.00000 0 1 0 0 0 0 0.000 0.000 0.000 15 144.00000 0.00000 210.00000 0 1 0 0 0 0 0.000 0.000 0.000 16 144.00000 0.00000 312.00000 0 1 0 0 0 0 0.000 0.000 0.000 17 288.00000 0.00000 0.00000 1 1 1 1 0 1 0.000 0.000 0.000 18 288.00000 0.00000 60.00000 0 1 0 0 0 0 0.000 0.000 0.000 19 288.00000 0.00000 210.00000 0 1 0 0 0 0 0.000 0.000 0.000 ' 20 288.00000 0.00000 312.00000 0 1 0 0 0 0 0.000 0.000 0.000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 3 5/5/04 13:29:10 ND432 Tigard High School kips -inch units FRAME E L E M E N T D A T A FRAME JNT -1 JNT -2 SECTION ANGLE RELEASES SEGMENTS R1 R2 FACTOR LENGTH 1 1 2 W8X28 0.000 000000 2 0.000 0.000 1.000 60.000 2 2 3 W8X28 0.000 000000 2 0.000 0.000 1.000 150.000 3 3 4 W8X28 0.000 000000 2 0.000 0.000 1.000 102.000 4 5 6 W8X28 0.000 000000 2 0.000 0.000 1.000 60.000 5 6 7 W8X28 0.000 000000 2 0.000 0.000 1.000 150.000 6 7 8 W8X28 0.000 000000 2 0.000 0.000 1.000 102.000 7 9 10 W8X28 0.000 000000 2 0.000 0.000 1.000 60.000 8 10 11 W8X28 0.000 000000 2 0.000 0.000 1.000 150.000 9 11 12 W8X28 0.000 000000 2 0.000 0.000 1.000 102.000 10 13 14 W8X28 0.000 000000 2 0.000 0.000 1.000 60.000 11 14 15 W8X28 0.000 000000 2 0.000 0.000 1.000 150.000 12. 15 16 W8X28 0.000 000000 2 0.000 0.000 1.000 102.000 13 17 18 w8X28 0.000 000000 2 0.000 0.000 1.000 60.000 14 18 19 W8X28 0.000 000000 2 0.000 0.000 1.000 150.000 15 19 20 W8X28 0.000 000000 2 0.000 0.000 1.000 102.000 16 2 6 W16X26 0.000 000033 4 0.000 0.000 1.000 144.000 17 3 7 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 . 18 4 8 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 19 6 10 W16X26 0.000 000033 4 0.000 0.000 1.000 144.000 20 7 11 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 21 8 12 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 22 10 14 W16X26 0.000 000033 4 0.000 0.000 1.000 144.000 23 11 15 W12X26 0.000 000033 4 0.000 0:000 1.000 144.000 i • 24 12 16 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 25 14 18 W16X26 ' 0.000 000033 4' 0.000 0.000 1.000 144.000 �� 26 15 19 W12X26 0.000 000033 4 . 0.000 0.000 1.000 144.000 27 16 20 W12X26 0.000 000033 4 0.000 0.000 1.000 144.000 28 1 6 L3X3BU 0.000 000033 2 0.000 0.000 1.000 156.000 29 5 10 L3X3BU 0.000 000033 2 0.000 0.000 . 1.000 156.000 30 13 10 L3X3BU 0.000 000033 2 0.000 0.000 1.000 156.000 31 17 14 L3X3BU 0.000 000033 2 0.000 0.000 1.000 156.000 . 32 2 7 TS5X5X3/ 0.000 000033 2 0.000 0.000 1.000 207.933 33 6 11 TS5X5X3/ 0.000 000033 2 0.000 0.000 1.000 207.933 34 14 11 TS5X5X3/ 0.000 000033 2 0.000 0.000• 1.000 207.933 • 35 18 15 TS5X5X3/ 0.000 000033 2 0.000 0.000 1.000 207.933 36 3 .8 TS4X4X1/ 0.000 000033 2 0.000 0.000 1.000 176.465 37 7 12 TS4X4X1/ 0.000 000033 2 0.000 0.000 1.000 176.465 38 15 12 TS4X4X1/ 0.000 000033 2 0.000 0.000 1.000 176.465 39 19 16 TS4X4X1/ 0.000 000033 2 0.000 0.000 1.000 176.465 • SAP2000 v7.42'File: BF9 Kip -in Units PAGE 4 5/5/04 13:29:10 ND432 Tigard High School ' kips -inch units J O I N T F O R C E S Load Case D • JOINT GLOBAL -X GLOBAL -Y GLOBAL -Z GLOBAL -XX GLOBAL -YY GLOBAL -ZZ ' 2 0.000 ' 0.000 -7.700 0.000 0.000 0.000 6 0.000 0.000 - 7.700. 0.000 0.000 0.000 10 0.000 0.000 -7.700 0.000 0.000 0.000 14 .0.000 0.000 -7.700 0.000 0.000 0.000 18 0.000 0.000 -7.700 0.000 • 0.000 0.000 . 3 0.000 0.000 -2.000 0.000 0.000 0.000 7 . 0.000 0.000 -2.000 0.000 0.000 0.000 • 11 0.000 0.000 -2.000 0.000 0.000 0.000 15 0.000 0.000 -2.000 0.000 0.000 0.000 19 0.000 0.000 -2.000 0.000 0.000 0.000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 5 . 5/5/04 13:29:10 ND432. Tigard High School kips -inch units J O I N T F O R C E S Load Case L JOINT GLOBAL -X GLOBAL -Y GLOBAL -Z' GLOBAL -XX GLOBAL -YY GLOBAL -ZZ • 2 0.000 0.000 -5.800 0.000 0.000 0.000 6 0.000 0.000 -5.800 0.000 0.000 0.000 10 0.000 0.000 -5.800 0.000 0.000 0.000 14 0.000 0.000 -5.800 0.000 0.000 0.000 18 0.000 0.000 -5.800 0.000. 0.000 0.000 SAP2000 v7.42 File: BF9 Kip-in Units PAGE 6 5/5/04 13:29:10 ND432 Tigard High School kips -inch units J O I N T F O R C E S Load Case E JOINT GLOBAL -X GLOBAL -Y GLOBAL -Z GLOBAL -XX GLOBAL -YY GLOBAL -ZZ 4 15.000 0.000 0.000 0.000 0.000 0.000 ' 3 9.500 0.000 0.000 0.000 0.000 0.000 2 20.000 0.000 . 0.000 0.000 0.000 0.000 20 15.000 0.000 0.000 0.000 0.000 0.000 19 9.500 0.000 0.000 0.000 0.000 0.000 18 20.000 0.000 0.000 0.000 0.000 0.000 • SAP2000 v7.42 File: BF9 Kip -in Units PAGE 7 5/5/04 13:29:11 ND432 Tigard High. School kips -inch units • FRAME SPAN D I S T R I B U T E D L O A D S Load Case D FRAME TYPE DIRECTION DISTANCE -A VALUE -A DISTANCE -B VALUE -B 18 FORCE GLOBAL -Z 0.0000 - 2.083E -03 1.0000 - 2.083E -03 21 FORCE GLOBAL -Z 0.0000 - 2.083E -03 1.0000 - 2.083E -03 • 24 FORCE GLOBAL -Z 0.0000 - 2.083E -03 1.0000 - 2.083E -03 27 FORCE GLOBAL -Z 0.0000 - 2.083E -03 1.0000 - 2.083E -03 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 8 5/5/04 13:29:11 • ND432 Tigard High School kips -inch units F R A M E • SPAN P O I . N T L O A D S Load Case D FRAME TYPE DIRECTION DISTANCE VALUE • 17 FORCE GLOBAL -Z 0.5000 - 2.0000 20 FORCE GLOBAL -Z 0.5000 - 2.0000 23 FORCE GLOBAL -Z 0.5000 - 2.0000 26 FORCE GLOBAL -Z 0.5000 - 2.0000 16 FORCE GLOBAL -Z 0.5000 - 7.7000 19 FORCE GLOBAL -Z 0.5000 - 7.7000 22 FORCE GLOBAL -Z 0.5000 - 7.7000 25 FORCE GLOBAL -Z 0.5000 - 7.7000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 9 5/5/04 13:29:11 ND432 Tigard High School kips -inch units FRAME S P A N P O I N T L O A D S Load Case L FRAME TYPE DIRECTION DISTANCE VALUE 16 FORCE ..GLOBAL -Z 0.5000 - 5.8000 19 FORCE GLOBAL -Z 0.5000 - 5.8000 22 FORCE GLOBAL -Z 0.5000 - 5.8000 • 25 FORCE GLOBAL -Z 0.5000 - 5.8000 • SAP2000 v7.42 File: BF9 Kip -in Units PAGE 1 5/5/04 13:29:14 L... 5 '1p -- L ND432. Tigard High School . kips -inch units L O A D C O M B I N A T I O N M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE COMB1 ADD 0.9D +E D 0.9000 STATIC(DEAD) E 1.0000 STATIC(QUAKE) COMB2 ADD D +L+E D 1.0000 STATIC(DEAD) L 1.0000 STATIC(LIVE) E 1.0000 STATIC(QUAKE) SAP2000 v7.42 File: BF9 Kip -in Units PAGE 2 5/5/04 13:29:14 ND432 Tigard High: School kips -inch units J O I N T R E A C T I O N S JOINT LOAD F1 F2 F3 M1 M2 M3 1 D 1.9934 0.0000 18.5257 0.0000 0.0000 0.0000 1 L 0.7625 0.0000 9.2931 0.0000 0.0000 0.0000 1 E - 27.3756 0.0000 - 24.0566 0.0000 0.0000 0.0000 1 COMB1 - 25.5816 0.0000 - 7.3835 0.0000 0.0000 0.0000 1 COMB2 - 24.6197 0.0000 3.7621 0.0000 0.0000 0.0000 2 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 • 4 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 COMB2 0.0000.. 0.0000 0.0000 0.0000 0.0000 0.0000 5 D 1.7839 0.0000 21.6862 0.0000 0.0000 0.0000 5 L 1.0076 0.0000 11.4948 0.0000 0.0000 0.0000 5 E - 17.1234 0.0000 - 6.5742 0.0000 0.0000 0.0000 ' 5 COMB1 -15.5179 0.0000 12.9434 0.0000 0.0000 0.0000 5 COMB2 - 14.3318 0.0000 26.6069 0.0000 0.0000 0.0000 6 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ' 7 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 D 0.0000 0.0000 18.7474 0.0000 0.0000 0.0000 9 L 0.0000 0.0000 10.6241 0.0000 " 0.0000 0.0000 9 E - 1.909E -03 0.0000 0.0000 0.0000 0.0000 0.0000 9 COMB1 - 1.909E -03 0.0000 16.8726 0.0000 0.0000 0.0000 9 COMB2 - 1.909E -03 0.0000 29.3715 0.0000 0.0000 0.0000 L C - L 2, / 10 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 J 10 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 10 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 10 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 10 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 11 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 11 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 11 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 11 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000. 0.0000 11 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 12 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 12 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 12 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 12 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 12 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 13 D - 1.7839 0.0000 21.6862 0.0000 0.0000 0.0000 13 L - 1.0076 0.0000 11.4948 0.0000 0.0000 0.0000 13 E - 17.1234 0.0000 6.5742 0.0000 0.0000 0.0000 13 COMB1 - 18.7290 0.0000 26.0919 0.0000 0.0000 0.0000 13 COMB2 - 19.9150 0.0000 39.7553 0.0000 0.0000 0.0000 14 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 14 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 14 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 14 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 ,0.0000 14 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 16 D 0.0000 0.0000 0•.0000 0.0000 0.0000 0.0000 16 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 16 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 16 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 16 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 17 D - 1.9934 0.0000 18.5257 0.0000 0.0000 0.0000 17 L - 0.7625 0.0000 9.2931 0.0000 0.0000 0.0000 17 E - 27.3756 0.0000 24.0566 0.0000 0.0000 0.0000 17 COMB1 - 29.1697 0.0000 40.7297 0.0000 0.0000 0.0000 17 COMB2 - 30.1316 0.0000 51.8754 0.0000 0.0000 0.0000 18 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 18 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 18 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 18 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 .0.0000 18 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 19 D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 19 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 19 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 19 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 19 'COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 20 D 0.0000 0.0000 . 0.0000 0.0000 0.0000 0.0000 20 L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 20 E 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 20 COMB1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 20 COMB2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 • • SAP2000 v7.42 File: BF9 Kip -in Units PAGE 1 L l ' 5/5/04 13:29:47 ND432 Tigard High School • kips -inch units M A T E R I A L P R O P E R T Y D A T A MAT MODULUS OF POISSON'S THERMAL WEIGHT PER MASS PER LABEL ELASTICITY RATIO COEFF UNIT VOL UNIT VOL STEEL 29000.000 0.300 6.500E -06 2.830E -04 7.324E -07 TS 29000.000 0.300 6.500E -06 2.830E -04 7.324E -07 STEEL36 29000.000 0.300 6.500E -06 2.830E -04 7.324E -07 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 2 5/5/04 13:29:47 ND432 Tigard High School kips -inch units M A T E R I A L D E S I G N D A T A MAT DESIGN STEEL CONCRETE REBAR CONCRETE REBAR ' LABEL CODE FY FC FY FCS FYS STEEL S 50.000 TS S 46.000 STEEL36 S 36.000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 3 5/5/04 13:29:47 ND432 Tigard High School . kips -inch units F R A M E S E C T I O N P R O P E R T Y D A T A SECTION MAT SECTION DEPTH FLANGE FLANGE WEB .FLANGE FLANGE LABEL LABEL TYPE WIDTH THICK THICK WIDTH THICK TOP TOP BOTTOM BOTTOM W12X26 STEEL W12X26 12.220 6.490 0.380 0.230 6.490 0.380 TS4X4X1/ TS TS4X4X1 /4 4.000 4.000 0.250 0.250 0.000 0.000 TS5X5X3/ TS TS5X5X3 /8 5.000 5.000 0.375 0.375 0.000 0.000 W8X28 STEEL W8X28 8.060 6.535 0.465 0.285 6.535 0.465 W16X26 STEEL W16X26 15.690 5.500 0.345 0.250 5.500 0.345 L3X3BU STEEL36 6.000 6.000 0.000 0.000 0.000 0.000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 4 5/5/04 13:29:47 ND432 Tigard High School kips -inch units F R A M E S E C T I O N P R O P E R T Y D A T A SECTION AREA TORSIONAL MOMENTS OF INERTIA SHEAR AREAS LABEL INERTIA I33 I22 A2 A3 W12X26 7.650 0.300 204.000 17.300 2.811 4.110 TS4X4X1/ 3.590 13.500 8.220 8.220 2.000 2.000 TS5X5X3/ 6.580 38.200 22.800 22.800 3.750 3.750 W8X28 8.250 0.540 98.000 21.700 2.297 5.065 W16X26 7.680 0.260 301.000 9.590 3.922 3.162 L3X3BU 5.760 1.000 11.763 11.763 3.000 3.000 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 5 5/5/04 13:29:47 ND432 Tigard High School kips -inch units F R A M E . ' S E C T I O N P R O P E R T Y D A T A S SECTION SECTION MODULII PLASTIC MODULII RADII OF GYRATION l/ LABEL S33 S22 Z33 Z22 R33 R22 W12X26 33.388 5.331 37.200 8.170 5.164 1.504 TS4X4X1/ 4.110 4.110 4.970 4.970 1.513 1.513 TS5X5X3/ 9.120 9.120 11.200 11.200 1.861 1.861 W8X28 24.318 6.641 27.200 10.100 3.447 1.622 W16X26 38.368 3.487 44.200 5.480 6.260 1.117 L3X3BU 2.876 2.876 3.450 3.450 1.430 1.430 SAP2000 v7.42 File: BF9 Kip -in Units PAGE 6 5/5/04 13:29:47 ND432 Tigard High School kips -inch units L O A D C O M B I N A T I O N M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE COMB1 ADD 0.9D +E D 0.9000' STATIC(DEAD) E 1.0000 STATIC(QUAKE) COMB2 ADD D +L +E D 1.0000 STATIC(DEAD) L 1.0000 STATIC(LIVE) E 1.0000 STATIC(QUAKE) SAP2000 v7.42 File: BF9 Kip -in Units PAGE 7 5/5/04 13:29:47 ND432 Tigard High School kips -inch units - S T E E L S T R E S S C H E C K E L E M E N T I N F O R M A T I O N (AISC- ASD89) FRAME SECTION FRAMING LLRF L ratio L ratio K K ID ID TYPE FACTOR MAJOR MINOR MAJOR MINOR 1 W8X28 MOMENT 1.000 1.000 1.000. 1.000 1.000 2 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 3 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 4 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 5 W8X28 • MOMENT 1.000 1.000 .1.000 1.000 1.000 6 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 7 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 8 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 9 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 10 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 11 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 12 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 13 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 14 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 15 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 16 W16X26 MOMENT 1.000 1.000 1.000 1.000 1.000 17 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 18 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 19 W16X26 MOMENT 1.000 1.000 1.000 1.000 1.000 20 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 21 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 22 W16X26 MOMENT 1.000 1.000 • 1.000 1.000 1.000 23 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 24 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 25 W16X26 MOMENT 1.000 1.000 1.000 1.000 1.000 26 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 27 W12X26 MOMENT 1.000 1.000 1.000 1.000 1.000 28 L3X3BU MOMENT 1.000 1.000 1.000 1.000 1.000 29 L3X3BU MOMENT 1.000 1.000 1.000 1.000 1.000 30 L3X3BU MOMENT 1.000 1.000 1.000 1.000 1.000 31 L3X3BU MOMENT 1.000 1.000 1.000 1.000 1.000 32 TS5X5X3 /8 MOMENT 1.000 1.000 1.000 1.000 1.000 33 TS5X5X3 /8 MOMENT 1.000 1.000 1.000 1.000 1.000 34 TS5X5X3 /8 MOMENT 1.000 1.000 1.000 1.000 1.000 35 TS5X5X3 /8 MOMENT 1.000 1.000 1.000 1.000 1.000 36 TS4X4X1 /4 MOMENT 1.000 1.000 1.000 1.000 1.000 37 TS4X4X1 /4 MOMENT 1.000 1.000 1.000 1.000 1.000 38 TS4X4X1 /4 MOMENT 1.000 1.000 1.000 1.000 1.000 39 TS4X4X1 /4 MOMENT 1.000 1.000 1.000 1.000 1.000 l/ SAP2000 v7.42 File: BF9 Kip -in Units PAGE 8 5/5/04 13:29:47 ND432 Tigard High School A I � g 12-0,110S '- `. Q kips -inch units /-� i"� ` 1 S T E E L S T R E S S C H E C K O U T P U T (AISC- ASD89) • FRAME SECTION /. MOMENT INTERACTION CHECK //--- SHEAR22--- / /---- SHEAR33 - - =/ ID 'ID COMBO RATIO = AXL + .B33 + B22 COMBO RATIO COMBO RATIO 1 W8X28 COMB2 0.006 COMB2 0.000 COMB2 (C) 0.069 = 0.047 + 0.022 + 0.000 2 W8X28 COMB2 0.003 COMB2 0.000 COMB2 (C) 0.030 = 0.005 + 0.024 + 0.000 3 W8X28 COMB2 0.001 COMB2 0.000 COMB2 (C) 0.010 = 0.002 + 0.008 + 0.000 4 W8X28 COMB2 0.002 COMB2 0.000 COMB2 (C) 0.119 = 0.112 + 0.007 + 0.000 5 W8X28 COMB2 0.001 COMB2 0.000 COMB2 (C) 0.064 = 0.055 + 0.008 + 0.000 6 W8X28 COMB2 0.000 COMB2 0.000 COMB2 (C) 0.018 = 0.017 + 0.002 + 0.000 7 W8X28 COMB2 0.000 COMB2 0.000 COMB2 (C) 0.102 = 0.102 + 0.000 + 0.000 8 W8X28 COMB2 0.000 COMB2 0.000 COMB2 (C) 0.022 = 0.022 + 0.000 + 0.000 9 W8X28 COMB1 0.000 COMB2 0.000 COMB2 (C) 0.004 = 0.004 + 0.000 + 0.000 10 W8X28 COMB1 0.002 COMB2 0.000 COMB2 (C) 0.115 = 0.108 + 0.007 + 0.000 11 W8X28 COMB1 0.001 COMB2 0.000 COMB1 (T) 0.013 = 0.005 + 0.008 + 0.000 12 W8X28 COMB1 0.000 COMB2 0.000 COMB1 (T) 0.010 = 0.009 + 0.002 + 0.000 13 W8X28 COMB1 0.007 COMB2 0.000 COMB2 (C) 0.156 = 0.136 + 0.020 + 0.000 14 W8X28 COMB1 0.004 COMB2 0.000 COMB2 (C) 0.069 = 0.044 + 0.026 + 0.000 15 W8X28 COMB1 0.001 COMB2 0.000 COMB2 (C) 0.011 = 0.002 + 0.009 + 0.000 16 W16X26 COMB2 0.074 COMB2 0.000 COMB2 (C) 0.824 = 0.294 + 0.530 + 0.000 17 W12X26 COMB2 0.015 COMB2 0.000 COMB2 (C) 0.169 = 0.089 + 0.079 + 0.000 18 W12X26 COMB2 0.004 COMB2 0.000 COMB2 (C) 0.105 = 0.093 + 0.011 + 0.000 19 W16X26 COMB2 0.074 COMB2 0.000 COMB2 (C) 0.718 = 0.190 + 0.528 + 0.000 20 W12X26 COMB2 0.015 COMB2 0.000 COMB2 (C) 0.183 = 0.104 + 0.079 + 0.000 21 W12X26 COMB2 0.004 COMB2 0.000 COMB2 (C) 0.077 = 0.065 + 0.011 + 0.000 22 W16X26 COMB2 0.074 COMB2 0.000 COMB2 (T) 0.618 = 0.000 + 0.618 + 0.000 23 W12X26 COMB2 0.015 COMB2 0.000 COMB2 (T) 0.107 = 0.049 + 0.058 + 0.000 24 W12X26 COMB2 0.004 COMB2 0.000 COMB2 (T) 0.040 = 0.031 + 0.008 + 0.000 25 W16X26 COMB2 0.074 COMB2 0.000 COMB2 (T) 0.618 = 0.000 + 0.618'+ 0.000 26 W12X26 COMB2 0.015 COMB2 0.000 COMB2 (T) 0.107 = 0.049 + 0.058 + 0.000 27 W12X26 COMB2 0.004 COMB2 0.000 COMB2 (T) 0.057 = 0.049 + 0.008 + 0.000 28 L3X3BU COMB2 0.002 COMB2 0.000 COMB1 (T) 0.214 = 0.164 + 0.050 + 0.000 29 L3X3BU COMB2 0.002 COMB2 0.000 COMB1 (T) 0.150 = 0.101 + 0.050 + 0.000 30 L3X3BU COMB2 0.002 COMB2 0.000 COMB2 (C) 0.297 = 0.237 + 0.060 + 0.000 31 L3X3BU COMB2 0.002 COMB2 0.000 COMB2 (C) 0.426 = 0.355 + 0.071 + 0.000 32 TS5X5X3 /8 COMB2 0.001 COMB2 0.000 COMB2 (T) 0.066 = 0.046 + 0.021 + 0.000 33 TS5X5X3 /8 COMB2 • 0.001 COMB2. 0.000 COMB2 (T) 0.109 = 0.089 + 0.021 + 0.000 34 TS5X5X3 /8 COMB2 0.001 COMB2 0.000 COMB2 (C) 0.253 = 0.230+ 0.023 + 0.000 35 TS5X5X3 /8 COMB2 0.001 COMB2 0.000 ,, � 36 TS4X4X1/4 COMB2 (C) 0.162 = 0.142 + 0.021 + 0.000 // COMB2 0.001 COMB2 0.000 V COMB2 (T) 0.063 = 0.041 + 0.021 + 0.000 37 TS4X4X1 /4 COMB2 0.001 COMB2 0.000 COMB2 (T) 0.114 = 0.092 + 0.021 + 0.000 38 TS4X4X1 /4 COMB2 0.001 COMB2 0.000 COMB2 (C) 0.259 = 0.236 + 0.024 + 0.000 39 TS4X4X1 /4 COMB2 0.001 COMB2 0.000 COMB2 (C) 0.144 = 0.123 + 0.021 + 0.000 • • Title : Tigard HS Job # ND432.00 Dsgnr: RAA Date: 12 :05PM, 5 MAY 04 Description : Addition /Remodel Scope : L S - O Rev: 580000 User: KW -0603678, Ver5.8.0, 1- Dec -2003 Built-Up Section Properties Page 1 (c)1983 -2003 ENERCALC Engineering Software nd432.ecw:Calculations 4. m,- e:: saR,- =, s w!s s ssx ,, - z rse - ,, Description BF -9 Built Up (4) L3x3x1/4 . Steel Shapes i. #1: Name L3x3x1/4 Angle 0 deg Depth 3.0000 in Ixx 1.2300 in4 Location of Centroid from Datum Width 3.0000 in lyy 1.2300 in4 Xcg 1.090 in Ycg 1.090 in Area 1.4400 in2 Xbar 0.000 in Ybar 0.000 in #2: Name L3x3x1 /4 Angle 90 deg Depth 3.0000 in Ixx 1.2300 in4 Location of Centroid from Datum Width 3.0000 lyy 1.2300 in4 Xcg -1.090 in Ycg 1.090 in Area 1.4400 in2 Xbar 0.000 in Ybar 0.000 in #3: Name L3x3x1 /4 Angle 180 deg Depth 3.0000 in Ixx 1.2300 in4 Location of Centroid from Datum Width 3.0000 in Iyy 1.2300 in4 Xcg -1.090 in Ycg -1.090 in Area 1.4400 in2 Xbar 0.000 in Ybar 0.000 in #4: Name L3x3x1 /4 Angle -90 deg Depth 3.0000 in lxx 1.2300 in4 Location of Centroid from Datum Width 3.0000 in lyy 1.2300 in4 Xcg 1.090 in Ycg -1.090 in Area 1.4400 in2 Xbar 0.000 in Ybar 0.000 in Summary Total Area 5.7600 in2 Ixx 11.763 in4 r xx 1.4291 in Iyy 11.763 in4 r yy 1.4291 in X cg Dist. 0.0000 in Edge Distances from CG... • Y cg Dist. 0.0000 in +X 4.0900 in S left 2.8762 in3. -X - 4.0900 in S right 2.87621n3 +Y 4.0900 in S top 2.8762 in3 -Y - 4.0900 in S bottom 2.8762 in3 • Datum . Center of Gravity , • iS G 1 • • • 44,44, 4444 44,4 4-4444 :::.t.,4.#;,;s A,'V Y Detder of Gravity Center of Oatedtiy 4 Pt : . ' 4 tAtt X sl Center of Gravity Datum �p JOB T � � � T � 7 NO. NISHKIAN DEAN SHEET NO. 1 5. a OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY �r/�^ 1/r DATE 2 7 y Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE P- 171 7 474 (.1 T 4VI 414 -R:WAi w 9i-I 45- c I r \ - -L + viIt-07(I 1, 7% 5 NeX 7 /I)(N) = 2 °0 .ti IL_ \ = 0,b5 rz3)(11.) ) I.143' _-� . S, = , 3; d 1 . osu Unit, 13 --r (AV eCTH Y 9 I f 401• 4‘4&1 K-/- --2 111 0 `L ET � I . 1 , 7/Z li-LE 62 .0.) = Z IL L 1715(0 0 - 0 • (/ M)) l4 f 2 i c , 0 - 1 ) < 31 1 1x7 (.1.33) Gfl 214, P � 1 a (.ate 1 vi v15 3 /4. 74 I (o r l k.. @ 3 55.) 6745 g ~ cp 1i% P p , C o I, -0 O .G . PP 1 I 1 1q e e(4,S) = t P+.F , . CE) vilA (o40 (1 '�.. 6h�-4 1 be f (3a c.T 4 T 3'wo +- 2Heo '13 ° off � I 16 ( 1,33) 4- 2 ,��(1'37) R= r H6 = VB = H� = V = N 1 S H K 1 A N DEAN CONSULTING AND STRUCTURAL ENGINEERS 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark Frame Story Beam Story Brace Size Brace Angle UIt Brace Force Fillet Weld Size Conn. Strength Factor Weld Strength Column Size = Column Depth = e = Beam Size = Beam Depth = e = Trial a = 7.89 18x4 8 50 4.25 ;16x; CAS E 7.93 4.80 15.74 25 40 22 24 degrees kips in UBC 2213.4.2 kips /in In In in in (at Beam) in (at Column) in kips kips kips kips JOB SHEET NO. CALCULATED BY Tigard HS ( RAA Notes: 1. Design connections for Omega = 2.2 Formulas: r = ((a + e + (R + eB)2)o.5 HB = a P/r VB = e P/r H� =e V =RP/r Brace Weld Length (4 sides) = a Weld Resultant Force = 48 kips = Gusset PL Length Req at Beam = R Weld Resultant Force = 33 kips = Gusset PL Length Req at Column = OF DATE DATE Qty Bolts Req. = 2.54 inches 6.0 inches 3.0 inches 4.1 inches 2.1 inches 2®(I.t.90 .- + ( E�C1,2) SC Bolts Rea at Beam Shear Tab UIt Collector Force = Ult Dead + Live = Bolt diameter = Bolt ASD Value Bolt Strength = Resultant Load = USE kips (no E - Special Load Combo) kips (1.2D +0.5L - Special Load Combo) inches kips /bolt kips /bolt 58 kips 17.34 4 Slip Critical Bolts Use 4 in Use 10.0 in Use 10.0 in N I S H K I A N DEAN JOB Tigard HS . SHEET NO.. 1 e j - ti OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 1 6 F -rt.. Notes: Frame Story - ?:':. , 1 4 W -7, 11 - 0:.3 , 1V,' ,- TA 1. esign connections for Omega = 2.2 Beam Story G Brace Size TS5 6 (L( (? � . L 6 Brace Angle 3 4 0 m degrees Ult Brace Force '1F 150# kips Formulas: Fillet Weld Size l 0 3125 *yin r = ((a + e + (R + e6 ) 2 ) °.5 „to �'`t� (1,, 0 t ('L l� 1,1-) Conn. Strength Factor n ri UBC 2213.4.2 HB = a P/r D Weld Strength 7.89 kips /in VB = e P/r Column Size = W8x48 H e P/r Column Depth = g 50 i , n V = (3 P/r e = 4.25 in • Beam Size = G� Beam Depth = o00�a„ i . n eB .= 0.00 in Trial a = 7 - 50 i yin (at Beam) • R = 17.42 in (at Column) r = 21.01 in Brace Weld Length (4 sides) = 4.75 inches Use 6 in H = 54 kips VB = 0 kips a Weld Resultant Force = 54 kips = 6.8 inches H = 30 kips Gusset PL Length Req at Beam = 3.4 inches Use 15.0 in V = 124 kips R Weld Resultant Force = 128 kips = 16.2 inches Gusset PL Length Req at Column = 8.1 inches Use 35.0 in N I S H K I A N DEAN JOB Tigard HS SHEET NO. lr 5 —1 '22 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark F- ti Notes: I ; Frame Story 0-- 1 1. Design connections for Omega = 2.2 Beam Story 2. Column Weak Axis Orientation &I P- I A 31 Brace Size TS5C5x5 /16 Brace Angle - 340 s degrees Ult Brace Force 1505- kips Formulas: Fillet Weld Size 0;`3125 ' in r = ((a + e + (13 + e Conn. Strength Factor • 170 UBC 2213.4.2 H s a P/r Weld Strength 7.89 kips /in Vg = e P/r Column Size = 104v848;.:,--As' He = e P/r Column Depth = OO `in V = p P/r e = 0.00 in • Beam Size = • G Beam Depth = ▪ 000 in e 0.00 in Trial a = 7,'5,0 = ; ' in (at Beam) p = 11.12 in (at Column) r = 13.41 in Brace Weld Length (4 sides) = 4.75 inches Use 6 in FIB = 84 _ kips . Vg = 0 kips a Weld Resultant Force = 84 kips = 10.6 inches H = 0 kips Gusset PL Length Req at Beam = 5.3 inches Use 15.0 in V = 124 kips p Weld Resultant Force = 124 kips = 15.8 inches Gusset PL Length Req at Column = 7.9 inches Use 23.0 in • N IS H K I A N DEAN JOB Tigard HS SHEET NO. LS — 1 1 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 3. ` ; One Story Notes: Frame Story , , 1 1. Design connections for Omega = 2.2 [% , -t I , (-0 J 1 `l"2) + `1.1 -) Beam Story -,,,2 Brace Size TS5X5 5/16 1 0 14- Brace Angle X4 a degrees UIt Brace Force -, X90 kips Formulas: SC Bolts Rea at Beam Shear Tab z zo s I Fillet Weld Size \b 3125 in r = ((a + e + (R + e6) ' Ult Collector Force . 35 OO ;'�3 k (no E - Special Load Combo) Conn. Strength Factor Y ,0: 1 UBC 2213.4.2 HB = a P/r UIt Dead + Live = ` 10 00 f g E kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = eB P/r Bolt diameter = i .. 87 y inches Column Size = W X28 i H = e P/r Bolt ASD Value = 10 20 j kips /bolt 2 ' 3. ... s.�. Column Depth = 80 , in V = R P/r Bolt Strength = 17.34 kips /bolt ec = 4.00 in Resultant Load = 70 kips Beam Size = W1�6 Z6 ,- Beam Depth = 150 w , ', i n Qty Bolts Req. = 5 e B = 7.85 in Trial a = 7 00 f , in (at Beam) USE 8r , ?Slip Critical Bolts R = 3.95 in (at Column) r = 16.13 in Brace Weld Length (4 sides) = 2.85 inches Use 4 in HB = 39 kips VB = 44 kips a Weld Resultant Force = 59 kips = 7.4 inches H = 22 kips Gusset PL Length Req at Beam = 3.7 inches Use 14.0 in Vc = 22 kips G3 Weld Resultant Force = 31 kips = 4.0 inches Gusset PL Length Req at Column = 2.0 inches Use 8.0 in • N I S H K I A N DEAN JOB Tigard HS SHEET NO. /� 5 7 S OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 < Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 3 2 Notes: Frame Story ,' 1 1. Design connections for Omega = 2.2 Beam Story G ; Brace Size < TS5x5x5 /16i= Brace Angle 43ri0 # 'degrees UIt Brace Force ';','90,... Ar Ai ; kips Formulas: Fillet Weld Size 03125 in r— a + e 2 + +e 2os Conn. Strength Factor l 70' ,;_ U BC 2213.4.2 HB = a P/r Weld Strength 7.89 kips /in VB = e P/r Column Size = 1N8x28 H = e P/r Column Depth = k' 8 9:0 _.,,2ti -y i n Vc = R . P/r e = 4.00 in Beam Size = G, Beam Depth = - 0 00V, in e 0.00 in Trial a = 750 `0r in (at Beam) 13 = 12.33 in (at Column) r = 16.86 in Brace Weld Length (4 sides) = 2.85 inches Use 4 in HB = 40 kips VB.= 0 kips a Weld Resultant Force = 40 kips = 5.1 inches H = 21 kips Gusset PL Length Req at Beam = 2.5 inches Use 15.0 in V = 66 kips 13 Weld Resultant Force = 69 kips = 8.8 inches Gusset PL Length Req at Column = 4.4 inches Use 25.0 in N I S H K I A N D E A N JOB Tigard. HS . SHEET NO. Li? ' 7 ( OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 . Steel Braced Frame Connection Design Uniform Force Method Frame Mark iM BF One Story Notes: Frame Story E '' 1i „ ' 1. Design connections for Omega = 2.2 Beam Story Brace Size •TT 5 5x5/ Brace Angle ' X3 xdegrees Ult Brace Force :90 kips Formulas:. SC Bolts Req at Beam Shear Tab Fillet Weld Size 9,,,a14-03:1 n r = ((a + e + 03 + eB) °s Uit Collector Force p 0 k (Qo E - Special Load Combo) Conn. Strength Factor 4 1 0 UBC 2213.4.2 A 2 �_,� , H B = a P /r Ult Dead + = � X 10 00*1 kips (1.2D +0.5L - Special Load Combo) Weld Strength 7 89 kips /in VB e P/r Bolt diameter = q 87 : inches } Column Size = 1N8x28 H = e P/r Bolt'ASD Value = , :1040 kips /bolt Column Depth = 8 00 in V� = 13 P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 67 kips Beam Size = W10x26 Beam Depth = x � in Qty Bolts Req. = 4 eB = 7.85 in Trial a = 174,11640 in (at Beam) USE E Slip Critical Bolts 13 = 5.91 in (at Column) r = 17.01 in Brace Weld Length (4 sides) = 2.85 inches Use 4 in HB = 32 kips VB = 42 kips a Weld Resultant Force = 52 kips = 6.6 inches H = 21 kips Gusset PL Length Req at Beam = 3.3 inches Use 12.0 in V = 31 kips 13 Weld Resultant Force = 38, kips = 4.8 inches Gusset PL Length Req at Column. = 2.4 inches Use 12.0 in N IS H K I A N DEAN JOB Tigard HS SHEET NO. 1 _-q---7- OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 _ DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame 4 „ Notes: Frame Story F A; e 1 , , 1. Design connections. for Omega = 2.2 Beam Story „ , „ Brace Size k717,55400.Ci g l de rees Brace Angle 360. g Ult Brace Force X 90 I kips Formulas: Fillet Weld Size 03 ; 'e in r = ((a + e + (R + eB)2)o.5 Conn. Strength Factor ,N 70„ UBC 2213.4.2 FIB = a P/r Weld Strength 7.89 kips /in VB = e P/r Column Size = W8x28 H = e P/r Column Depth = 8':004 in V = R P/r • e 4.00 in Beam Size = G Beam Depth = 0 00 * ._ A in e 0.00 in Trial a = _ „7 SCE My in (at Beam) R = 15.83 in (at Column) r = 19.56 in Brace Weld Length (4 sides) = 2.85 inches Use 4 in H = 35 kips VB = 0 kips a Weld Resultant Force = 35 kips = 4.4 inches H = 18 kips Gusset PL Length Req at Beam = 2.2 inches Use 15.0 in V = 73 kips 13 Weld Resultant Force = 75 kips = 9.5 inches Gusset PL Length Req at Column = 4.8 inches Use 32.0 in N 1 S H K I A N DEAN JOB Tigard HS . SHEET NO. LS - 1 t. OF . CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design . Uniform Force Method p Frame Mark BF 5;6 T One Story Notes: • I' Z(a • S �'� -' "L �? Frame Story , = 1. Design connections for Omega = 2.2 Beam Story , R ` t Brace Size �` TS5x5x5 /1 F degrees Brace Angle � 48 0 Ult Brace Force '4:; kips 4— Formulas: SC Bolts Req at Beam Shear Tab Fillet Weld Size It. 01�3i25 in r = ((a + ec) + (R + e6).5 2)° UIt Collector Force V ?20 0'0 kips (no E - Special Load Combo) Conn. Strength Factor 170 UBC 2213.4.2 HB = a P/r Ult Dead + Live = 5 00 ' kips (1.2D +0.5L - Special Load Combo) Weld Strength 7 89 kips /in VB = ee P/r B olt diameter = 0 i nches Column Size = W8z48 H = e P/r Bolt ASD Value = , 1020 kips /bolt Column Depth = 1$50Q in V = 13 P/r Bolt Strength= 17.34 kips /bolt ec = 4.25 in Resultant Load = 61 kips Beam Size = 4 W6 Beam Depth = 1 4 , 12;22 - --- - in Qty Bolts Req. = 4 e 6.11 in Trial a = 66 50 in (at Beam) - .Min USE S Slip Critical Bolts R = 3.57 in (at Column) r = 14.47 in Brace Weld Length (4 sides) = 2.69_ inches Use 4 in HB = 38 kips VB = 36 kips a Weld Resultant Force = 52 kips = 6.6 inches H = 25 kips Gusset PL Length Req at Beam = 3.3 inches Use 13.0 in V = 21 kips f3 Weld Resultant Force = 33 kips = 4.1 inches Gusset PL Length Req at Column = 2.1 inches Use 8.0 in N I S H K I A N DEAN JOB Tigard HS SHEET NO. I J ' " ct OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark k BF 5 One Story Notes: Frame Story 4 .2* , 1. Design connections for Omega = 2.2 Beam Story K 2g Brace Size TS5x5x5/16, Brace Angle N8 0 ' ' :deg r ees Ult Brace Force 85 ' ' kips Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 0.3125 in r = ((a + e + (P + e °5 Ult Collector Force = F 32.00 ,E ; kips Oo E - Special Load Combo) Conn. Strength Factor _ 1 70 � s UBC 2213.4.2 Hg = a P/r Ult Dead + Live = 3000 kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips/in V < B = e P/r Bolt diameter = 0 875 i th 7 g p nches Column Size = I'W8x48 H = e P/r Bolt ASD Value = n� -10 20 kips /bolt Column Depth = r 8 500 - £: in V = p P/r Bolt Strength = 17.34 kips /bolt ec = 4.25 in Resultant Load = 79 kips Beam Size = 816x36 Beam Depth = 15.70 . i n Qty Bolts Req. = 5 e = 7.85 in Trial a = 774 00 Ny in (at Beam) USE 8 Slip Critical Bolts P = 4.08 in (at Column) r = 17.83 in Brace Weld Length (4 sides) = 2.69 inches Use 4 in Hg = 43 kips VB = 37 kips a Weld Resultant Force = 57 kips = 7.2 inches H = 20 kips Gusset PL Length Req at Beam = 3.6 inches Use 18.0 in V = 19 kips p Weld Resultant Force = 28 kips = 3:6 inches • Gusset PL Length Req at Column = 1.8 inches Use 9.0 in • N . 1 S H K I A N DEAN JOB Tigard HS • SHEET NO V S — SO OF • CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark pl One Story Notes: �-� BF 5�6'� Frame Story 4. 1. Design connections for Omega = 2.2 / Beam Story - 2 Brace Size T x65(3/8 I ": O � - Brace Angle ,, 52 iiti ='degrees U It Brace Force z 18 k Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 0 3125 in r = ((a + e + (3 .+ e ° � 5 Ult Collector Force 2 00 kips (Co E - Special Load Combo) Conn. Strength Factor , 1 70 T , UBC 2213.4.2 HB a P/r UIt Dead + Live = X 30 00 ;kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = 0 : 875 1 . 1 inches Column Size = VNl8X48k H = e P/r Bolt ASD Value = S14 20 kips /bolt : Column Depth = „ 8 50 �E ' in V = 13 131 Bolt Strength = 17.34 kips /bolt e = 4.25 in Resultant Load = 121 kips Beam Size = W16X36 Beam Depth = - x.15 70. in Qty Bolts Req. = 7 • e = 7.85 in Trial a = 1 X00 d in (at Beam) USE tiall3ALWISlip Critical Bolts (3 = 4.06 in (at Column) r = 19.35 in Brace Weld Length (4 sides) = 5.71 inches Use 7 in Hg = 102 kips VB = 73 kips a Weld Resultant Force = 126 kips = 15.9 inches H = 40 kips Gusset PL Length Req at Beam = 8.0 inches Use 22.0 in V = 38 kips 13 Weld Resultant Force = 55 kips = 6.9 inches Gusset PL Length Req at Column = 3.5 inches Use 9.0 in • N IS H KIAN DEAN JOB Tigard HS SHEET NO. VA — P, ( OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark 4BF.5 b `! h Notes: Frame Story o, 1. l 1. Design connections for Omega = 2.2 Beam Story G s Brace Size TS5x5x5 /16t' Brace Angle 5 degrees Ult Brace Force 1'80 , kips Formulas: Fillet Weld Size X 01312504 In r = ((a + ec) 2 + ( + e Conn. Strength Factor _ 70 a UBC 2213.4.2 H5 = a P/r Weld Strength 7.89 , kips /in VB = e P/r Column Size = �W8x48 .. i He = e P/r Column Depth F< 8 = 00'a in V = 13 P/r e = 4.00 in Beam Size = G� �T • Beam Depth = j0g00 in e = 0.00 in Trial a = ., `in (at Beam) 13 = 8.98 in (at Column) r = 14.59 in Brace Weld Length (4 sides) = 5.71 inches Use 7 in FIB = 93 kips VB = 0 kips a Weld Resultant Force = 93 kips = 11.7 inches H = 49 kips Gusset PL Length Req at Beam = 5.9 inches Use 15.0 in V = 111 kips R Weld Resultant Force = 121 kips = 15.4. inches Gusset PL Length Req at Column = 7.7 inches Use 18.0 in N I S H K I A N DEAN JOB Tigard HS . SHEET NO. S b Z OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark . k 4 BF 7 *: Notes: Frame Story 1. Design connections for Omega = 2.2 Beam Story g R k Brace Size 1T Brace Angle "h 36 4 Z ; degrees Ult Brace Force z 923 ;iii kips Formulas: SC. Bolts Rea at Beam Shear Tab Fillet Weld Size ,:-...F.,-,,q,..,., 31 4 'i n r = ((a + e 2 + + e 2 o � (( c) ( R B) ' s Ult Collector Force = f4.32:99114- kips (no E - Special Load Combo) Conn. Strength Factor ,1 70 UBC 2213.4.2 HB = a P/r Ult Dead + Live = 5 OOL kips (1.2D +0.5L - Special Load Combo) th 7 89 kips/in V I i Weld Strength VB = et; P/r Bolt diameter = �TC3 875 � inches Column Size = W8X48� H = e P/r Bolt ASD Value = P 10 20 1 kips/bolt Column Depth = X 1 8 5' 0 in V � c = R P/r Bolt Strength = 17.34 kips /bolt ec = 4.25 in Resultant Load = 63 kips Beam Size = 7 Beam Depth = 2 22 x = in . Qty Bolts Req. = 4 e 6.11 in Trial a = 013 in (at Beam) USE tiTg Slip Critical Bolts R = 6.62 in (at Column) r = 15.74 in Brace Weld Length (4 sides) = 2.92 inches Use 4 in HB = 29 kips VB = 36 kips a Weld Resultant Force = 46 kips = 5.9 inches H = 25 kips Gusset PL Length Req at Beam = 2.9 inches Use 10.0 in V = 39 kips R Weld Resultant Force = 46 kips = 5.8 inches Gusset PL Length Req at Column = 2.9 inches Use 14.0 in N I S H K I A N DEAN JOB Tigard HS SHEET NO. V5 q 3 OF • CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE: 720, . PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 7 k Notes: Frame Story : 1. Design connections for Omega = 2.2 Beam Story Brace Size TS5x5x5/.�16' Brace Angle t 0 36v0 - Idegrees UIt Brace Force i,t-eg9Z4z4i kips Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 0 3125 ; i n r =• ((a + e + (13 + eB) °.5 Ult Collector Force 35 00 kips (no E - Special Load Combo) Conn. Strength Factor 1 70 UBC 2213.4.2 HB = a P/r Ult Dead + Live = A 2 5X 00 kips (1.2D +0.5L - Special Load Combo) • Weld Strength 7 kips /in VB = eB P/r • Bolt diameter = . i Q 8 nches Column Size = 4x4 8i 5 =' H = e P/r Bolt ASD Value = i 1'0 20 -` kips/bolt Column Depth = 8.50 �,- in V P •c = (3 P/r Bolt Strength = 17.34 kips /bolt e = 4.25 in Resultant Load = 93 kips Beam Size = WI6x36` Beam Depth = 170 in Qty Bolts Req. = 6 e = 7.85 in Trial a = k a 1 5 00 in (at Beam) USE ,$ SI ip Critical Bolts 0 = 4.88 in (at Column) r = 15.74 in Brace Weld Length (4 sides) = 2.92 inches Use 4 in HB = 29 kips VB = 46 kips a Weld Resultant Force = 54 kips = 6.9 inches Hc = 25 kips Gusset PL Length Req at Beam = 3.4 inches Use 10.0 in V = 29 kips R Weld Resultant Force = 38 kips = 4.8 inches . Gusset PL Length Req at Column = 2.4 inches Use 10.0 in • • N I S H K I A N DEAN JOB Tigard HS SHEET NO. / -- S Li OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame MarkBF 7 �I One Story. Notes: Frame Story _ Al 1. Design connections for Omega = 2.2 Story 2 ` FiCY Beam Sto F Brace Size v. ., TS6x6x3 /8§ Brace Angle 36 0 4 de rees UIt Brace Force X180 s ;- k Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 0 3125 in r = ((a + e + (13 + ee) Ult Collector Force r' 3 5 00 k (S2o E - Special Load Combo) Conn. Strength Factor t I70 UBC 2213.4.2 HB = a P/r Ult Dead + Live = x;25 :001 kips (1.2D +0.5L - Special Load Combo) Weld Strength 7 89 kips /in VB = e P/r Bolt diameter = €0875 inches Column Size = W8x48 H = e P /r. Bolt ASD Value = I3 k10 20-� kips /bolt Column Depth = 50 8 ' in V =13 P/r Bolt Strength = 17.34 kips /bolt e = 4.25 in Resultant Load = 132 kips Beam Size = 0,16136 7 Beam Depth = _ , 1;5 70 - in Qty Bolts Req. = 8 e = 7.85 in Trial a =•f00 in (at Beam) USE rf8 nfi Slip Critical Bolts 13 = 6.26 in (at Column) . r = 17.44 in Brace Weld Length (4 sides) = 5.71 inches Use 7 in H = 62 kips V = 81 kips a Weld Resultant Force = 102 kips = 12.9 inches H = 44 kips Gusset PL Length Req at Beam = 6.5 inches Use 12.0 in V = 65, kips G3 Weld Resultant Force = 78 kips = 9.9 inches Gusset PL Length Req at Column = 4.9 inches Use 13.0 in • N I S H K I A N D ' E A ' N. JOB Tigard HS SHEET NO. 5 5S' OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204. DATE (503) 274 -1843 FAX (503) 273 -5696 ' Steel Braced Frame Connection Design Uniform Force Method Frame Mark 7 , :' Notes: Frame Story �1� 1. Design connections for Omega = 2.2 Beam Story ,,14 Brace Size TS5x51-5/164' Brace Angle 36 0k degrees Ult Brace Force , 180 , kips Formulas: Fillet Weld Size " 0 3125 in r = ((a + e + (13 + eB)2)D5 Conn. Strength Factor lirli07 2213.4.2 FIB = a P/r Weld Strength 7.89 kips /in VB = e P/r Column Size = N8548 X H = e P/r Column Depth = ,' X 481-00 in V = 13 P/r e = 4.00 in • Beam Size = MG Beam Depth = gT00 , in e = 0.00 in Trial a = n , !0 in (at Beam) 13 = 15.83 in (at Column) r = 19.56 in Brace Weld Length (4 sides) = 5.71 inches . Use 7 in NB = 69 kips VB = 0 kips a Weld Resultant Force = 69 kips = 81 inches H = 37 kips Gusset PL Length Req at Beam= 4.4 inches Use 15.0 in V = 146 kips (3 Weld Resultant Force = 150 kips = 19.0 inches Gusset PL Length Req at Column = 9.5 inches Use 32.0 in N I S H I C F A N DEAN JOB Tigard HS SHEET NO. LS —8!:,f0 OF . CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 . Steel Braced Frame Connection Design . Uniform Force Method Frame Mark \ CBE 8 ` � Notes: Frame Story 2 , 1. Design connections for Omega = 2.2 Beam Story , ,, R 3 °4 , Brace Size T S555x5/16 Brace Angle 3 0 -degrees Ult Brace Force 85 -,6 kips Formulas: SC Bolts Rep at Beam Shear Tab Fillet Weld Size 0 3125' in r = ((a + e + (R + e Ult Collector Force = , 35 00 ki s S2o E - Special Load Combo . P ( P Combo) Conn. Strength Factor 17Q UBC 2213.4.2 HB = a P/r Ult Dead + Live =,`- `5 00 kips (1.2D +0.5L - Special Load Combo) F Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = i?875,inches Column Size = W8x48 H = e P/r Bolt ASD Value = 1Q 2b kips/bolt Column Depth = $ 0 i n . V =13 P/r Bolt Strength = 17.34 kips /bolt ec = 4.25 in Resultant Load = 71 kips Beam Size = W.,3.2x26'% Beam Depth = -1012-22 k in Qty Bolts Req. = 5 e = 6.11 in Trial a = b 00 ; . in (at Beam) USE M '1:: .4172 Slip Critical Bolts R = 4.88 in (at Column) r = 15.03 in Brace Weld Length (4 sides) = 2.69 inches Use 4 in H = 34 kips V 35 kips a Weld Resultant Force = 48 kips = 6.1 inches H = 24 kips Gusset PL Length Req at Beam = 3.1 inches Use 12.0 in V = 28 kips R Weld Resultant Force = 37 kips = 4.6 inches .. Gusset PL Length Req at Column = 2.3 inches Use 10.0 in N I S H K I A N DEAN JOB Tigard HS , . SHEET NO. LS — e - OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method . Frame Mark r ` `BF 8 Notes: Frame Story 1 1. Design connections for Omega = 2.2 Beam Story 1 - : 2 14.-,, Brace Size : TS5 ( 5x5/16 Brace Angle �� 4 3 0 elidegrees Ult Brace Force X85 r kips Formulas: SC Bolts Req at Beam Shear Tab Fillet Weld Size 'a 0 , in r = ((a + ec)2 + 03 + e 2 1 1 5 Ult Collector Force 00 ki s (Slo E - Special Load Combo) Conn. Strength Factor 1 70 ; UBC 2213.4.2 HB = a P/r Ult Dead + Live = A0 001 kips (1.2D +0.5L - Special Load Combo) n Weld Strength 7 89 kips /in VB = eB P/r Bolt diameter = 7 085 inches Column Size = i W8x48 � H = e P/r W Bolt ASD Value = '10 0 '�' r,3.. kips /bolt Column Depth = U8 50 y -Ain V = R P/r Bolt Strength = 17.34 kips /bolt ec = 4.25 in Resultant Load = 69 kips Beam Size = tf - !WI6x36 ` Beam Depth = _ ' 1 70 : in Qty Bolts Req. = 4 e = 7.85 in Trial a = 7, 00 in (at Beam) USE - Slip Critical Bolts 1 = 4.21 in (at Column) r = 16.50 in Brace Weld Length (4 sides) = • 2.69 inches Use 4 in HB = 36 kips VB = 40 kips a Weld Resultant Force = 54 kips = 6.9 inches H = 22 kips Gusset PL Length Req at Beam = 3.4 inches Use 14.0 in V = 22 kips 13 Weld Resultant Force = 31 kips = 3.9 inches Gusset PL Length Req at Column = 2.0 inches Use 9.0 in • N I S H K I A N DEAN JOB Tigard HS SHEET NO. ,. 5 if.:A> OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE . 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark . BF 88 Notes: Frame Story i 1 1. Design connections for Omega = 2.2 ` Beam Story 3 � � -� � 2 Brace Size gosusatsfq Brace Angle X 41.0 degrees Ult Brace Force .1 kips Formulas: SC Bolts Rea at Beam Shear Tab: in r = a'+ e 2 + + e 2 D S UIt Collector Force i 25 00 kips (Co E - Special Load Combo Fillet Weld Size 'i 0�31�25� � (( c) (R B )) ' � �i k pe Combo) Conn. Strength Factor 70� UBC 2213.4.2 H = a P/r _ Dead + Live 10 ki ps (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = it 875"' inches Column Size = W8x48 ti H = e P/r Bolt ASD Value = - " 10.20 kips /bolt Column Depth = q 8 . 5 0 in 13 n V = P/r Bolt Strength = , 17.34 kips /bolt e = 4.25 in Resultant Load = 117 kips Beam Size = W�16x36 Beam Depth = I 1 ; in Qty Bolts Req. = 7 e = 7.85 in Trial a = � 6' in (at Beam) USE 10II Slip Critical Bolts � _..� 50 ., ,g :,� � 13 = 4.52 in (at Column) r = 16.39 in Brace Weld Length (4 sides) = 5.55 inches Use 7 in HB = 69 kips VB = 84 kips a Weld Resultant Force = 109 kips = 13.8 inches H = 45 kips Gusset PL Length Req at Beam = 6.9 inches Use 13.0 in V = 48 kips i3 Weld Resultant Force = 66 kips = 8.4 inches Gusset PL Length Req at Column = 4.2 inches Use 10.0 in N IS H K 1 AN DEAN JOB Tigard HS SHEET NO. V5 -g '1 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 8 Notes: n connections for Omega = 2.2 1. Design Frame Story kig �1 � -� g Beam Story k F Af Brace Size :: TS6x6x3 /8 Brace Angle �� 4140x degrees Ult Brace Force 175 kips Formulas: . Fillet Weld Size ® 3 in r = ((a + e + (13 + e Conn. Strength Factor 1 70 7.3 UBC 2213.4.2 HB = a P/r Weld Strength 7.89 kips /in - VB = e P/r Column Size = j W8x48 H = e P/r Column Depth = { � 8 0 µ, ' V = p P/r e 4.00 in Beam Size = ,'� G ; Beam Depth = , 000 in e 0.00 in • Trial a = t4 50 in (at Beam) 1 = 13.23 in (at Column) r = 17.53 in Brace Weld Length (4 sides) = 5.55 inches Use 7 in HB = 75 kips VB = 0 kips a Weld Resultant Force. = 75 kips = 9.5 inches Hc = 40 kips Gusset PL Length Req at Beam = 4.7 inches Use 15.0 in V = 132 kips i3 Weld Resultant Force = 138 kips = 17.5 inches Gusset PL Length Req at Column = 8.7 inches Use 27.0 in • N I S H K I A N DEAN , JOB Tigard HS SHEET NO. (_4 _c O OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE, 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 . DATE (503) 274 -1843 FAX (503) 273 -5696 Steel. Braced Frame Connection Design Uniform. Force Method Frame Marks BF,91 Notes: Frame Story 3 1. Design connections for Omega = 2.2 Beam Story 0 6 UR k . Brace Size TS4x4x 4 1 / .' Brace Angle x" 0_ 'degrees 9 Ult Brace Force f 40 k ' ;; kips Formulas: SC Bolts Req at Beam Shear Tab Fillet Weld Size 0 3125 = in r = ((a + ec) + ( + e ° ' 5 Ult Collector Force = 131,46 00 kips (S)o E - Special Load Combo) Conn. Strength Factor in' 111 701 UBC 2213.4.2 HB = a P/r Ult Dead + Live = h 1 j kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in V B = e P/r Bolt diameter = i'.2 0037 4 q inches Column Size = W £ H = e P/r Bolt ASD Value = 10 201 kips /bolt Column Depth = ^ .8 00 i n V = R P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 58 kips Beam Size = E W12x26 Beam Depth = 14 in Qty Bolts Req - = 4 e = 6.11 in Trial a = 9 _ - in (at Beam) USE 5I6TSlip Critical Bolts p = 3.34 in (at Column) , r = 16.07 in Brace Weld Length (4 sides) = 1.27 inches Use 3 in H = 22 kips Vs = 15 kips a Weld Resultant Force = 27 kips = 3.4 inches H = 10 kips Gusset PL Length Req at Beam = 1.7 inches Use 18.0 in V = 8 kips R Weld Resultant Force = 13 kips = 1.6 inches Gusset PL Length Req at Column = 0.8 inches Use 7.0 in • • N I S H K I A N DEAN JOB Tigard HS SHEET NO. V S .9 . ( OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark MgFAIr Notes: Frame Story ;-2 - V'' 1. Design connections for Omega,= 2.2 Beam Story 3 LR� Brace Size TS5x5x5/t16# Brace Angle 430 Fdegrees Ult Brace Force vi.:.: : kips Formulas:. SC Bolts Req at Beam Shear Tab Fillet Weld Size 0 3125 in r = ((a + e + (13 + eB)2)° 5 Ult Collector Force 32`00 `4 kips (no E - Special Load Combo) Conn. Strength Factor 1' 7g UBC 2213.4.2 FI = a P/r Ult Dead + Live = kips 1.2D +0.5L - Special Load Combo P ( P Combo) Weld Strength 7.89 kips /in . Vg = e P/r Bolt diameter = 00 "1 inches Column Size = W8x H= e P r E _ � v4u c = c / Bolt ASD = O'20 kips /bolt Column Depth = F8 00 , in V = R P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 53 kips Beam Size = W6 a Beam Depth = 5 1 12x2 _ 222 in Qty Bolts Req. = 4 e 6.11 in Trial a = X6100 7 s ,in (at Beam) USE tiKtiBk-7: Slip Critical Bolts 13 = 4.61 in (at Column) r = 14.66 in Brace Weld Length (4 sides) = 2.38 inches Use 4 in HE = 31 kips V = 31 kips a Weld Resultant Force = 44 kips = 5.6 inches H = 20 kips Gusset PL Length Req at Beam = 2.8 inches Use 12.0 in V = 24 kips (3 Weld Resultant Force = 31 kips = 4.0 inches Gusset PL Length Req at Column = 2.0 inches Use 10.0 in N I S H K I A N DEAN JOB Tigard HS SHEET NO. � S • 9 Z OF CONSULTING AND STRUCTURAL ENGINEERS• CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 9 Notes: Frame Story t 3 ry 1. Design connections for Omega = 2.2 Beam StorySL 1 Brace Size TS4x4x1 /4 'x ' ..' Brace Angle 54.0 E degrees Ult Brace Force 40 kips . Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 4 0 33 i n r = ((a + e + ((3 + e UIt Collector Force 32.00 kips S2o E - Special Load Combo P ( P Combo) Conn. Strength Factor . 1 70 ; `UBC 2213.4.2 H = a P/r Ult Dead + Live = 4y.00 A1 kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = '� -4 : 0875 ; inches Column Size = P ?W8x2 H = e P/r Bolt ASD Value = 10.20 kips /bolt Column Depth = ; -,8.00 in V = R P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 37 kips Beam Size = W12xx2'66�-_ Beam Depth = Pl 1 2 22 t in Qty Bolts Req. = 3 e = 6.11 in Trial a = 9 00 5. in (at Beam) USE rfitiu Slip Critical Bolts 13 = 3.34 in (at Column) . r = 16.07 in Brace Weld Length (4 sides) = _ 1.27 inches Use 3 in HB = 22 kips V = 15 kips a Weld Resultant Force = 27 kips = 3.4 inches H = 10 kips Gusset PL Length Req at Beam = 1.7 inches Use 18.0 in V = 8 kips 3 Weld Resultant Force = . 13 kips = 1.6 inches Gusset PL Length Req at Column = 0.8 inches Use 7.0 in N I S H K I A N • • DEAN JOB Tigard HS • . SHEET NO. ' lS —9* OF ' CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 . Steel Braced Frame Connection Design Uniform Force Method Frame Mark er BF,9 fi Notes: Frame Story . ; 1. Design connections for Omega = 2.2 Beam Story F F =V, Brace Size *TS5x5x5/16 Brace Angle -.1-1.:43-10j1- , degrees Ult Brace Force 4 62� 'k Formulas: SC Bolts Rea at Beam Shear Tab Fillet Weld Size 10 1 5� ' i r = ((a + e + (R + e8)2) °.5 Ult Collector Force 1 6 0 k (00 E - Special Load Combo) Conn. Strength Factor 1 70 - UBC 2213.4.2 H 15 00 9 � � _,,,,� y�: B = a P / r Ult Dead + = � � kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 g kips/in e = ee P/r Bolt diameter = Q 875 , i nches Column Size = W8x28 H = e P/r Bolt ASD Value = p 10 20 kips /bolt Column Depth = li- �aE e 8 00 in V = 13 P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 52 kips Beam Size = 6 ll- Beam Depth = 15 , i n Qty Bolts Req. = 3 e = 7.85 in Trial a = - 7 00 , in (at Beam) USE USE i Slip Critical Bolts p = 3.95 in (at Column) r = 16.13 in Brace Weld Length (4 sides) = 1.97 inches Use 3 in Hg = 27 kips Vg = 30 kips a Weld Resultant Force = 40 kips = 5.1 inches H = 15 kips Gusset PL Length Req at Beam = 2.6 inches Use 14.0 in V = 15 kips (3 Weld Resultant Force = 22 kips = 2.7 inches Gusset PL Length Req at Column = 1.4 inches Use 8.0 in N I S H K I A N DEAN JOB Tigard HS SHEET NO. /,5 — I -1 OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark ` BF77 ' Frame Story �h if _e 1. Design connections for Omega = 2.2 Beam Story f F-� .. r .,gip Brace Size (4)L353x1/4' Brace Angle 0= }degrees UIt Brace Force 10 kk kips Formulas: SC Bolts Req at Beam Shear Tab Fillet Weld Size [0,%:' in r = ((a.+ e + (13 + eB)2) °s Ult Collector Force r� X40 00 kips (no E - Special Load Combo) th Factor x, '01 70D UBC 2213.4.2 H a P/ Ult Dead + Live = lE ' 50G 9 �,_,; .�a,.. �� .. B = a`QO kips Conn. Strength (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = �(1 inches Column Size = �& W8 28 H = e P/r Bolt ASD Value =®LOO kips /bolt Column Depth = 8 00µ 11 in V = R P/r Bolt Strength = 17 34 kips /bolt e = 4.00 in Resultant Load = 52 kips Beam Size = = i W16x26 _ Beam Depth = [. in Qty Bolts Req. = 3 e = 0.00 in Trial a = w 1800 in (at Beam) USE rin4tc. A Slip Critical Bolts 13 = 8.89 in (at Column) r = 23.73 in Brace Weld Length (4 sides) = 3.17 inches Use 5 in H = 76 kips V = 0 kips a Weld Resultant Force = 76 kips = 9.6 inches • Hc = 17 kips Gusset PL Length Req at Beam = 4.8 inches Use 36.0 in Vc = 37 kips (3 Weld Resultant Force = 41 kips = 5.2 inches Gusset PL Length Req at Column = 2.6 inches Use 18.0 in • • N I S H K I A N DEAN JOB Tigard HS SHEET NO. //5 � 6 • OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 9 ... Notes: Frame Story , 1 1. Design connections for Omega = 2.2 • Beam Story G Brace Size i(4) L3x3x4/4 Brace Angle A 68 - 0 degrees UIt Brace Force 4-00 V' kips Formulas: Fillet Weld Size M 0 36125 - +in r = ((a + e + (R +. eB) 2 ) os Conn. Strength Factor � k , 70 , UBC2213.4.2 HB = a P/r Weld Strength 7.89 kips /in VB = eB P/r Column Size = W8x28 H = e P/r Column Depth = k,8 00 in V = R P/r ec = 4.00 in Beam Size = r �G,� 1 0.00 Beam Depth = i in e = 0.00 in Trial a = m. 3 50 s, in (at Beam) 13 = 3.03 in (at Column) r = 8.09 in Brace Weld Length (4 sides) = 3.17 inches Use 5 in HB = 43 kips. VB = 0 kips a Weld Resultant Force = 43 kips = 5.5 inches H = 49 kips Gusset PL Length Req at Beam = 2.7 inches Use 7.0 in V = 37 kips R Weld Resultant Force = 62 kips = 7.9 inches Gusset PL Length Req at Column = 3.9 inches Use 7.0 in • • N 1 S H K I A N DEAN JOB' Tigard HS SHEET NO. L 5 - c b OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 . Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF 10 5 Notes: Frame Story 1. Design connections for Omega = 2.2 �, r Beam Sto F Brace Size tiTS4x4x1 /4 Brace Angle 3 45 4 degrees UIt Brace Force ' ` 45 kips Formulas: SC Bolts Req at Beam Shear Tab Fillet Weld Size ,i 015 - in r = ((a + ec) + .(p + e6) UIt Collector Force = i 30 00 kips (00 E - Special Load Combo) Conn. Strength Factor 1 ,570 UBC 2213.4.2 FI = a P/r Ult Dead + Live =1S 00 € kips (1.2D +0.5L - Special Load Combo) Weld Strength 7.89 kips /in VB = e P/r Bolt diameter = -QQ875 inches 3 p. Column Size = W8x28 = H C e = e P/r Bolt ASD Value = 1.0020 ` kips /bolt Column Depth = 8;00 in V = R P/r Bolt Strength = 17.34 kips /bolt e = 4.00 in Resultant Load = 56 kips Beam Size = '`:W6x26 Beam Depth = ''''''. , 15 a in Qty Bolts Req. = 4 e = 7.90 in Trial a = T00r d in (at Beam) USE $ ESlip Critical Bolts R = 3.11 in (at Column) r'= 15.56 in Brace Weld Length (4 sides) = 1.43 inches Use 3 in HB = 20 kips VB = 23 kips a Weld Resultant Force = 31 kips = 3.9 inches H = 12 kips Gusset PL Length Req at Beam = 1.9 inches Use 14.0 in Vc = 9 kips R Weld Resultant Force = 15 kips = 1.9 inches Gusset PL Length Req at Column = 0.9 inches Use 7.0 in . • • N I S H K I A N DEAN JOB Tigard HS SHEET NO. J / , 5 �'� OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY RAA F DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 Steel Braced Frame Connection Design Uniform Force Method Frame Mark BF10 Notes: Frame Story 1. Design connections for Omega = 2.2 Beam Story �G Brace Size TS4x4Z114 Brace Angle 450 `'degrees UIt Brace Force `Z45 kips Formulas: Fillet Weld Size 0 3125 xi in r = ((a + e + (13 + eB)2)D:5 Conn. Strength Factor 1= 70 :!! p UBC 2213.4.2 HB = a P/r Weld Strength 7.89 kips /in VB = e P/r Column Size = ' W8 281 H = e P/r Column Depth = in V =13 P/r e = 4.00 in Beam Size = Beam Depth = ` . fl ®® in • e = 0.00 in • . Trial a = " ,„ in (at Beam) • 1 = 8.50 in (at Column) r = 12.02 in Brace Weld Length (4 sides) = 1.43 inches Use 3 in HB = 17 kips V = 0 kips a Weld Resultant Force = 17 kips = 2.1 inches Hc = 15 kips Gusset PL Length Req at Beam = 1.1 inches Use 9.0 in V = 32 kips 13 Weld Resultant Force = 35 kips = 4.5 inches Gusset PL Length Req at Column = 2.2 inches . Use 17.0 in JOB 'T I /4 42- D H NO. N I S H K I A N DEAN SHEET NO. ✓ - 9 0 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (j CALCULATED BY I (� 4 , A DATE - - 4'14 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE to 0E t 64 4 M I r l A ON O,C l 0 0m), Wp p — ( F I vg 19,OHH 1,4 ` 5 /1 -,/ � ly � 1 ) C(3E ?uVEEPJ �� - 1 F - M �' � O, Icy° ) N -S 0 1114 IAI-F La th AAA-S J � ■4 rri-t AST a 6 / D, I tiq 1 MnNI -rviL4 ve -W = b Gov )'/It4o -(0 `' 1e,.0)' q1- Pt,F w� CI 'A 1-1-11 Oat* x t 6144 p_vcF Genf d 691 -? 1 O U tar MA'Te L40,0 � p '1"' Amp L-O « ciD ILsx 'roP P = Ala ii-5z F1 U e €b ' ,Sea 1 4 e �t/z, FT • S L 1- 1T 1 3(o 123` �3 t 33 +� �3 IL1P - 5 G ,s Dt- = 1�1'1 1 I 1/1 r• - 2-6 WI C3) 1'E2, 10i JOB "1' I Gi A P-I/ 9 NO. NISHKIAN DEAN SHEET NO. V7~ 1 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (J _ /` �Q S'..... S'..... - b� 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY I ` DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE (Lo,P L o b -I/ r0f - , �F_ v1GPCR --� �M = IA V- LI,N0��..v) 27 ;q IL . Nth ,f4� LA � 1 1 H IP i 7. d� 31 S 01/1702- V i m = 0 , 1 / 1 5 ( 1 1 . ) ) % 21 , ti 1i-1 P < ' (SI-. ■ to) V71 , c b 14- d . 1 , wl I'J• 7 1 / I-aa- L t_� 1 C i --1 FA = 1 , 4, I_S . z /-►,‘,5 = 7 7 , c I r « 15.S e7,µ-. 1/ii v11 Uc Bpi I ( 1 141," 96 P 1. • (3 ^ �7 • 1,1" I1, 1 V41 %x - a ' 6''4 11-113-5/ _ 10,-37 - . MQ, _ col (20) b e"v1)1.(14.5) `ot,;. o,et 0am)(I5 . ,3 1%I( (0 I 4 •FT C11-) M �x , I I (11 1 -51- 7 ci . I IL4X. 1 .k.4-064 1 1 1/'4 I + , I = 1 S s 44 So -rt9P -t- A,.k4 () 1 (, 0 0 goers = ci C I v. (0) (v7 14 IP5 4 '61-.5 + 1. = 53 pn5 4 10 04- JOB 1 1 1 2 EW NO. NISHKIAN DEAN SHEET NO. L-S t17 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /�,,,� 5-77-°9 CALCULATED BY ' ' • DATE 319 SW Washington Street, Suite 720, Portland, OR 97204 . Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE R o ad l. VEl -5 N -5 �..�- Q 1 11. 1 'v' -ea ISr Ilzvs - 'f l.I C-3 11S �M = b1; `4g -(D4) ° 1, to WIPS < (..)C-7740) =. (off DIPS o V4IH1 1i i V 1 v4 (15 = Ill _ __ .. .: /(o ,'1ei ' %� ±1�1 11'71- Mpl, ; o,61(1.0)(e)0- 40.c)L'') t"' otci (20)(0)(1.(o.$) = y1 M 1 = 7 ,o , s C o-)Azct ° 11. , L0 w5z 7 H,11 ITT Plar u 11'4411'4E> = 11-.L4 1L 4T L 5 Iv? 4P PAP a0 DO Vr5 1 _47 1 7 " . ----, _ IS 1411 L - 3 (.Iti 'la 14 &o t✓ .) 1.17a 0 ? W 6 .'i L. ' (3) -l b? 4 4 6 INt Gx1 (0 1 , 1/1- 1 7 6 CI -,1.) _ 631 I4./1M'* n ,��5 �t,r, (.7.7 41.5 IM (1-0)01)(7,77-P. .e( I` f T - Z q 11 1.11.(0 S T MI 5 r /.60,.c( Cl/0 D # 1 , 140 = • 0 `1 14-47t L S 'fia P - G-6 =) „i 13 LA = v1 � I v b � = co . `.11L -7 -711.5 1 U Vo t 6, 74 2p t tit)/ B o o) JOB 1 Irg-P K NO. NISHKIAN DEAN SHEET NO. 15 1D' OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /�Q. 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY I vT i DATE �� Tel: (503) 274 -1843 Fax: (503) 273 -5696 `CHECKED BY DATE SCALE j2. GC t, V G t r ( '.›.) 5 11111-Y-1. V111 -Y-1. (Rr- () '64 7- D ii7,4 C`5 3 1 I - � a = � ' 1 � ' � (oS .I I4-ST Mpg (. ( \I nn -1 -'°(.? , )( 7 = LA . m( T. 26.,(I1 -) - 7 11 . I (4-5-1 (o-r G 31 H bV (q.4 -o T Q fi..4 J In C c4 RJZj VT 5 3 v + N t. � L IGI P'S ( . -) 2 K. u5E vU w/ C3) li e p Bb STS Wroxi 7,w - Cwvs its GRID 4 Sia►It -$14-) la raka F -5 j = o ( 1'1) = 2 14-I - ti - it, � � 2 �3 IA- MN/ a, g Cw)C��)'' ��)s 33 v M(5 n II ' ) Air„ (v•S ° o LAST. 7'7 T Bo p r h • °® �'y �3 = a .2 V 7 d- (,r PE,44461q bw LASS WtCb4 (t/41,q2) WIz (9 C r�F S) (K) 1 12, 4 PimI,Ts (0.1x 5 ant = tiN 11 11-4ry (lz) / $2 1/' r 1 O ,9,64 q .51) ILiPS -71.ti FL-r = 3 C 1 ' - 4 7 �N vfSE 1/0 1-.Y. Iq VA 1 68 b 4, 5 • JOB I `t ID J NO. NISHKIAN DEAN SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 � 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY �� DATE ^ 1 7 b ,( I Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE C tJ - s ) W�5 1-tlaiv -q /10 Pae 7/431 P. -51- PmAto = Gh 14-tFS 7 33 © ( &' 1...) iNE0 Ar,., rt, . : t6" L1 —7 1 4, S of- . ( c v t-1 w tv,41 � c t� �) = �� . $ 713 ►SIP S t er tiko, 916 14 JOB I- 1- P , NO. N I S H K I A N SHEET NO. I/5 -[0 `2< OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 - 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE �I.ot�li- Gol.I�EL It-S (E 13 1 i Av o c:II FPI+gF 1- \h. ( - 141- I� 1 V k l I � O � M = o , S ° o ©('7 e ) = 'li - F c t % 1.014/1,40 ° o : ' - I 1 LoW ;T[4E:LA 1.1 !.d r ,l I.1 r7 = 1'I , ®1i•IP4 (47,J svizvt - JE 4 1 42 1° 4 111" 7- 21 14-1P �- �j i �{ !� tF C"r idieL. �i x - G tV5E l/o 0.1) Ifs" r 0.5 '0 ( &') -7-I 1t- 1PS - Fa = 21 h , ro S = 'y , 'I Pis 1-00 v. i.T`7 9+ L = (GIP' S -\/ -1- +til = 21. to I � L 1/1, I 14.11 C T )c-c. vl 5 E 01 11, •A vb vtl I (''7) . 11 6 “ .:2 5 P2ot.1"5 2 I V. 5°o % o \1 -u /A I .c Li I4 J 07—Al (,o 1.J {'J (-7T c,t* ,s F7 r L'2- I- t t S - L L 4.20 _ --) to1,,e—ItS 4-4 kg I4-1177 (T �`G) 15 1 -H' ■H v� (5) -1 (e; as ..._— 1 lit 501:: 0: = 1'v 14-0 CA = 1l ' /'I SMA C'� LdT -tf !1; - + I b� _ �h. IP 2'5.'1 JOB 1-1 9 H`2 • NO. NISHKIAN DEAN SNEETN t,S— OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 l.� 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY I DATE ' 1 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED By DATE • SCALE (r(9o1 frt.e-6, 1 - t■4 1 ) WI b 1c 14 . Zj °o 1 P7 I i'l) 1 - •Z J � (0 1 1? ' z j S 1 IPS I „ � ; 'C /I ,bS = L-1 ,b it-4 --12v1 ` t-i ) p o k i› Go 1. vt,1444 co N hl ) f 7 V = 0-1 (%1 P (3 corm 15 6$ 4,-/ l.`I cools 4-*p- 0 + '1 -125 -4 IHti = 3 b I <tPS L C fc. O.IL . L H Gni.t4 All 4 v.) EP, I. = 11 77? oL. q■ Fi (/(7 - '%1,6-4(49- CO .-i p^l, ° �j d. / J 1 V.in Call) 16 4.(oio - ) ( cu) ° ' /e "cfr F 01 VO ' lc�UL� c4 - 14?tj -C 0-9) =--- , D 3 6 61 ihti' �` I BS t/4-1-_1* S E nn ° ��3 L t�. t' �'I l�� -F 1 -111 11 , , 1,- 1 G: —\119"1 1' �� - y s ,Alps CIti,e,) = isL e--. (z) s AT 64( I vglA ) 45 01 LO ,� l$11 f g_ - o. (HI- 1,) q,,'1 - 144 < D .31 ( ) (. ® S , �A. ��4i � 31 U5E ('y) 1(5 A-r CIP- iDLtt4E fs4 DF- 5. JOB -rI 6'r J NO. N I S H K I A N DEAN SHEET NO L t ° OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 2 CALCULATED BY I DATE " 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE �V'Ob( GCJtiLI� -TD� C la - 9) p2 �^ Coq ,` - 17 I 000 KIPS Vl °r7X - )15 - o.416 ( IL(R5 �A 1 7 7 1Nti (.Sr D4-l/ 2� 14-1( I Con+ 04A-rIJG t -1-17 - 4 41. = �, t� (r5 14.11 (1 v(96 14 15 w(«) 1 /1 " 4 Da W E M 0 •i(t(b14) Zi 14 I P `, 1•o vt1 P2-0(i 'V ?7` 2- '(' W 'I 6 'S ILIP$ (OZ II U 56 W /45 vo IC-1 /5 t •1- = ILIPSIt ° (1-i9 \th()4 �M = vIH'iv(56� = 2 S Kif 'Pa = "°` ,12 = �,1 14.SI CA �o�rs n1 = z�.�. 1/i E VJIl�w ►N/CN) I /0 "m (3'tTS Wti E = o,a14 Pt 1 ) = 7n 1,41 P -Pct 3 ° /(� • v = 1, 65 I-sm L p+ I, -2 71 (-t? 1A5 E Wi-Hy viJ/ ( 6, ) 1 /g - 0 11 1 '1 3 'LIPS L•1 - .�- - JOB TIC H5 NO. N I S H K I A N SHEET NO L--c> - -lc) co OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 q7 ' 5 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY ��+ DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE FI,00iz Ga1I,-6 L-7 1 iF5 I `'-+ `c i (3) 4r5 p, 1-41--(1ti) = '2ci DIPS (60)(0h) V1 �E & 5 lio ,fi I 1,5tivR0 - 9 12,,ipt,F VIP P 59- M 21 1N) 1 ;) ' 01.;5 0 '171 ( 1 ' ') = 2 I 14.. < 3 CI 1 " , ) = 31� a5s vJIti * 14 I ($) `g L vovi ell— i vy:- i L (1- •1') -›katI S 1� ` ---- -� — I 11.. 1 IZ.L.IF I° CD 11' 'md I (1 11 `b 1 31. S 1 F�o f t G,11/1 = 2m,til�Cl % D . • B IL L D, 38S Page 48 of 57 Report ER -2078P (12/01/02) K TABLE 25- ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBIUTY FACTORS, F, FOR TYPE N-24 DECK WITH BUTTON PUNCHES (BP) OR 1'/:" TOP SEAM WELDS (TS a AT SIDELAPS 1 . SIDELAP ATTACH- SPAN (ft -in.) GAGE MENT 6 %0" 7' -0" 8' -0" 9' -0" 10' -0" 11' -0" 12 I " . 14' -0" 16' -0" 24/4 WELD PATTERN AT SUPPORTS 216 189 180 163 158 1 5 . 130 119 BP @ 24" q 234 F . 21.3 +166R 23.3 +143R 26.7 +125R 28.4 +11IR 31.8 +100R .33.2 +91R '36.6 83R 41.1 +71R 45.4 +62R BP @ 12" q 285 260 241 227 216 207 1 8 : 184 173 22 F 18.0 +166R 19.8 +143R 21.5+125R 23.1 +111R 24.6 +100R 26.1 +91R 27.4 83R 29.9 +71R 32.1 +62R TSW @ 24" q 234 231 201 202 181 183 • 1 7 158 151 F 15.5 +166R 13.9 +143R 14.1 +125R 12.9+111R 13.1 +100R 12.1 +91R 12.2 83R 11.5 +71R 11.0 +62R TSW @ 12" q 343 324 309 298 289 282 2 6 267 260 F 11.4 +166R 10.7 +143R 10.1 +125R 9.6 +111R 9.2 +100R 8.8 +91R 8.5 :3R 8.0 +71R 7.5+62R BP @ 24" • q 355 323 283 266 240 231 2 2 .189 • 171 F 16.3 +96R 18.2 +82R 20.9 +72R 22.5 +64R 25.3 +58R 26.8+52R 29.6 48R 33.8+41R 37.8 +36R BP @ 12" q 415 374 344 321 303 289 2 7 253 235 20 F 14.3 +96R 16.0 +82R 17.6 +72R 19.1 +64R 20.5 +58R 21.9 +52R 23.2 48R' 25.74 -41R 2 +36R TSW @ 24" q 384 371 322 320 286 287 2.2 245 232 F 12.3 +96R 11.3 +82R 11.5 +72R 10.6 +64R 10.8 +58R 10.1 +52R 10.2 48R 9.7 +41R 9.3 +36R TSW @ 12" q 540 '505 479 459 .443 429 4 8 401 389 F 9.4 +96R 8.9 +82R 8.5+72R 8.1 +64R 7.8 +58R 7.5 +52R 7.2 48R 6.8 +41R 6.5+36R • BP @ 24 q 637 568 498 461 416 394 3.2 324 296 F 10.6 +41R 12.0 +35R 13.8 +31R 15.2 +27R 17.1 +24R 18.54-22R 20.5 20R 23.9 +17R 27.3 +15R BP @ 12" q 710 632 574 530. 494 466 • 3 407 381. ............> 18 F 9.7+41R 11.0 +35R 12.2 +31R 13.5 +27R 14.7 +24R 15.9 +22R 17. OR 19.4 +17R 21.6 +15R TSW @ 24" q 819 773 670 652 82 576 524 483 453 F 8.4+41R 7.9 +35R 8.0+31R 7.6 +27R 7.7 +24R 7.3 +22R 7.4 +20R 7.2 +17R 6.9 +15R TSW @ 12" q 1096 1011 948 899 860 828 802 761 730 F 6.7 +41R 6.4 +35R 6.2 +31R . 6.0 +27R 5.8 +24R 5.6 +22R 5.5 +20R 5.2 +17R 5.0 +15R 918 812 712 654 590 554 509 453 411 BP @ 24" q F 7.5 +21R 8.6 +18R 9.9 +16R 11.0 +14R 12.5 +12R 13.6 +11R 15.1 +10R 17.9 +9R 20.7 +8R BP @ 12" q 1000 884 797 • 731 678 636 601 547 508 16 F 7.0 +21R 8.0 +18R 9.0 +16R 10.0 +14R 11.0 +12R 12.0 +11R 13.0 +10R 15.0 +9R 17.0 +8R TSW @ q 1197 1137 1002 982 891. 888 821 774 742 F 6.1 +21R 5.8 +18R 5.9 +16R 5.7 +14R 5.8 +12R 5.6 +11R 5.7 +10R 5.5 +9R 5.4 +8R TSW @ 12" q 1558 1453 1378 1322 1280 1248 1223 1190 1170 F 5.0 +21R 4.8 +18R 4.7 +16R 4.6 +14R 4.5+12R 4.4 +11R 4.3 +10R 4.1 +9R 3.9 +8R Footnotes 2--6 of Table 24 apply to this table. TABLE 26- ALLOWABLE DIAPHRAGM SHEAR VALUES, q (plf), AND FLEXIBILITY FACTORS, F, FOR TYPE N -24 DECK WITH VERCO SHEARTRANtAND 1' /s'' TOP SEAM WELDS (TSW) AT SIDELAPS 1.2 SIDELAP SPAN (ft- in.) ATTACH- END LAP NOT WELDED END LAP WELDED WITH 1 -INCH FILLET WELD GAGE MENT 6' -0" 8'-0" 10' -0" 12' -0" 14'-0" 6' -0" 8' -0" 10' -0" 12'-0" 14' -0" 2414 WELD PATTERN AT SUPPORTS 22 TSW @ 12" q 620 620 540 450 380 750 670 540 450 380 F 11.5 12.2 12.6 12.9 13.1 11.5 12.2 12.6 12.9 13.1 20 TSW @ 12" q 750 750 650 540 460 1020 .810 650 540 460 F 9.2 9.8 10.3 10.6 10.8 9.2 9.8 10.3 10.6 10.8 q . 18 TSW @ 12" F 1 6 5 1000 7.0 Use N Deck. Values 1430 1080 6.5 7.0 Use N Deck Values 4 1 See Figure 6 for SHEARTRANZ details. • 2 The flexibility limitations shown in Table 7 may be used in lieu of a rational analysis of the anticipated deflections. • • - to . • • • Page 24,057 vg LA" Report (12/01/02) , . TABLE 12—ALLOWABLE SUPERIMPOSED LOADS (psf), DIAPHRAGM SHEAR VALUES, q (plf), AND FLEXIBILITY FACTORS, F,FOR TYPE PLW3Tm-36 & W3-36 FORMLOKI" DECK WITH CONCRETE FILL 2, 3, 4, 5,.6,7, 8 Continued \• • TOTAL '24 • 1 ta-. *PArt-i • • SLAB • • DEPTH - NO. OF & CONC. DECK DECK 1( SPAN (ft-in.) TYPE GAGE SPANS 8%0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'.6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0" 1 373 337 1*ta224aigA1 181 rz163 u147 133 121 opt amoiSigtaiA§ 2 373 337 306 280 11201-,? 81.- 63 Lt133 121 110 100 90 82 74 20 3 373 337 306 280 257 237 163 133 121 -110 100 SO 82 74 • N3 2355 2340 2325 2315 2300 2290 85 2275 2265 2260 2255 2245 2240 2235 2230 • q4 2480 2455 2430 2405 2380 2365 2350 2335 2320 2310 2300 .2290 2280 2270 • 2260 '• 1 400 388 353 322 272 1210f190'.078 ta162 e147 134 at1 4i0004:iii 2 400 388 353 322 296 273 1196Jp178 40.1*7 10,3 112 t::44„3 d 19 3 400 388 353 322 296 273 252 234 1-10.*fU7 t1134 42314i112 t: 6W q3 2375 2355 2340 2325 2310 2295 2285 2275 2265 2260 2250 2240 2235 2230 2225 Normal q4 2540, 2510 2480 2455 2430 2410 2390 2370 2350 2340 2330 2315 2300 2290 2280 . Weight 1 400 400 385 352 323 275 110040AUOMTWO,145.1g,i40:010461104110.74 (145 pc0 tfgoqgitzigw•IAVgqWstjii*Wi;44ffall 2 400 400 385 352 323 298 276 • 18 -3 400 400 385 352 323 298 276 256 238 223 . 1152 -{39'..-:i27;-117 • q3 2390 2370 2350 2335 2320 2305 '2295 . 2280 2270 2260 2255 2245 2235 2230 2225 • q4 - 2590 2555 2520 2490 2460 2440 2420 2400 2380. 2365 2350 2335 2320 2310 2300 1 400 400 400 400 385 355 329 • 286 1 227 'Ogatoratfatootogizoo 2 400 400 400 400 385 355 329 305 284 266. I 19:AbtikfiiOwo)A000pg 16 3 400 400 400 400 385 355 329 305 284 266 249 234 213 1 150 139 q3 2445 2420 2395 2375 2355 2335 2320 2305 2295 2280 2270 2260 2250 2240 2235 q4 2710 2670 2630 2595 2560 2530 2500 2475 2450 2430 2410 2395 2380 2365 2350 1 Vi4litt7M40,1411 2 378 VE7444340ft1,0,7-47;4,40.C.44,007 22 3 378 342 311 V7atigatini$04040102071,MilliMa A rifinalii41 q3 2830 2815 2805 2795 2785 2775 2770 2760 2755 2750 2745 2740 2735 2730 2725 q4 2910 2890 2870 2850 2830 2820 • 2810 2795 2780 2770 2760 2755 2750 2740 2730 . 1 I -eiVAIeti:gZiOlt:t.g4O1If:#AaiWratke0Witk4gVp)NS*ioytmotz.'fotfsqpgiT.o:::::ii 2 400 377 1276 :.; • 21 3 400 377 343 313 1221 ti98 ltit174n*10041 4-41.444-4791 q3 2830 2815 2805 2790 2780 2770 2760 2755 2745 2740 2735 2730 2725 2720 2715 • q4 2940 2915 2890 2870 2850 2835 2820 2805 2790 2780 2770 2760 2750 2745 2740 1 400 1*'-S129247.-Nwtft 71/2 2 400 395 359 1Z81.6.11.=214,0,?1y;i1P4rOrtg.'471.:455it Normal • 20 3 400 395 359 328 301 4ognig 15 git .g95 .V486 „-m Weight . (145 pcf) q3 2835 2820 2805 2790 2780 2770 2760 2750 2745 2740 2730 2725 2720 2715 2710 q4 2950 2925 2900 2880 2860 2845 2830 2815 2800 2790 2780 2770 2760 2750 2740 1 400 400 400 I 4091,01 4,22 8. ORO 18 800 70kbf156 09 : 2 400 400 400 377 346 1 25ii,ti':226:R.?o7:Ag*oo.of=::A 19 3 400 400 400 377 346 319 295 1207. 188. 171 156.142:.130: 119 109 q3 2850 2835. 2815 2800 2785 2775 2765 . 2755 2745 2735 2730 2720 2715 2705 2700 q4 3020 2990 2960 2935 2910 2890 2870 2850 2830 2815 2800 2790 2780 2770 2760 1 400 400 . 400 400 352 1 2 400 400 400 400 378 348 1112ktpM2i004 18 3 400 400 400 400 378 348 322 299 12t0gj0gA0A010148**J,0124., q3 2870 2850 2830 2810 2795 2785 2770 2760 2750 2740 2730 2725 2715 • 2710 2700 q4 3070 3035 3000 2970 2940 2920 2900 2880 2860 2845 2830 2815 2800 2790 2780 See Page 27 for footnotes. (continued) • • Page 32:_ef 57 Report ER -2078P (12/01/02) • . TABLE 14— ALLOWABLE. DIAPHRAGM SHEAR VALUES '(pit) FOR DECKS f WITH CONCRETE FILL AND SHEAR STUDS AT COLLECTORS ' CONCRETE CONCRETE SPACING OF SHEAR STUDS TYPE THICKNESS' 12" 16" 18" 24" . 32" . . , 36" F` NW 2" 3780 3780 3780 3400. 2500 .2270 0.40 NW 2W 4730 4730 4530 3400 '. .2500 2270 0.32 ""' NW 3W 6620 5100 4530 • 3400 2500 2270 ' 023 LW 2, 3540 3540 3540 2900 2180 1930 0.56 LW 2W 4430 4350 3860 2900 2180 1930 0.45 • LW 3%" 5760 4350 .3860 2900 2180 1930 0.34 1 The allowable values are based on concrete slab reinforcement with an area at least 0.0025 times the area of fill above the deck.Welded wire fabric of the sizes listed below meets this requirement.Where the tabulated allowable values are not required,reinforcement can be reduced with allowable diaphragm values according to the schedule below.The fabric is placed approximately one inch below the top of the concrete. • Concrete Thickness (inches) • Minimum Fabric for Maximum, Allowable Shears for See Footnote 7 Tabulated Shear Values 6 x 6 - W1.4 x W1.4 2 "NW 6x6 -W4xW4 1600pIf 2%" NW 6x6 -W4xW4 1990p1f • ) 3 %" NW 4 x 4 -W4xW4 C 2790 plf 1 7 1.. w1-F 2 "LW 6x6 -W4xW4 1360plf D 1 Pep H , 2%" LW 6x6 -W4xW4 1700pif S " • 3Y, " LW 4x4 -W4xW4 2200p1f 2 Connector diameter must be less than or equal to 2.5 times steel support thickness unless connector is located directly over support web. 3 See Figure 4 for details. 4 For local shear transfer within the field of the diaphragm, 1/2" diameter studs having shear values of 6.8 kips per stud for normal weight concrete fills and 5.8 kips per stud for structural light weight concrete, except as noted hereafter, shall be used. For PLB, B, and BCD- Formlok deck,values of 5.7 kips and 4.9 kips,respectively,shall be used.For PLN, N, and NCD- Formlok, 3/4" diameter studs with values of 3.5 kips and 3.0 kips,respectively,shall be used. 5 Sidelap connection shall be at 36 inches on center maximum with either button - punch, No. 10 screw, 1-1/2" long top -seam weld (standing seams),or 1 -1/2" long fillet weld (nested seams). Sidelaps of PLB, PLW2, PLW3, and PLN shall be connected with Verco sidelap connections (VSC) at 36" on center maximum. 6 Design compressive strength f = 3000 psi minimum. NW = Normal Weight concrete (145 pcf) LW = Structural Light Weight concrete (115 pcf) 7 Depth of concrete (t is measured above top flute of steel deck. 8 Formlok deck types PLB, B, BCD, BR and PLW2, W2,W2CD,and Vercor (1 5/16 "deep) shall use minimum 1/2 "diameter studs.Minimum 5/8" diameter studs•are used for PLW3, W3 and W3CD Formlok decks.For PLN, N, and NCD Formlok deck, minimum 3/4" diameter studs shall be used.The tabulated shear values shall be reduced by a factor of 0.74 for N and NCD - Formlok deck. 9 The flexibility limitations shown in Table 7 may be used in lieu of a rational analysis of the anticipated deflections. ' t0 Also see Tables 8 and 10 through 13 for allowable diaphragm capacity of composite decks. MESH MESH 1 DECK STUD 1 HEIGHT (t LENGTH (I t ThrplIFIRto � 15/16" 3" 1 � � 1 Is 1V2" 3" APPROVED SHEAR STUDS TO 2" 3%" SUPPORTS PARALLEL TO 3" 4Y: APPROVED SHEAR STUDS FLUTES, SIZE AND SPACING AS TO SUPPORTS PARALLEL TO PER TABLE 14, FOOTNOTE 4. (Minimum Finished Length) FLUTES, SIZE AND SPACING AS PER TABLE 14. SHEAR STUDS AT SUPPORTS PARALLEL TO FLUTES SHEAR STUDS AT SUPPORTS . PERPENDICULAR TO FLUTES FIGURE 4 —SHEAR STUD DETAILS JOB � 1 � Yrl" 1 / M 7 NO. N I S H K I A N DEAN SHEET NO. V I ( OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 C� CALCULATED BY 1 . A DATE / —0 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE tx D 1. 2N l -( .0 4 vl. S A L r.l 6 611 Q Ug 0,143 E1 9: PSF (' 7,1 fi 10 P5i=(.1.1)(1W10)1 = 11. I bV�- 7. WAt,i, rLOor Svt , I I I 1 vv A k t, Ltr � ► rvi = g .1-2 6 2D k 25 I a ,S + 1 7 71 1 - -- ^ 1 tb I mo - / t a ‘1,0 IL l.F G 4 1. 6 0 0 LF W er) S,u n S U ,1501 : 260 1,l(.kr 44 USE 1 (1." TlimA C-T S Pl,"i wi ce- ) j G A -r 6," o 1) Po Ar � fl.c., c.1�K 4c., 0 0Vp --rvI2 te4 (�': p v5 13E -rvnl ��b laR.ID A - ' E '' gai om1 STE( -i; l p tAPLtF7 P gy � TEt`L- �ir A-tM Gzlz - - To P (G 4- No P-? EST ■At/t.-) 1 w 1 ( 4-1, ( 14407 E? 1 12 (1 .. S) ( (l. S) = ` t'i L � 4� MRS = ID PSF- 6o , S)Lz -X . 7 • 5 - ) t- la PS,F (1�,5 (lo,S —Z-1 .z K -F HvR- D .1 AA R = Ire 14-er 7 H.S . 5 ( oo LA Pi 4 F T) • C th T' v G JO i \ G-A1 T 1 N 3 5 NO `I ✓ N I S H=I(I A N •DEAN SHEET NO. . M -' 1. • OF CONSULT1NG'AND STRUCTURAL ENGINEERS SINCE 1919 v 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY 7}-�S DATE C _ Tel: (503) 274 -1843 Fax: (503) 273 -5696 I , CHECKED BY - • DATE .- •� SCALE 1�1 VSK, CHO\ �2 U.111)1/4w- • t.MG- . . • 2 psi • • INSvVH'C tat G Psf 1 rsf S o1S TS 3, 3 sf L I �sF • / • D & 6 -o) . IF�NCr 2.S ?sC . INCkit-Pfrnot.1 3 G hsf It ( pl>fw. 0) II I - SMTtr 2- 3 psi 2a-IZ c' t 3 -3 ps- - • L &ILI1,1G' I• ask 1 s f 2 S 1)5 t D it-' r JOB NO. NISHKIAN DEAN SHEET NO. //' OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington. Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273-5696 CHECKED BY DATE SCALE N Ew ?- @ CRoI (Z 1'N = 21 Cr • (T) — 20 33 ,-3) " /fi WTI- 53.33 ( M Mw• = 53.3 (?At- I 3c2vo I 53.33 LIL) SfoU 5 = 35zW 1v.- 1o0(1• ►S )(l-a) ' '1 i■ S3 "3`' it 12) U, )" °)( 2 --; ) /01-1 vsr✓ 2hI 1 - DF e_ l(o« o , c M' JOB NO. NISHKIAN DEAN SHEET NO._ OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 CALCULATED BY DATE 319 SW Washington Street, Suite 720, Portland, OR 97204 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE 61.,v1./1/4M TO 7. &P,,A.c& 1o � G w bL' (t:) D� F H, 9"— se r- w 15( ) + i i ( ) t ZS (V) f s S / fit W 11 "' /f tatkir V\ iMi&I a — B SI Z, t IS 4) • 7. I7 /-�f- sIi 7 S 7 L 1 0 5p,6-6.' 6 D - �s)( X 33 " 3 IS 2 f S 7m 12) 3 _ U _) zo 1 l V� 1St IA- I (H)CIJ / I C ?4 ��GV M-3 JOB NO. NISHKIAN DEAN SHEETNO.'M - 4 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 - 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE { N6w Co -v►% I CO K hs ��w w yy k ( Ash p , ;3 `iz) • , Zo s - Ts Sks �% _ Fo0TiNG /� k i S w i ,, • • JOB NO. NISHKIAN DEAN SHEET NO. IAA. - S OF • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE • Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE s : - i . dp. 1 ' '' , , : - , , , . �c1'2 Fp AM ll�1G- IP A TI c . E 5. { . —. . : 1� �L �s s� i N { s_ P :,, , , 1: .,. : F. .r, .,. , ; ,. : ., .. . _ t j � 1. , } • • .M kt 2 0 ' � y -1 ,j �.i1Z � 1 h • (0.9)(11'°)(1,1i5)(1,1: ) { A 'n Z • X50, s) 5 (Z,oh�(t�) Z)(i2)� ivy Lill l GU .:( .:1, l��) r v5 2 1 • U G • /•1 5- N I S H K I A N DEAN JOB SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE 719 WASHINGTON ST. STE. 720, PORTLAND, OR 97204 DATE (503) 274 -1843 FAX (503) 273 -5696 SNOW DRIFT CALCULATION -1997 Uniform Building Code - Appendix Section 1637 LOW ROOFS AND DECKS : FILE:SNOWDRIFT.xLS UBC 1644.2 Design Snow Load(Pg) = psf — Minimum Allowed At End of Drift Slope Ce = ii' — UBC Table A -16 -A = a ® — Importance Factor Roof Snow Load (Pf) = 17.5 psf — For Drift Calculation Only Building Width (Wb) = 50:0 . ft. Max Dimension of Adjacent Higher Roof Height Difference (hr) _ 1 00 ft. Upper Roof Slope :12 = „ ®25 - Include Sliding Snow of (1.4hd < hr -hb) for slope > 2:12 UBC Formulas: Snow Density(D) = 17.25 pcf D = 0.13Pg + 14 <= 35 Drift Height (hd) = 2.35 ft. hd = 0.43(Wb +10) -1.5 Design Snow Height (hb)= 1.01 ft. hb = Pf /D Snow Height (hb +hd) = 3.36 ft. (hr Max.) Max. Snow Load(Pm) = 58.0 psf Pm= D(hb +hd) Drift Width (4hd) = 9.39. ft. Pf = Ce I Pg Drift Width 4(hr -hb) = 65.94 ft. Use Drift Width = 9.39 ft. <=- -Use smaller Drift Width Pm Decreases to Pg linearly • JOB NO. N I S H K I A N DEAN SHEET NO.' V1 ( OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE l'!..- ' Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE ......,_,R.._. ._.,,......... _..,. ........ ._.,....._. _... f i U' PfLL. L Z - t ' rL � y, S S , V W S : U . __ I3 • • • 1 ) 1 , � 1 Y f 2 P S c . . I1�1 vLI.1 -P 4..1... 3;V 5` . P a _ e 3 ' r t ! i S j—tTCr I,S 3 S '� 3 �srz : 3..:3.. • SF • I. 1 �1� t p si • 17 �s -F cent wq wS' 100 i • • • M-7 • • • JOB N NO. N I S H K I A N SHEET NO. KA - OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE E , , t Lfp : S Di? r V I �; 1 ! • L ( 1 7 f,( fii S f NS z i 1 =. f : _... , . : C ' • • : t' a . • • • , M't • • ' • JOB NO. NISHKIAN DEAN SHEET NO. M--- OF 41 ) CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 3 19 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE • I SCALE _. . .................. ..�,.... .T_.._ ___..._. ...., • 3 &:,w . DAR . I, . , • . I � (. r ' ; ) • ' , ; i , : .; • " : ' : '. '. Ew ., t 1 . 7 7. sF. t ' 10, ).'t= C �! U') ; 17,7 '100 �.. ° . . . , . 1 / t E w a � �3 (3L � �. �I . • ,....1� - -1 tom_ -$ c Cz - _ • • . w_s vow ( ft� A - 1 j� h � 4b . . vc� ; • p /f� 7 - • , • • . • / to 4-0'6; o • • ��/f�R -� R,!�61i � �� 5.. 1 T AD - '' r E)T. ti*te A - 14/4. 6D"^ -45 _ r�/ JV /4ar _l.�. 7!1 L . • JOB NO. N I S H K I A N sHEETNO — 1 0 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 • 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE • Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE I SCALE • a d uT 'o :. ., ;PL Je & ST7 �=S : • ��1 T hV E 3 is • p. ( t3(')) ) Cis � ` T 3i . • . yy� { I = 0 : - 1 3� \)( ► , .. z) " Z , MAN. e F 4w t S ZS F J ... Vi .._ _ . «... _..'�. Z _ • • • . : , G- , nsrinl G- . )�P,5T1'tj err a . G �' G ' �:..� �� w --- S �3� E F • i" T IES I2. Y J 1 . 3 - 3 i - - i F )k►5T 11.1c.. 17v/� 1,1 - s , .. 0 c eNG• • w/ 4 3 :: G.�. X14: wpf\ • • • • . JOB U NO. NISHKIAN SHEET NA-(\ OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE • Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE r'S • j wC-.ts� L L , • - .1 2 I t� • O - rh • 4 i t , _� . -- , • Z ti . t • , . , . „ F � L �0 l� = 3 � y G Gri . 1 U , e : • O I 5 ' i • K f • . V\ '' 1 JOB NO. NISHKIAN DEAN SHEET NO. M - 17/ OF • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ' 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 . CHECKED BY DATE SCALE i f , T .. • . ,. , I / . e T1 l�lG— . ptc J l � . "'' N ; 1 i% iisTE1Z5 — , ' I, , t . • 3 W � ps (►�) = 3(6 / -r V - t i SSlZiei Ts . t t 3 U , T. . Zo T . ... -• . c - It. • .M� : '. 1 S7 (�,9) e 2Z° ^In -l( . dhd .. (1X )(1) ' • Po L1O k-s ) F G ` / 0 0 0 ps i P . 6,o��,3 (, )(q` = .G .70 '1-vtz < A : ,56 = ,15 iv1 ( ok,) . • , `o 5 M -I2 JOB ti kA NO. NISHKIAN SHEET NO. VuI -1' OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE 6eN�)E Ta:F. of Pi L, AS rE lt- �. _"$ , r J : ' 7 G 1. %i= Sr /yk.. L 131:46/ciAtt. 32-- € x { 1.�R- I' f li 1 L :w/ t e t� i , i . ; • • • • JOB NO. N1SHK1AN SHEET NO. M I OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 319 SW Washington Street, Suite 720, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE • . • ' • • kt L- A IU 6 R- _ .. . 11 • • Vv` _. i 3 cc: G,3 r ' 3 ' oCI j ( w ( w i • r r � � V 7 = I;So tc. . . 'Z ,c�t0� fi �f IL 1 .. • { x o ►s i e t � ✓h� 1.- T =6sv' •7Ic-r)(,. 9 1 ).. ,_ .2.--c-' O vsE H1j2 � �. ; . . . o, , w/ :) / 1u ►�A �S . : . . . • Midr ' o , ZN �M/Yk - �_�' ).(4. �) . — Z(3� °) ��0) d / % Z� .1� COE Y•14 -A ar ; '- • • . . Ito • � use:, tgl H • IM r-, :1 49 • �n - our- OF- PLANE Concrete Wall Design Per 1997 UBC ■ENERAL Panel Ht. ht := 20•ft Conc Strength fc:= 3000•psi GOADING Panel Thickness t := 8-in Rf Load Ecc. e := t + 3•in e = 7 in 2 Reveal Depth r := 0•in Reinf Yield f := 60•ksi Sti Depth d := t d = 4 in 2 Roof DL DL := 14•psf Roof Snow Load SL := 25•psf GENERAL LOADING ci := 16.4•psf C :_ .76 C q • = 1.2 I� := 1.0 WIND q := q -C C I q = 14.957psf ht 2 Mw qp8 Mw = 0.748 ft SEISMIC (Per. 1997 UBC Section 1632.2) I .= 1.0 C := 0.36 a := 1.0 R := 3.0 h := ht h := ht C7 := .15•kcf -t C7 = 100psf Wt. of Panel a I h F pmax • := 1 + 3 — F pmax = 0.48 R h (UBC Eqn. 32 -2) Fpmin 0.7•C Fpmin = 0.252 Fpmax Fpavg Fpmin� Fpavg = 0.366 2 q 7p Fpavg•C7 q7p = 36.6 psf ht 2 MS •— q7 8 Ms 8 1.831c-- M -1 S • M . SOLID PANEL Panel Ht. ht = 20 ft Depth of Stl d = 4 in Panel Width w := 1 . ft Ecc. of Rf Load e = 7 in Panel Leg L := 1 •ft x:= L DL•20•ft rat 2 x Pdt = 140 plf SL P11 Pat' DL P u = 250 plf P2 : C�xl 2t +3 P2= 1300p1f M := M M = 0.748 ft M := M M = 1.83 ft Steel Ratio check 4000 psi nb := 1 number 4 bars @ centerline 13 := 0.85 — 0.05• 1000•psi nb• .20• in in2 0.85•f 87000•psi A := L A = 0.2 ft Pb fy R 1 ( 87000•psi + f) A P d Check := if (p < .6 -pb, 0) Check = 1 If Check = 1 OK Compression Check P := Pd1 + P11 + P2 P = 1.69 k1f Pa:= 0.04•f P 11.52k1f Check := if (P > P 1, 0) Check = 1 If Check = 1 OK . • . . • , . . t - IT • DETERMINE Mn USING THE YELLOW BOOK METHOD Ultimate Loads • ( 1 1 1.28 1 1 1.05. Pdr —1.05. PT — — • Pll- — 1.29.1\4-- 0 klf klf 2 klf k .• • 1 1 1.29 1 • . i := 0.. 4 1 . 05- Pa1 . -- I 1.05.132' klf — 1.1.28•P ----M 0 lf • klf 2 k A := t•12•in . .„ 1 , , 1 1 • x:= 1.2 1 •r .L. P2. — 0 - 7- Plr — 1.0-Ms- 1 0 Pu := (xi,o + x1,1 + xi,2)•k klf klf klf k 1 1 . ± 0 . 9 •Pd1 .— 0 - 9 ' P2* — klf 0 1.0•M — 0 Pu As'ftly klf • k i X :- 0.85-f ", 1 1 'reit' — v- P2* — 0 1.3-M 0 klf + - klf A 1 1 1 \ k j Pu As'ft'fy i , 1. 1 - i . - Ase :- . • Pdl— 1•P2• klf - 2 - Pir — uf - 1 *MV k 0 2•Pu 1. 1 1 1 1 i 1 * Pdl — 1P2 1 Pir — •iviw• - 0 f . • . klf klf - klf • 2 k y := ., i3 A 0 ( 1 ) . 1 0 , >>> 1 '-u dr — klf 1 ' 1- 2' if - . u M := A„.f,.(d - )--) ServiceLoads 1.4 s k i ' 1 1 := 4)i'Mn 1 ' 1•Pdr— klf 1 *P2' 1 7 f 0 H.ms__i 0 . 1.4 k i . 1 1 1. Pd1- — 1 • P2. i 0 1 -M — 0 klf klf k _ DEFLECTIONS AND Mu . , 12-in-t 3 12 E, := 57000 i i•psi psi Xi 29000•Icsi i• • 0.85 E ' 12-in•(Ci)3 . \ 2 2 . ' Icr :— + n.A •(d - C 5-M, .ht i 3 i i . A :- • i 48•E . i 5-r ' I —7 •pst- psi • Mcr :- (I) . • • . . 2 ht M := xi , 3 • lk + (x + x + (x + x i,1 + x M := yi, 3- lk + (y + y + (y + y i + y 2 2 150 • A r• _ 5 -Mcr• 48-Ec-Ig ht2 ht ( Ms —. Ma := 5. psi i A max :- 150 A :- A + Mn _ mei. (A — A . . 'fr 13 ' . ( 5-M, -ht 2 . A := if M 48-E • I L 'Il • 1.05DL + 1.28LL/2 + 1.28WL M := 0 A := 0 . • ( 1 ) Mn = 45.87.1 kin 0 > M = 19k•in M := if(1)M > M„ ,M + 1,M Amax = 1.6 in > A = 0.047in 4 := if(Amax > A ,D + 1,A 1.05DL + 1.28LL + 1.28WL/2 \` l 4 M n i = 46.317 kin / 1 1 > M = 14.395k-in 1 1 • 1 If Checks = 1 OK A = 1.6 in M= 1 0= 1 1 1 > A = 0.032in 1 1.2DL + .7LL + 1.0E 4Mn = 46.515k•in 2 > M = 30.411k•in 2 Amax = 1.6 in > A = 0.069 in 2 0.9DL + 1.0E (I)M = 44.813 k•in 3 > M = : 27.296kin • 3 Amax = 1.6 in > A = 0.069 in 3 0.9DL + 1.3WL ■M n = 44.813 k•in 4 > M „ = 17.003 kin 4 Amax= 1.6 in > A = 0.044 in 4 M� It M. M PANEL W/ OPEN'G Panel Ht. ht = 20ft Steel Depth d = 4 i Panel Width w := 25 -ft Panel Thick. t = 8 in • Opening Width w := 16-ft Rf Load Ecc. e = 7 in Opening Ht. ht := 6 -ft Reveal r,, = 0 in w + L Panel Leg L := 3 -ft 2 x := DL-20-ft L Pd1 2 x Pat = 513.333 plf SL PH := Par DL P11 = 916.667 pif P2 := C7-(— + 3-ft) -x P2 = 4.767 x 10 M,,, := Mw-x M = 2.742 ft Sei Mom w/ Opening w := g w = 134.2psf 2.25•psf- w + q L w2:= L W1 w • (w — w — ht Rbot + 2 2-ht • R top := [w + w — ht,„)] — Rbot 1 top xm _ xm= 9.386ft . 1 2 W1'xm k ft M S := R top -x — 2 MS = 5.911 ft Steel Ratio check nb := 8 # 4 @ 6" oc CL Wall Each Side of Opening (f 4000•psi 1 := 0.85 — 0.05. nb .2 in 1000-psi ) A L 0 87000 -psi Pb = f R 1 87000 -psi + f . A . P d Check:= if (p < 0.6•p b,1,0) Check = 1 If Check = 1 OK Compression Check Ps = Pd1 + Ptl + P2 P = 6.197 k1f P := 0.044'0 P = 11.52 k1f Check := if (P > Ps,1, 0) Check = 1 If Check = 1 OK ti\ --161 • DETERMINE Mn USING THE YELLOW BOOK METHOD Ultimate Loads / 1.05•P d �• 1 1.05•P2. 1 1.28 Pll• 1 1.29 :M 1 \ 0 klf . kif 2 klf • k • i := 0.. 4 1.05•PdI• 1 1.05. 1 1.28•P11. 1 1.29 MW 1 0 • A. := t• 12•in kif 'klf klf 2 k 1 - 1 1 1 x := 1.2• Pd�• — 1 . 2 •P2•— 0 1.0-M 0 Pu• := (xi 0 .+ xi ,i + x 2 )•k klf klf klf k • . P„ +A 0.9•P 1 0.9.P2. 1 0 1.0 1 0 Xi :_ klf klf k • 0.85•f 12.in P„ + As•ft.fy 0.9•Pdr klf 0.9•P2 klf 0 1.3•MW 1 0 f A :_ - - f 1 ' P dr 1 1.p2. 1 1 Ply 1 1 M 1 0 2•P„ klf klf . 2 klf k . -0.9 ' fc•Ag 1-L 0 di. 1 1•P2. 1 1•P11 1 • •M 1 0 . klf kif klf 2 k • X, M °• := A •fy d - 2 Service Loads »> 1 1 ( y • — 1 Pdl 1 P 0 k 0 4h'In. �i'Mn. • I'Pdl' 1 1 P2.. 1 0 1 M 1 s 0 • k klf 1.4 k . 1 •P dr 1 1.P2- 1 0 1 .Mw. 1 0 - klf klf k DEFLECTIONS AND Mu ht' := ht. 1.0 12•in•t f I g. • . 12 E := 57000• c :psi • psi • Xi 29000•ksi C;:= — n:= 0.85 E ' T 12-in-(C 2 • 5•M ht 'cr = + n•A - Ci) ° 1 . . = 3 An . 48 •Ec'Icr. . . 5• • Mu •- Pst • 2 / Mu := x; 3 •1k + (x 0 + xi,2)•k• e + (x + x i + xi,2).k- Ms yi, - lk + (yi,o + yi,2)•k' e + (yi,o + yi, t + yi,2)' ht 2 i i 2 150 / \ g M - Mcr • f := 5• fc •psi Acr 5 •M ht . Amax:- ht A .= A" + (A - A psi 48•E . I 150 M - Mcr `` /J � l 5-M •ht \ 1 As. , := if M < Mcr, 48 E 'Ig ,As./ • c (■)\l79 • 1.05DL + 1.28LU2 + 1.28WL M := 0 D := 0 • (I)M„, -= 110.407 kin 0 > M„ = 76.425 k-in M := if (4M > M„ ,M, + 1, M A max =1.6in A = 0.662in 4 if („, > Q i + 1A 1.05DL + 1.28LL + 1.28W U2 l // (I)M = 111.256 kin > M„ = 60.219k•in \ /1\ Amax = 1.6 in 1 1 > As = 0.118in M= 1 4= 1 1.2DL + 0.7LL + 1.0E 1 1 (I)M„ = 111.626 kin \ 1/ \ 1/ 2 > M = 109.653 k-in 2 Check A max = 1.6 in > As = 1.42 in Must equal "1" in order 0.9DL + 1.0E 2 to be a valid analysis (I)M„ = 108.321 kin > M„ = 95.662 k•in 3 Amax = 1.6 in • > A = 1.493 in 3 0.9DL + 1.3W L • 4 M„ = 108.321 k- in • 4 > M u = 67.508 kin a A max = 1.6in > As = 0.558in a M —/L ) 't1 b rn Z. (� X A -1 Glued Laminated Timber Beams Fotir Sides Exposed to Fire Hour • 36 v 31 1/2 ze 1n �,. ,;,rz nnsnnu i 1111 _ IIIIII � : HIIMH i��llllll��ll�� 1 ., *Eve 1111 111111111111 IlR�I llllldilfl ° 11 III� l ,�� l�ilNlllll ,,.1,112 1 11 IIIA�I VIII , R IiiiUUIII1Iuhhh1hfh 101 . • � . 13 Ca '1%.)41-17 7 1/2 1111 111111 111111111111111111M11111111 . use» 6 11111111111111111111 I ' 11111111111111111111111111111M11111111111111111 • 3 111111111111111111 1111111111111111111M 50 55 CI 65 79 75 89 CI 90 • 95 190 t Ratio of Design Load to Beam Capacity, % GRAPH 2 AlTC Technical Note 7 13 Glued Laminated Timber Beams Three Sides Exposed to Fire ;,;(L One Hour Rating M ,a 1111111111111111111111 111111111111111111111111 27 25 2 111111111111111111111 24 / 1111111111111111111111 11111111111111111111111 22 1/2 1111111111111111111111 111111111111111111111111 21 .4 19 1/2 1111E1111111111111111 IIIIIIIIIIIIIIIIIIIIIIII / 11111.11111111111111111 111111111111111111111M r�F �1 YIAIIIBI IIIININIIIIIIIINIIIIIIIIIIIIIII III IIIIIIIIII- 111H111111111111111U111111111111 12 iiii �I�I o' IIIIIIIIIHIIIIINIIIIIIIIIII!iiiiIIlIIIIRIII 6 /2 111111111111111111111 111111.11111 4 1/2 11111111111111N )14 i a I 11 1 1 11 1 1 1 1 1 11 1 11 1 1 50 60 90 95 Ratio Design Load �o Beam Capacity, ,�_ o.i.J In i ,�o Esser�,.LL GRAPH 1 < Tel E - AB S Nishkian Dean Units = kips- inches ETABS v7.24 File: ND432 Kip -in Units PAGE 1 • May 6, 2004 13:05 A- C -� • Nishkian Dean Units = kips- inches • S T O R Y D A T A 1•10 ovt•rru . STORY SIMILAR TO HEIGHT ELEVATION P� STORY2 STORYI 180.000 348.000. e pb?.c 1`- p (5Pcicw.AG' -5 . STORYI None 168.000 168.000 • BASE None 0.000 a ∎l4 c , u2 1kPo R u 1 • • FBELN // \ • \ /22 • \ v A Y: Z X 3 • • • • ETABS v7.24 - File: ND432 - May 6,2004 13:05 • 3 -D View - Kip -in Units • ETABS v7.24 File: ND432 Kip -in Units PAGE 2 May 6, 2004 13:05 Nishkian Dean Units = kips- inches S T A T I C L O A D C A S E S • STATIC CASE AUTO LAT SELF WT CASE TYPE LOAD MULTIPLIER" DEAD DEAD N/A 1.0000 LIVE LIVE N/A 0.0000 EX ' QUAKE USER LOADS 0.0000 EY QUAKE USER LOADS 0.0000 • ETABS v7.24 File: ND432 Kip -in Units PAGE 3 May 6, 2004 13:05 Nishkian Dean Units = kips- inches L O A D I N G C O M B I N A T I O N S COMBO CASE SCALE • COMBO TYPE CASE TYPE FACTOR COMB1 ADD DEAD Static 0.9000 EX Static 1.0000 - COMB2 ADD DEAD Static 0.9000 EX Static - 1.0000 • COMB3 ADD DEAD Static 0.9000 EY Static ' 1.1000 COMB4 ADD DEAD Static 0.9000 EY Static - 1.1000 COMBS ADD DEAD Static 1.0000 LIVE Static 1.0000 EX Static 1.0000 COMB6 ADD DEAD Static 1.0000 LIVE Static 1.0000 EX Static - 1.0000 COMB? ADD DEAD Static 1.0000 LIVE Static 1.0000 EY Static 1.1000 COMB8 ADD DEAD Static 1.0000 LIVE Static 1.0000 EY Static - 1.1000 COMB9 ADD EX Static 1.0000 COMB10 ADD EY Static 1.1000 ETABS v7.24 File: ND432 Kip -in Units PAGE 4 . May 6, 2004 13:05 Nishkian Dean Units = kips- inches P O I N T F O R C E A S S I G N M E N T S T O P O I N T O B J E C T S CASE STORY POINT FX FY FZ MX MY MZ DEAD STORY2 C579 0.00 0.00 -4.00 0.000 0.000 0.000 DEAD STORY2 C581 0.00 0.00 -4.00 0.000. 0.000 0.000 DEAD STORY2 C583 0.00 0.00 -4.00 0.000 0.000 0.000 DEAD STORY2 C563 0.00 0.00 -3.00 0.000 0.000 0.000 DEAD STORY2 C569 0.00 0.00 -11.00 0.000 0.000 0.000 DEAD STORY2 C565 0.00 0.00 -14.00 0.000 0.000 0.000 DEAD STORY2 C567 0.00 0.00 -12.00 0.000 0.000 0.000 DEAD STORY2 0561 0.00 0.00 - 16.00. 0.000 0.000 0.000 DEAD STORY2 C571 0.00 0.00 -9.00 0.000 0.000 0.000 DEAD STORY2 C573 0.00 0.00 -15.00 0.000 0.000 0.000 DEAD STORY2 C555 0.00 0.00 -7.00 0.000 0.000 0.000 DEAD STORY2 C553 0.00 0.00 -14.00 0.000 0.000 0.000 DEAD STORY2 C557 0.00 0.00 -7.00 0.000 0.000 0.000 DEAD STORY2 C559 0.00 0.00 -17.00 0.000 0.000 ' 0.000 DEAD STORY2 0575 0.00 0.00 -11.00 0.000 0.000 0.000 DEAD STORY2 0601 0.00 0.00 -3.00 0.000 0.000 0.000 DEAD STORY2 C603 0.00 0.00 -7.00 0.000 0.000 0.000 DEAD STORY1 C584 0.00 0.00 -27.00 0.000 0.000 0.000 DEAD STORY1 C585 0.00 0.00 -10.00 0.000 0.000 0.000 DEAD STORY1 C586 0.00 0.00 -40.00 0.000 0.000 .0.000 DEAD STORY1 C587 0.00 0.00 -40.00 0.000 0.000 0.000 DEAD STORY1 C579 0.00 0.00 -9.00. 0.000 0.000 0.000 DEAD STORY1 .0581 0.00 0.00 -9.00 0.000 0.000 0.000 DEAD STORY1 C583 0.00 0.00 -12.00 0.000 0.000 0.000 DEAD STORY1 C563 0.00 0.00 -12.00 0.000 0.000 0.000 DEAD STORY1 C569 0.00 0.00 -31.00 0.000 0.000 0.000 DEAD STORY1 C565 0.00 0.00 -12.00 0.000 0.000 0.000 DEAD STORY1 C567 0.00 0.00 -45.00 0.000 0.000 0.000 DEAD STORY1 - C561 0.00 0.00 - -65.00 0.000 0.000 0.000 DEAD STORY1 0571 0.00 0.00 . -38.00 0.000 0.000 0.000 DEAD STORY1 C573 0.00 0.00 -44.00 0.000 0.000 0.000 DEAD STORY1 C555 0.00 0.00 -13.00 0.000 0.000 0.000 DEAD STORY1 C553 0.00 0.00 -48.00 0.000 0.000. 0.000 DEAD STORY1 C557 0.00 0.00 -13.00 0.000 0.000 0.000 DEAD STORY1 0559 0.00 0.00 -72.00 0.000 0.000 0.000 DEAD STORY1 0575 0.00 0.00 -53.00 0.000 0.000 0.000 DEAD STORY1 C577 0.00 0.00 -50.00 0.000 0.000 0.000 DEAD STORY1 C588 0.00 0.00 -6.00 0.000 0.000 0.000 DEAD STORY1 C589 _ 0.00 0.00 -8.00 0.000 0.000 0.000 DEAD STORY1 C601 0.00 0.00 -27.00 0.000 0.000 0.000 DEAD STORY1 C603 0.00 0.00 -32.00 0.000 0.000 0.000 DEAD BASE C581 0.00 0.00 -14.00 - 0.000 0.000 0.000 LIVE STORY2 C579 0.00 0.00 -5.00 0.000 0.000 0.000 LIVE STORY2 0581 0.00 0.00 -5.00 0.000 0.000 0.000 LIVE STORY2 C583 0.00 0.00 -5.00 0.000 0.000 0.000 LIVE STORY2 C563 0.00 0.00 -3.50 0.000 0.000 0.000 LIVE • STORY2 0569 0.00 0.00 -11.00 0.000 0.000 0.000 LIVE STORY2 C565 0.00 0.00 -4.00 0.000 0.000 0.000 LIVE STORY2 C567 0.00 0.00 -14.00 0.000 0.000 0.000 LIVE STORY2 0561 0.00 0.00 -19.50 0.000 0.000 0.000 LIVE STORY2 C571 0.00 0.00 -11.00 0.000 0.000 0.000 LIVE• STORY2 0573 0.00 0.00 -15.00 0.000 - 0.000 0.000 LIVE STORY2 C555 0.00 0.00 -8.50 0.000 0.000 0.000 • LIVE STORY2 C553 0.00 0.00 -16.50 - 0.000 0.000 0.000 LIVE STORY2 C557 0.00 0.00 -8.50 0.000 0.000 0.000 LIVE STORY2 0559 0.00 0.00 -21.00 0.000 0.000 0.000 'LIVE STORY2 0575 0.00 0.00 -13.00 0.000 0.000 0.000 LIVE STORY2 C577 0.00 0.00 -16.50 0.000 0.000 0.000 LIVE STORY2 C601 0.00. 0.00 -3.50 0.000 0.000 0.000 LIVE STORY2 C603 0.00 0.00 -8.00 0.000 0.000 0.000 LIVE STORY1 C584 0.00 0.00 -14.00 0.000 0.000 0.000 LIVE STORY1 C585 0.00 0.00 -4.00 0.000 0.000 0.000 LIVE STORY1 C586 0.00 0.00 - 13.00 0.000 0.000 0.000 LIVE STORY1 C587 0.00 0.00 -17.00 0.000 0.000 0.000 LIVE STORY1 C579 0.00 0.00 -12.00 0.000 0.000 0.000 LIVE STORY1 C581 0.00 0.00 -9.00 0.000 0.000 0.000 LIVE STORY1 C583 0.00 0.00 -9.00 0.000 0.000 0.000 LIVE STORY1 C563 0.00 0.00 -8.00 0.000 0.000 0.000 LIVE STORY1 C569 0.00 0.00 -26.00 0.000 0.000 0.000 LIVE STORY1 C565 0.00 0.00 -9.00 0.000 0.000 0.000 LIVE STORY1 C567 0.00 0.00 -26.00 0.000 0.000 0.000 LIVE STORY1 C561 0.00 0.00 -26.00 0.000 0.000 0.000 LIVE STORY1 C571 0.00 0.00 -20.00 0.000 0.000 0.000 LIVE STORY1 C573 0.00 0.00 -30.00 0.000 0.000 0.000 • ETABS, v7.24 File: ND432 Kip -in Units PAGE 5 • May 6, 2004 13:05 Nishkian Dean Units = kips- inches P O I N T F O R C E A S S I G N M E N T S T O P O I N T O B J E C T S CASE STORY POINT FX FY FZ MX MY MZ LIVE STORY1 C555 0.00 0.00 -9.00 0.000 0.000 0.000 LIVE STORY1 C553 0.00 0.00 - 23.00. 0.000 0.000 0.000 LIVE STORY1 C557 0.00 0.00 -9.00 0.000 0.000 0.000 LIVE STORY1 C559 0.00 0.00 -26.00 0.000 0.000 0.000 LIVE STORY1 C575 0.00 0.00 -15.00 0.000 0.000 0.000 LIVE STORY1 C577 0.00 0.00 -24.00 0.000 0.000 0.000 LIVE STORY1 C588 0.00 0.00 -3.00 0.000 0.000 0.000 LIVE STORY1 C589 0.00 0.00 -4.00 0.000 0.000 0.000 LIVE STORY1 C601 0.00 0.00 -11.00 0.000 0.000 0.000 LIVE STORY1 C603 0.00 0.00 -13.00 0.000 0.000 0.000 EX STORY2 C591 29.00 0.00 0.00 0.000 0.000 0.000 EX STORY2 C565 25.00 0.00 0.00 0.000 0.000 0.000 EX STORY2 C561 25.00 0.00 0.00 0.000 0.000 0.000 EX STORY2 C553 21.00 0.00 0.00 0.000 0.000 0.000 EX STORY2 C557 21.00 0.00 0.00 0.000 0.000 0.000 EX STORY1 C591 19.00 0.00 0.00 0.000 0.000 0.000 EY STORY2 C583 0.00 37.00 0.00 0.000 0.000 0.000 EY STORY2 C573 0.00 31.00 0.00 0.000 0.000 0.000 EY STORY2 C577 0.00 35.00 • 0.00 0.000 0.000 0.000 EY STORY2 C603 0.00 35.00 0.00 0.000 0.000 0.000 • • ETABS v7.24 File.: ND432 Kip -in Units PAGE 1 �" , r (4v.yr May 6, 2004 12:52 • Nishkian Dean • Units = kips - inches M A T E R I A L P R O P E R T Y D A T A MATERIAL MATERIAL DESIGN MATERIAL MODULUS OF POISSON'S THERMAL SHEAR NAME TYPE TYPE DIR /PLANE ELASTICITY RATIO COEFF MODULUS • STEEL Iso Steel All 29000.000 0.3000 6.5000E -06 11153.846 HSS Iso Steel All 29000.000 0.3000 6.5000E -06 11153.846 M A T E R I A L P R O P E R T Y M A S S A N D W E I G H T • MATERIAL MASS PER WEIGHT PER NAME UNIT VOL UNIT VOL STEEL 7.3240E -07 2.8300E -04 HSS 7.3240E -07 2.8300E -04 M A T E R I A L D E S I G N DATA F O R S T E E L M A T E R I A L S MATERIAL STEEL STEEL STEEL NAME FY FU '.COST ($) • STEEL 50.000 58.000 1.00 HSS '46.000 58.000 1.00 M A T E R I A L • D E S I G N D A T A .F O R C O N C R E T E M A T E R I A L S MATERIAL LIGHTWEIGHT CONCRETE REBAR REBAR LIGHTWT NAME CONCRETE FC FY FYS REDUC FACT • • • • • • • • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 2 May 6, 2004 12:52 Nishkian Dean Units = kips- inches FRAME S E C T I O N P R O P E R T Y D A T A MATERIAL SECTION SHAPE NAME OR NAME CONC CONC FRAME SECTION NAME NAME IN SECTION DATABASE FILE COL BEAM W8X31 . STEEL W8X31 W8X48 STEEL W8X48 W12X26 STEEL W12X26 TS6X6X3 /8 HSS TS6X6X3 /8 TS5X5X5 /16 HSS TS5X5X5 /16 W8X28 STEEL W8X28 TS4X4X1 /4 HSS TS4X4X1 /4 W16X36 STEEL W16X36 . FRAME S E C T I O N P R O P E R T Y D A T A SECTION FLANGE FLANGE WEB FLANGE FLANGE FRAME SECTION NAME DEPTH WIDTH TOP THICK TOP THICK WIDTH BOT THICK BOT W8X31 8.0000 7.9950 0.4350 0.2850 7.9950 0.4350 W8X48 8.5000 8.1100 0.6850 0.4000 8.1100 0.6850 W12X26 12.2200 6.4900 0.3800 0.2300 6.4900 0.3800 TS6X6X3 /8 6.0000 6.0000 0.3750 0.3750 0.0000 0.0000 TS5X5X5 /16 5.0000 5.0000 . 0.3125 0.3125 0.0000 0.0000 W8X28 8.0600 6.5350 0.4650 0.2850 6.5350 0.4650 TS4X4X1 /4 4.0000 4.0000 0.2500 0.2500 0.0000 0.0000 W16X36 15.8600 6.9850 0.4300 0.2950 6.9850 0.4300 FRAME S E C T I O N P R O P E R T Y D A T A . SECTION TORSIONAL MOMENTS OF INERTIA SHEAR AREAS FRAME SECTION NAME AREA CONSTANT I33 I22 A2 A3 W8X31 9.1300 0.5400 110.0000 37.1000 2.2800 5.7964 W8X48 14.1000 1.9600 184.0000 60.9000 3.4000 9.2589 W12X26 7.6500 0.3000 204.0000 17.3000 2.8106 4.1103 TS6X6X3 /8 8.0800 68.5000 .41.6000 41.6000 4.5000 4.5000 TS5X5X5 /16 5.6100 33.1000 20.1000 20.1000 3.1250 3.1250 W8X28 8.2500 0.5400 98.0.000 21.7000 2.2971 5.0646 TS4X4X1 /4 3.5900 13.5000 8.2200 8.2200 2.0000.. 2.0000 W16X36 10.6000 0.5400 448.0000 24.5000 4.6787 5.0059 F R A M E S E C T I O N P R O P E R T Y D A T A SECTION MODULI PLASTIC MODULI RADIUS OF GYRATION FRAME SECTION NAME S33 S22 Z33 Z22 R33 R22 W8X31 27.5000 9.2808 30.4000 14.1000 3.4711 2.0158 W8X48 43.2941 15.0185 49.0000 22.9000 3.6124 2.0783 W12X26 33.3879 '5.3313 37.2000 8.1700 5.1640 1.5038 TS6X6X3 /8 13.8667 13.8667 16.8000 16.8000 2.2690 2.2690 TS5X5X5 /16 8.0400 8.0400 9.7000 9.7000 1.8929 1.8929 W8X28 24.3176 6.6412 27.2000 10.1000 3.4466 1.6218 TS4X4X1 /4 4.1100 4.1100 4.9700 4.9700 1.5132 1.5132 W16X36 56.4943 7.0150 64.0000 10.8000 6.5011 .1.5203 ETABS v7.24 File: ND432 Kip -in Units PAGE 3 May 6, 2004 12:52 Nishkian Dean Units = kips - inches L O A D I N G C O M B I N A T I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR COMB1 ADD DEAD Static 0.9000 EX Static 1.0000 COMB2 ADD DEAD Static 0.9000 EX Static - 1.0000 COMB3 ADD DEAD Static 0.9000 EY Static 1.1000 COMB4 ADD DEAD Static 0.9000 EY Static - 1.1000 COMB5 ADD DEAD Static 1.0000 LIVE Static 1.0000 EX Static 1.0000 COMB6 ADD DEAD Static 1.0000 LIVE Static 1.0000 • EX Static - 1.0000. COMB7 ADD • DEAD Static 1.0000 LIVE Static .1.0000 EY Static 1.1000 COMBS ADD DEAD Static 1.0000 LIVE Static 1.0000 EY Static - 1.1000 COMBS ADD EX Static 1.0000 COMB10 ADD EY Static 1.1000 ETABS v7.24 File: ND432 Kip -in Units PAGE 4 May 6, 2004 12:52 Nishkian Dean Units = kips- inches C O L U M N S T E E L S T R E S S C H E C K E L E M E N T I N F O R M A T I O N (UBC97 -ASD) STORY COLUMN SECTION FRAMING RLLF L_RATIO L_RATIO K K LEVEL LINE ID TYPE FACTOR MAJOR MINOR MAJOR MINOR STORY2 C553 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C553 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C555 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C555 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C557 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C557 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000' STORY2 C559 W8X48 SCBF 1.000 0.932 0.932 1.000. 1.000 STORY1 C559 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C561 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C561 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C563 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C563 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C565 W8X48 SCBF 1.000 0.932 0.932 2.391 1.000 STORY1 C565 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C567 W8X48 SCBF 1.000 0.932 0.932 2.391 1:000 STORY1 C567 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C569 W8X48 SCBF 1.000 0.932 - 0.932 1.000 1.000 STORY1 C569 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C571 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 • STORY1 C571 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C573 .W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C573 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C575 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C575 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C577 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C577 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C579 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C579 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C581 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C581 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C583 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C583 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY1 C584 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY1 C585 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY1 C586 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY1 C587 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY1 C588 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY1 C589 W8X28 SCBF 1.000 0.907 0.907 1.000 1.000 STORY2 C591 W8X28 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C591 W8X28 SCBF 1.000 0.927 0.927 1.000 1.000 STORY2 C593 W8X28 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C593 W8X28 SCBF 1.000 0.927 0.927 1.000 1.000 STORY2 C595 W8X28 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C595 W8X28 SCBF 1.000 0.927 0.927 1.000 1.000 STORY2 C597 W8X28 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C597 W8X28 SCBF 1.000 0.927 0.927 • 1.000 1.000 STORY2 C599 W8X28 SCBF .1.000 0.932 0.932 1.000 1.000 STORY1 • C599 W8X28 SCBF 1.000 0.927 0.927 1.000 1.000 STORY2 C601 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C601 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C603 W8X48 SCBF 1.000 0.932 0.932 1.000 1.000 STORY1 C603 W8X48 SCBF 1.000 0.906 0.906 1.000 1.000 STORY2 C613 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 •C613 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 C615 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 C615 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 C617 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 C617 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 C619 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 C619 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 C623 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 C623 W8X31 SCBF 1.000 1.000. 1.000 1.000 1.000 STORY2 C625 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 C625 W8X31 SCBF 1.000 1.000 1.000 1.000 1.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 5 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B E A M S T E E L S T R E S S C H E C K E L E M E N T I N F O R M A T I O N (UBC97 -ASD) STORY BEAM SECTION FRAMING RLLF L_RATIO L_RATIO K K LEVEL BAY ID TYPE FACTOR MAJOR MINOR ,MAJOR MINOR • STORY1 B2569 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1. B2570 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2571 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2572 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2573 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2576 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2577 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2578 W16X36 SCBF 1.000 0.965 0.965 1.000 1.000 STORY2 B2580 W12X26 SCBF 1.000 0.965 0.965 1.000 1.000 STORY1 B2591 W12X26 SCBF 1.000 0.944 0.944 1.000 1.000 STORY1 B2592 W12X26 SCBF 1.000 0.944 0.944 1.000 1.000 STORY1 B2593 W12X26 SCBF 1.000 0.944 0.944 1.000 1.000 STORY1 B2594 W12X26 SCBF 1.000 0.944 0.944 1.000 1.000 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 6 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B R A C E S T E E L S T R E S S C H E C K E L E M E N T I N F O R M A T I O N (UBC97 -ASD) STORY BRACE SECTION FRAMING RLLF L RATIO L RATIO K K LEVEL BAY ID TYPE FACTOR MAJOR MINOR MAJOR MINOR STORY1 01 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.920 0.920 STORY1 D2 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D3 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 D4 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D5 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.920 0.920 STORY1 D6 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D7 TS5X5X5 716 SCBF 1.000 1.000 1.000 1.000 1.000. STORY2 D8 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D9 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D10 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 011 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 D12 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D13 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D14 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D15 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 D16 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 D17 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D17 TS6X6X3 /8 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D18 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D18 TS6X6X3 /8 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D19 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D19 TS6X6X3 /8 SCBF 1.000 1.000 1.000 0.920 0..920 STORY2 D20 TS5X5X5 /16 SCBF 1.000 1.000 •1.000 1.000 1.000 STORY1 D20 TS6X6X3 /8 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D21 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D21 TS6X6X3 /8 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 .D22 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D22 TS6X6X3 /8 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D23 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D24 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D25 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D26 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY2 D27 TS4X4X1 /4 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D27 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.880 0.880 STORY2 D28 TS4X4X1 /4 SCBF 1.000 1.000 1.000 0.750 0.750 STORY1 D28 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.850 0.850 STORY2 D29 TS4X4X1 /4 SCBF 1.000 1.000 1.000 0.750 0.750 STORY1 . D29 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.850 0.850 STORY2 D30 TS4X4X1 /4 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D30 TS5X5X5 /16 SCBF 1.000 1.000 1.000 0.850 0.850 STORY2 D31 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D31 TS6X6X3 /8 SCBF 1.000 1.000 1.000 0.920 0.920 STORY2 D32 TS5X5X5 /16 SCBF 1.000 1.000 1.000 1.000 1.000 STORY1 D32 TS6X6X3 /8 SCBF 1.000. 1.000 1.000 0.920 0.920 • ETABS v7.24 File: ND432 Kip -in Units PAGE 7 May 6, 2004 12:52 Nishkian Dean Units = kips- inches C O L U M N S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY COLUMN SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL LINE ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY2 C553 W8X48 COMB5 0.001 COMB8 0.000 COMB6 (C) 0.154 = 0.153 + 0.001 + 0.000 COMB9 (T) 0.044 = 0.039 + 0.004 + 0.000 STORY1 C553 W8X48 COMB7 0.001 COMB7 0.000 COMB7 (C) 0.400 = 0.395 + 0.004 + 0.000 COMB9 (T) 0.041 = 0.037 + 0.003 + 0.000 STORY2 C555 W8X48 COMBS 0.001 COMB7 0.000 COMBS (C) 0.100 = 0.090 + 0.010 + 0.000 COMB2 (T) 0.031 = 0.027 + 0.004 + 0.000 STORY1 C555 W8X48 COMBS 0.001 COMB7 0.000 COMB5 (C) 0.166 = 0.161 + 0.005 + 0.000 COMB10 (T) 0.004 = 0.002 + 0.001 + 0.000 STORY2 C557 W8X48 COMB6 0.001 COMB7 0.000 COMB6 (C) 0.100 = 0.090 + 0.010 + 0.000 COMB9 (T) 0.043 = 0.039 + 0.004 + 0.000 STORY1 C557 W8X48 COMB6 0.001 COMB7 0.000 COMB6 (C) 0.165 = 0.159 + 0.006 + 0.000 COMB9 (T) 0.042 = 0.039 + 0.003 + 0.000 STORY2 C559 W8X48 COMB6 0.002 COMB7 0.000 COMBS (C) 0.169 = 0.168 + 0.001 + 0.000 COMB2 (T) 0.019 = 0.009 + 0.010 + 0.000 STORY1 C559 W8X48 COMB6 0.001 COMB7 0.000 COMBS (C) 0.499 = 0.499 + 0.000 + 0.000 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY2 C561 W8X48 - COMB6 0.001 COMB8 0.000 COMB6 (C) 0.188 = 0.181 + 0.006 + 0.000 COMB9 (T) 0.049 = 0.047 + 0.002 + 0.000 STORY1 C561 W8X48 COMB6 0.002 COMB8 0.000 COMB6 (C) 0.492 = 0.485 + 0.007 + 0.000 COMB9 (T) 0.049 = 0.046 + 0.002 + 0.000 STORY2 C563 W8X48 COMBS 0.001 COMB8 0.000 COMBS (C) 0.073 = 0.066 + 0.007 + 0.000 COMB6 (T) 0.050 = 0.043 + 0.007 + 0.000 STORY1 C563 W8X48 COMB6 0.001 COMB8 0.000 COMB5 (C) 0.137 = 0.130 + 0.007 + 0.000 COMB2 (T) 0.021 = 0.018 + 0.003 + 0.000 STORY2 C565 W8X48 . COMB2 0.003 COMB3 0.000 COMB6 (C) 0.191 = 0.179 + 0.012 + 0.000 COMB9 (T) 0.060 = 0.046 + 0.013 + 0.000 STORY1 C565 W8X48 COMBS 0.001 COMB8 0.000 COMB6 (C) 0.184 = 0.184 + 0.000 + 0.000 COMB9 (T) 0.051 = 0.046 + 0.005 + 0.000 STORY2 C567 W8X48 COMBS 0.003 COMB8 0.000 COMBS (C) 0.225 = 0.216 + 0.009 + 0.000 COMB2 (T) 0.032 = 0.025 + 0.007 + 0.000 • STORY1 C567 W8X48. COMBS 0.001 COMB8 0.000 COMB5 (C) 0.387 = 0.381 + 0.005 + 0.001 STORY2 C569 W8X48 COMB10 0.000 • COMB8 0.000 COMBS (C) 0.091 = 0.086 + 0.000 + 0.005 COMB9 (T) 0.001 = 0.000 + 0.001 + 0.000 STORY1 C569 W8X48 COMB6 0.000 COMB8 0.000 COMB7 (C) 0.334 = 0.330 + 0.000 + 0.004 COMB9 (T) 0.001 = 0.000 + 0.001 + 0.000 STORY2 C571 W8X48 COMB6 0.000 COMB7 0.000 COMB7 (C) 0.090 = 0.085 + 0.000 + 0.005 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY1 C571 W8X48 COMB6 0.000 COMB8 0.000 COMB7 (C) 0.226 = 0.223 + 0.000 + 0.003 COMB9 (T) 0.001 = 0.000 + 0.001 + 0.000 STORY2 C573 W8X48 COMB10 0.000 COMB7 0.000 COMB6 (C) 0.120 = 0.116 + 0.001 + 0.003 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C573 W8X48 COMB6 0.001 COMB3 0.000 COMB8 (C) 0.419 = 0.419 + 0.000 + 0.000 COMB10 (T) 0.035 = 0.035 + 0.000 + 0.000 STORY2 C575 W8X48 COMBS 0.000 COMB4 0.000 COMBS (C) 0.097 = 0.096 + 0.001 + 0.000 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY1 C575 W8X48 COMB5 0.000 COMB3 0.000 COMB5 (C) 0.260 = 0.260 + 0.000 + 0.000 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 8 May 6, 2004 12:52 Nishkian Dean Units = kips- inches C O L U M N S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY COLUMN SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL . LINE ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY2 C577 W8X48 COMB10 0.000 COMBS 0.000 COMB8 (C) 0.069 = 0.066 + 0.000 + 0.004 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY1 C577 W8X48 COMB6 0.000 COMB3 0.000 COMB8 (C) 0.383 = 0.383 + 0.000 + 0.000 COMB10 (T) 0.040 = 0.039 + 0.000 + 0.001 STORY2 C579 W8X48 COMB10 0.000 COMB6 0.000 COMB6 (C) 0.041 = 0.037 + 0.000 + 0.003 STORY1 C579 W8X48 COMB6 0.000. COMB4 0.000 COMB7 (C) 0.195 = 0.195 + 0.000 + 0.000 COMB4 (T) 0.026 = 0.026 + 0.000 + 0.000 STORY2 C581 W8X48 COMB10 0.000 COMB1 0.000 COMBS (C) 0.042 = 0.040 + 0.000 + 0.002 STORY1 C581 W8X48 COMB6 0.000 COMB1 0.000 COMBS 0.072 = 0.070 + 0.000 + 0.002 COMB9 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY2 . C583 W8X48 COMB10 0.000 COMB8 0.000 COMB8 (C) 0.042 = 0.037 + 0.000 + 0.005 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY1 C583 W8X48 COMB6 0.000 COMB7 0.000 COMB8 (C) 0.195 = 0.192 + 0.000 + 0.002 COMB10 (T) 0.058 = 0.056 + 0.000 + 0.001 STORY1 C584 W8X28 COMB5 0.000 COMB8 0.000 COMB5 (C) 0.313 = 0.313 + 0.000 + 0.000 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C585 W8X28 COMB6 0.000 COMB8 0.000 COMB6 (C) 0.080 = 0.080.+ 0.000 + 0.000 COMB9 (T) 0.003 = 0.003 + 0.000.+ 0.000 STORY1 C586 W8X28 COMB6 0.000 COMB8 0.000 COMB5 (C) 0.404 = 0.404 + 0.000 + 0.000 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 • STORY1 C587 W8X28 COMB5 0.000 COMB7 0.000 COMBS (C) 0.434 = 0.434 + 0.000 + 0.000 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C588 W8X28 Section is not seismic COMB6 0.000 COMB7 0.000 COMB5 (C) 0.044 = 0.044 + 0.000 + 0.000 STORY1 C589 W8X28 COMB6 0.000 COMB7 0.000 COMBS (C) 0.094 = 0.094 + 0.000 + 0.000 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C591 W8X28 COMB6 0.001 COMB10 0.000 COMB6 (C) 0.011 = 0.005 +0.006 + 0.000 COMB9 (T) 0.005 = 0.000 + 0.005 + 0.000 STORY1 C591 W8X28 COMBS 0.001 COMB7 0.000 COMB6 (C) 0.073 = 0.069 + 0.005 + 0.000 COMB9 (T) 0.037 = 0.032 + 0.005 + 0.000 STORY2 C593 W8X28 COMB5 0.000 COMB10 0.000 COMB5 (C) 0.077 = 0.075 + 0.002 + 0.000 COMB2 (T) 0.031 = 0.029 + 0.002 + 0.000 STORY1 C593 W8X28 COMB5 0.000 COMB7 0.000 COMB5 (C) 0.089 = 0.089 + 0.000 + 0.000 COMB2 (T) 0.038 = 0.037 + 0.002 + 0.000 STORY2 C595 W8X28 COMB6 0.000 COMB10 0.000 COMB5 (C) 0.010 = 0.009 + 0.001 + 0.000 COMB10 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C595 W8X28 COMB6 0.000 COMB7 0.000 COMB5 (C) 0.011 = 0.011 + 0:000 + 0.000 STORY2 C597 W8X28 COMB1 0.000 COMB10 0.000 COMB6 (C) 0.055 = 0.053 + 0.001 + 0.000 COMB9 (T) 0.023 = 0.022 + 0.001 + 0.000 STORY1 C597 W8X28 COMB1 0.000 COMB7 0.000 COMB6 (C) 0.075 = 0.075 + 0.000 + 0.000 COMB9 (T) 0.035 = 0.033 + 0.001 + 0.000 STORY2 C599 W8X28 COMB6 0.000 COMB10 0.000 COMB6 (C) 0.007 = 0.005 + 0.002 + 0.000 STORY1 C599 W8X28 COMBS 0.000 COMB7 0.000 COMBS (C) 0.052 = 0.052 + 0.000 + 0.000 COMB2 (T) 0.019 = 0.018 + 0.001 + 0.000 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 9 • May 6, 2004 12:52 . Nishkian Dean Units = kips- inches C O L U M N S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY COLUMN SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL LINE ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY2 C601 W8X48 COMB6 0.000 COMB8 0.000 COMB6 (C) 0.063 = 0.062 + 0.000 + 0.000 COMB9 (T) 0.004 = 0.004 + 0.000 + 0.000 STORY1-. C601 W8X48 COMB6 0.000 COMB7 0.000 COMB6 (C) 0.135 = 0.13.5 + 0.000 + 0.000 COMB9 (T) 0.003 = 0.003 + 0.000 + 0.000 • STORY2 C603 W8X48 COMB10 0.000 COMB4 0.000 COMB7 (C) 0.063 = 0.060 + 0.000 + 0.003 COMB10 (T) 0.001 = 0.000 + 0.000 + 0.001 STORY1 C603 W8X48 COMBS 0.000 COMB7 0.000 COMB8 (C) 0.281 = 0.281 + 0.000 + 0.000 COMB10 (T) 0.053 = 0.052 + 0.000 + 0.001 STORY2 C613 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0.000 COMB8 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 0.000 STORY1 C613 W8X31 Section is not seismic , SectionCOMB6 0.000 COMBS 0.000 COMB8 (C) 0.005 = 0.005.+ 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C615 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0.000 COMB8 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C615 W8X31 Section is not seismic , SectionCOMB6 0.000 COMB8' 0.000 COMB6 (C) 0.005 = .0.005 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C617 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0..000 COMB8 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C617 W8X31 Section is not seismic , SectionCOMB6 0.000 COMB8 0.000 . COMB8 (C) 0.005 = 0.005 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C619 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0.000 COMB8 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C619 W8X31 Section is not seismic , SectionCOMB6 0.000 COMB8 0.000 COMB6 (C) 0.005 = 0.005 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C623 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0.000 COMB8 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY' C623 W8X31 Section is not seismic , SectionCOMB2 0.000 COMB8 0.000 COMB6 (C) 0.005 = 0.005.+ 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY2 C625 W8X31 Section is not seismic , SectionCOMB10 0.000 COMB10 0.000 COMB7 (C) 0.003 = 0.003 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 STORY1 C625 W8X31 Section is not seismic , SectionCOMB2 0.000 COMB7 0.000" COMB6 (C) 0.005 = 0.005 + 0.000 + 0.000 COMB9 (T) 0.000 = 0.000 + 0.000 + 0.000 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 10 May 6, 2004 12:52 Nishkian Dean Units = kips - inches C O L U M N S P E C I A L . . S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) STORY COLUMN SECTION SECTION /-- CONTN. PLATE - - //- DOUBLER PLATE-- / / - - -B /C RATIOS - - -/ LEVEL LINE ID CLASS COMBO AREA COMBO THICK MAJOR MINOR STORY2 C553 W8X48 Seismic STORY1 C553 W8X48 Seismic STORY2 C555 W8X48 Seismic STORY1 C555 W8X48 Seismic STORY2 C557 W8X48 Seismic STORY1 0557 W8X48 Seismic STORY2 C559 W8X48 Seismic STORY1 C559 W8X48 Seismic STORY2 C561 W8X48 Seismic STORY1 C561 W8X48 Seismic STORY2 C563 W8X48 Seismic STORY1 0563 W8X48 Seismic STORY2 C565 W8X48 Seismic .STORY1 C565 W8X48 Seismic STORY2 C567 W8X48 Seismic STORY1 C567 W8X48 Seismic STORY2 C569 W8X48 Seismic STORY1 C569 W8X48 Seismic STORY2 C571 W8X48 Seismic STORY1 C571 W8X48 Seismic • STORY2 C573 W8X48 Seismic STORY1 C573 W8X48 Seismic STORY2 C575 W8X48 Seismic STORY1 C575 W8X48 Seismic ETABS v7.24 File: ND432 .Kip -in Units PAGE 11 May 6, 2004 12:52 'Nishkian Dean Units = kips- inches C O L U M N • S P E C I A L S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) STORY COLUMN SECTION SECTION /-- CONTN. PLATE - - //- DOUBLER PLATE-- / / - - -B /C RATIOS - - -/ LEVEL LINE ID CLASS COMBO AREA COMBO THICK MAJOR- MINOR • STORY2 C577 W8X48 Seismic STORY1 C577 W8X48 Seismic STORY2 C579 W8X48 Seismic STORY1 C579 W8X48 Seismic STORY2 C581 W8X48 Seismic STORY1 C581 W8X48 Seismic STORY2 C583 W8X48 Seismic STORY1 C583 W8X48 Seismic STORY1 C584 W8X28 Seismic STORY1 C585 W8X28 Seismic STORY1 C586 W8X28 Seismic STORY1 C587 W8X28 Seismic STORY1 C588 W8X28 Compact STORY1 C589 W8X28 Seismic . STORY2 C591 W8X28 Seismic STORY1 C591 W8X28 Seismic STORY2 C593 W8X28 Seismic STORY1 C593 W8X28 Seismic STORY2 C595 W8X28 Seismic STORY1 C595 W8X28 Seismic STORY2 C597 W8X28 Seismic STORY1 C597 W8X28 Seismic STORY2 C599 W8X28 Seismic STORY1 C599 W8X28 Seismic • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 12 May 6, 2004 12:52 Nishkian Dean Units = kips - inches C O L U M N S P E C I A L S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) STORY COLUMN SECTION SECTION /-- CONTN. PLATE - - //- DOUBLER PLATE-- / / - - -B /C RATIOS - - -/ LEVEL LINE ID CLASS COMBO AREA COMBO THICK MAJOR MINOR STORY2 C601 W8X48 Seismic STORY1 C601 W8X48 Seismic STORY2 C603 •W8X48 Seismic STORY1 C603 W8X48 Seismic STORY2 C613 W8X31 Compact STORY1 C613 W8X31 Compact STORY2 C615 W8X31 Compact STORY1 C615 W8X31 Compact STORY2 C617 W8X31 Compact STORY1 C617 W8X31 Compact STORY2 C619 W8X31 Compact STORY1 C619 W8X31 Compact STORY2 C623 W8X31 Compact STORY1 C623 W8X31 Compact STORY2 C625 W8X31 Compact STORY1 C625 W8X31 Compact • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 13 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B E A M S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY BEAM SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL BAY ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY1 B2569 W16X36 COMB7 0.005 COMB10 0.000 COMB7 (T) 0.022 = 0.000 + 0.022 + 0.000 STORY1 B2570 W16X36 COMB7 0.005 COMB10 0.000 COMB7 (T) 0.022 = 0.000 + 0.022 + 0.000 STORY1 B2571 W16X36 COMB6 0.006 COMB10 0.000 COMB6 (T) 0.026 = 0.000 + 0.026 + 0.000 STORY1 B2572 W16X36 COMB6 0.006 COMB10 0.000 COMB6 (T) 0.026 =0.000 + 0.026 + 0.000 STORY1 B2573 W16X36 COMB6 0.006 COMB10 0.000 COMB6 (T) 0.025 = 0.000 + 0.025 + 0.000 STORY1 B2576 W16X36 COMB6 0.005 COMB10 0.000 COMB6 (T) 0.022 = 0.000 + 0.022 + 0.000 STORY1 B2577 W16X36 COMB6 0.005 COMB10 0.000 COMB6 (T) 0.022 = 0.000 + 0.022 + 0.000 STORY1 B2578 W16X36 COMB6 0.006 COMB10 0.000 COMB6 (T) 0.025 = 0.000 + 0.025 + 0.000 STORY2 B2580 W12X26 COMB5 0.007 COMB4 0.000 COMB9 (C) 0.253 = 0.246 + 0.006 + 0.000 COMB6 (T) 0.097 = 0.074 + 0.023 + 0.000 STORY1 B2591 W12X26 COMB8 0.003 COMB10 0.000 COMB8 (T) 0.006 = 0.000 + 0.006 + 0.000 STORY1 B2592 W12X26 COMB8 0.003 COMB10 0.000 COMBS (T) 0.006 = 0.000 + 0.006 + 0.000 STORY1 B2593 W12X26 COMB8 0.003 COMB10 0.000 COMB8 (T) 0.006 = 0.000 + 0.006 + 0.000 STORY1 B2594 W12X26 COMB8 0.003 COMB10 0.000 COMB8 (T) 0.006 = 0.000 + 0.006 + 0.000 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 14 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B E.A M S P E C I A L S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) STORY BEAM SECTION SECTION / CONNECTION SHEAR LEVEL BAY ID CLASS COMBO END -I COMBO END -J STORY1 B2569 W16X36 Compact COMB10 1.4E -01 STORY1 B2570 W16X36 Compact •COMB10 - 1.4E -01 STORY1 B2571 W16X36 Compact COMB10 2.0E -01 STORY1 B2572 W16X36 Compact COMB10 - 2.0E -01 STORY1 B2573 .W16X36 Compact COMB10 1.9E -01 STORY1 B2576 W16X36 Compact COMB10 1.4E -01 • STORY1 B2577 W16X36 Compact COMB10 - 1.4E -01 STORY1 B2578 W16X36 Compact COMB10 - 1.9E -01 STORY2 B2580 W12X26 Compact COMB10 - 3.8E -01 COMB10 4.1E -01 STORY1 B2591 W12X26 Compact COMB10 - 1.5E -01 COMB10 1.5E -01 STORY1 B2592 W12X26 Compact COMB10 - 1.5E -01 COMB10 1.5E -01 STORY1 B2593 W12X26 Compact COMB10 - 1.5E -01 COMB10 1.5E -01 STORY1 B2594 W12X26 Compact COMB10 - 1.5E -01 COMB10 1.5E -01 • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 15 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B R A C E S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY BRACE SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL BAY ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY1 D1 TS5X5X5 /16 COMBS 0.002 COMB8 0.000 COMB6 (C) 0.648 = 0.596 + 0.052 + 0.000 COMB9 (T) 0.243 = 0.243 + 0.000 + 0.000 STORY1 D2 TS5X5X5 /16 COMB6 0.002 COMB8 0.000 COMBS (C) 0.675 = 0.620 + 0.055 + 0.000 COMB2 (T) 0.240 = 0.220 + 0.020 + 0.000 STORY2 D3 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMBS (C) 0.498 = 0.455 + 0.043 + 0.000 COMB2 (T) 0.120 = 0.099 + 0.021 + 0.000 STORY2 D4 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMB6 (C) 0.463 = 0.423 + 0.040 + 0.00.0 COMB9 (T) 0.116 = 0.116 + 0.000 + 0.000 STORY1 D5 TS5X5X5 /16 COMBS 0.002 COMB7 0.000 COMB6 (C) 0.682 = 0.626 + 0.056 + 0.000 COMB9 (T) 0.243 = 0.243 + 0.000 + 0.000 STORY1 D6 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMB5 (C) 0.708 = 0.649 + 0.059 + 0.000 COMB2 (T) 0.230 = 0.210 + 0.020 + 0.000 STORY2 D7 TS5X5X5 /16 COMB5 0.002 COMB7 0.000. COMB6 (C) 0.503 = 0.460 + 0.043 + 0.000 COMB9 (T) 0.117 = 0.117 + 0.000 + 0.000 STORY2 D8 TS5X5X5 /16 COMBS 0.002 COMB4 0.000 COMBS (C) 0.532. = 0.487 + 0.045 + 0.000 COMB2 (T) 0.112 = 0.091 + 0.021 + 0.000 STORY1 D9 TS5X5X5 /16 COMBS 0.002 COMB8 0.000 COMB6 (C) 0.641 = 0.588 + 0.054 + 0.000 COMB9 (T) 0.196 = 0.196 + 0.000 + 0.000 STORY1 D10 TS5X5X5 /16 COMB6 0.002 COMB8 0.000 COMBS (C) 0.676 = 0.619 + 0.058 + 0.000 COMB2 (T) 0.191 = 0.171 + 0.020 + 0.000 STORY2 Dll TS5X5X5 /16 COMB6 0.002 COMB8 0.000 COMB5 (C) 0.571 = 0.522 + 0.049 + 0.000 COMB2 (T) 0.140 = 0.119 + 0.021 + 0.000 STORY2 D12 TS5X5X5 /16 COMB6 0.002 COMB8 0.000 COMB6 (C) 0.529 = 0.484 + 0.045 +.0.000 COMB9 (T) 0.138 = 0.138 + 0.000 + 0.000 STORY1 D13 TS5X5X5 /16 COMB5 0.002 COMB7 0.000 COMB6 (C) 0.631 = 0.578 + 0.052 + 0.000 COMB9 (T) 0.196 = 0.196 + 0.000 + 0.000 STORY1 D14 TS5XSX5 /16 COMB6 0.002 COMB7 0.000 COMBS (C) 0.578 = 0.532 + 0.046 + 0.000 COMB2 (T) 0.192 = 0.172 + 0.020 + 0.000 STORY2 D15 TS5X5X5 /16 COMBS 0.002 COMB8 0.000 COMBS (C) 0.553 = 0.506 + 0.047 + 0.000 COMB2 (T) 0.140 = 0.119 + 0.021 + 0.000 STORY2 D16 TS5X5X5 /16 COMB5 0.002 COMB3 0.000 COMB6 (C) 0.518 = 0.474 + 0.044 + 0.000 COMB9 (T) 0.137 = 0.137 + 0.000 + 0.000 STORY2 D17 TS5X5X5 /16 COMB8 0.003 COMB6 0.000 COMB4 (C) 0.676 = 0.568 + 0.108 + 0.000 COMB7 (T) 0.202 = 0.150 + 0.052 + 0.000 STORY1 D17 TS6X6X3 /8 COMB7 0.003 COMB6 0.000 COMB8 (C) 0.788 = 0.663 + 0.125 + 0.000 COMB3 (T) 0.239 = 0.201 + 0.038 + 0.000 'STORY2 D18 TS5X5X5 /16 COMB8 0.003 COMB6 . 0.000 COMB3 (C) 0.676 = 0.568 + 0.108 + 0.000 COMB8 (T) 0.202 = 0.150 + 0.052 + 0.000 STORY1 D18 TS6X6X3 /8 COMB8 0.003 COMB6 0.000 COMB7 (C) 0.787 = 0.663 + 0.125 + 0.000 COMB4 (T) 0.239 = 0.201 + 0.038 + 0.000 • STORY2 D19 TS5X5X5 /16 COMB7 0.003 COMBS 0.000 COMB8 (C) .0.829 = 0.671 + 0.158 + 0.000 COMB7 (T) 0.209 = 0.157 + 0.052 + 0.000 STORY1 D19 TS6X6X3 /8 COMB7 0.003 COMB6 0.000 COMBS. (C) 0.814 = 0. + 0.132.+ 0.000 COMB10 (T) 0.236 = 0.236 + 0.000 + 0.000 STORY2 D20 TS5X5X5 /16 COMB8 0.003 COMBS 0.000 COMB7 (C) 0.832 = 0.673 + 0.159 + 0.000 COMBS (T) 0.209 =. 0.158 + 0.052 + 0.000 STORY1 D20 TS6X6X3 /8 COMB8 0.003 COMB6 0.000 COMB7 (C) 0.814 = 0.682 + 0.132 + 0.000 COMB4 (T) 0.228 = 0.190 + 0.038.+ 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 16 May 6, 2004 12:52 Nishkian Dean __, Units = kips- inches B R A C E S T E E L S T R E S S C H E C K O U T P U T (UBC97 -ASD) STORY BRACE SECTION / MOMENT INTERACTION CHECK //---- SHEAR22--- / /---- SHEAR33 - - -/ LEVEL ` BAY ID COMBO RATIO = AXL + B33 + B22 COMBO RATIO COMBO RATIO STORY2 D21 TS5X5X5 /16 COMB8 0.002 COMB10 0.000 COMB8 (C) 0.661 = 0.584 + 0.078 + 0.000 COMB7 (T) 0.235 = 0.203 + 0.032 + 0.000 STORY1 D21 TS6X6X3 /8 COMB7 0.002 COMB6 0.000 COMB8 (C) 0.571 = 0.519 + 0.052 + 0.000 COMB3 (T) 0.251 = 0.227 + 0.023 + 0.000 STORY2 D22 TS5X5X5 /16 COMB7 0.002 COMB10 0.000 COMB7 (C) 0.661 = 0.584 + 0.078 + 0.000 COMB8 (T) 0.235 = 0.203 + 0.032 + 0.000 STORY1 D22 TS6X6X3 /8 COMB8 0.002 COMB6 0.000 COMB7 (C) 0.571 = 0.519 + 0.052 + 0.000 COMB4 (T) 0.251 = 0.227 + 0.023 + 0.000 STORY1 D23 TS5X5X5 /16 COMB5 0.002 COMB8 0.000 COMB6 (C) 0.671 = 0.585 + 0.086 + 0.000 COMB1 (T) 0.198 = 0.165 + 0.032 + 0.000 STORY1 D24 TS5X5X5 /16 COMB6 0.002 COMB8 0.000 COMB5 (C) 0.557 = 0.500 + 0.057 + 0.000 COMB2 (T), 0.183 = 0.158 + 0.026 + 0.000 STORY1 D25 TS5X5X5 /16 COMB5 0.002 COMB7 0.000 COMB6 (C) 0.466 = 0.427 + 0.039 + 0.000 COMB1 (T) 0.187 = 0.167 + 0.020 + 0.000 STORY1 D26 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMBS (C) 0.465 = 0.427 + 0.039 + 0.000 COMB2 (T) 0.187 = 0.167 + 0.020 + 0.000 STORY2 D27 TS4X4X1 /4 1/r > 1000 /sqrt(Fy) , 1/r > 100000MB5 0.002 COMB7 0.000 COMB6 (C) 0.510 = 0.443 + 0.067 + 0.000 COMBS (T) 0.138 = 0.100 + 0.037 + 0.000 STORY1 D27 TS5X5X5 /16 COMB5 0.002 COMB7 0.000 COMB6 (C) 0.277 = 0.240 + 0.037 + 0.000 COMBS (T) 0.142 = 0.114 + 0.028 + 0.000 STORY2 D28 TS4X4X1 /4 COMB5 0.002 COMB7 0.000 COMB6 (C) 0.423 = 0.364 + 0.058 + 0.000 COMBS (T) 0.186 = 0.149.+ 0.037 + 0.000 STORY1 D28 TS5X5X5 /16 COMBS 0.002 COMB7 0.000 COMB6 (C) 0.314 = 0.275 + 0.039 + 0.000 COMBS (T) 0.168 = 0.139 + 0.028 + 0.000 STORY2 D29 TS4X4X1 /4 COMB6 0.002 COMB7 0.000 COMBS • (C) 0.416 = 0.358 + 0.058 + 0.000 COMB6 (T) 0.183 = 0.146 + 0.037 + 0.000 STORY1 D29 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMB5 (C) 0.315 = 0.276 + 0.039 + 0.000 COMB6 (T) 0.169 = 0.140 + 0.028 + 0.000 STORY2 D30 TS4X4X1 /4 .1 /r > 1000 /sqrt(Fy) , 1/r > 100000MB6 0.002 COMB7 0.000 COMBS (C) 0.357 = 0.304•+ 0.053 + 0.000 COMB6 (T) 0.105 = 0.068 + 0.037 + 0.000 STORY1 D30 TS5X5X5 /16 COMB6 0.002 COMB7 0.000 COMB5 (C) 0.273 = 0.237 + 0.037 + 0.000 COMB6 (T) 0.147 = 0.118 + 0.028 + 0.000 STORY2 D31 TS5X5X5 /16 COMB7 0.002, COMB6 0.000 COMB4 (C) 0.566 = 0.506 + 0.061 + 0.000 COMB7 (T) 0.253 = 0.220 + 0.033 + 0.000 STORY1 D31 TS6X6X3/8 COMB7 0.002 COMB6 0.000 COMBS (C) 0.566 = 0.515 + 0.050 + 0.000 COMB10 (T) 0.242 = 0.242 + 0.000 + 0.000 STORY2 D32 TS5X5X5 /16 COMB7 0.002 COMB6 0.000 COMB3 (C) 0.569 = 0.508 + 0.061 + 0.000 COMB8 (T) 0.254 = 0.221 + 0.033 + 0.000 STORY1 D32 TS6X6X3 /8 COMBS 0.002 COMB6 0.000 COMB7 (C) 0.565 = 0.515 + 0.050 + 0.000 COMB4 (T) 0.234 = 0.210 + 0.024 + 0.000 • ETABS v7.24 File: ND432 Kip -in Units PAGE 17 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B R A C E S P E C I A L S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) STORY BRACE SECTION SECTION / CONNECTION FORCE LEVEL BAY ID CLASS COMBO END -I COMBO END -J STORY1 D1 TS5X5X5 /16 Seismic COMB10 -93.11 COMB10 -92.85 STORY1 D2 TS5X5X5 /16 Seismic COMB1O -97.32 COMB10 -97.05 STORY2 D3 TS5X5X5 /16 Seismic COMB10 -53.32 COMB10 -53.03 STORY2 D4 TS5X5X5 /16 Seismic COMB10 -48.88 COMB10 -48.59 STORY1 D5 TS5X5X5 /16 Seismic COMB10 -95.57 COMB10 -95.31 STORY1 D6 TS5X5X5 /16 Seismic COMB10 -99.60 COMB10 -99.33 STORY2 D7 TS5X5X5 /16 Seismic COMB10 -51.33 COMB10 -51.05 STORY2 D8 TS5X5X5 /16 Seismic COMB10 - 55.31 COMB10 -55.03 STORY1 D9 TS5X5X5 /16 Seismic COMB10 -77.84 COMB1O -77.57 STORY1 D10 TS5X5X5 /16 Seismic COMB10 -82.62 COMB10 - 82.35 STORY2 p11 TS5X5X5 /16 Seismic COMB10 -62.04 COMB10 -61.75 STORY2 D12 TS5X5X5 /16 Seismic COMB10 -56.90 COMB10 -56.61 STORY1 D13 TS5X5X5 /16 Seismic COMB10 -77.21 COMB10 - 76.94 STORY1 D14 TS5X5X5 /16 Seismic COMB10 -81.85 COMB10 -81.58 STORY2 D15 TS5X5X5 /16 Seismic COMB10 -60.70 COMB10 -60.41 STORY2 D16 TS5X5X5 /16 Seismic COMB10 -56.02 COMB10 -55.74 STORY2 D17 TS5X5X5 /16 Seismic COMB10 45.57 COMB10 45.86 STORY1 D17 TS6X6X3 /8 Seismic COMB10 - 120.12 COMB10 - 119.73 STORY2 D18 TS5X5X5 /16 Seismic COMB10 45.57 COMB10 45.85 STORY1 D18 TS6X6X3 /8 Seismic COMB10 - 120.11 COMB10 - 119.73 STORY2 D19 TS5X5X5 /16 Seismic COMB10 -52.12 COMBIO - 51.84 STORY1 D19 TS6X6X3 /8 Seismic COMB10 - 121.97 COMB10 - 121.59 STORY2 D20 TS5X5X5 /16 Seismic COMB10 -52.27 COMB10 -51.99 STORY1 D20 TS6X6X3 /8 Seismic COMB10 - 121.94 COMB10 - 121.56 • • • • .ETABS v7.24 File: ND432 Kip -in Units PAGE 18 May 6, 2004 12:52 Nishkian Dean Units = kips- inches B R A C E S P E C I A L S E I S M I C R E Q U I R E M E N T S (UBC97 -ASD) • STORY BRACE SECTION SECTION / CONNECTION FORCE LEVEL BAY ID CLASS COMBO END -I COMBO END -J STORY2 D21 TS5X5X5 /16 Seismic COMB10 -62.87 COMB10 62.92 . STORY1 D21 TS6X6X3 /8 Seismic COMB10 - 113.94 COMB10 - 113.56 STORY2 ' D22 TS5X5X5 /16 Seismic COMB10 -62.87 COMB10 62.92 STORY1 D22 TS6X6X3 /8 Seismic COMB10 - 113.97 COMB10 - 113.58 STORY1 D23 TS5X5X5 /16 Seismic COMBIO -64.58 COMB10 -64.32 STORY1 D24 TS5X5X5 /16 Seismic COMB10 -63.09 COMB10' -62.82 STORY1 D25 TS5X5X5 /16 Seismic COMB10 -63.14 COMB10 -62.87 STORY1 D26 TS5X5X5 /16 Seismic COMB10 -63.10 COMB10 -62.84 STORY2 D27 TS4X4X1 /4 Seismic COMB10 -22.43 COMB10 -22.24 STORY1 D27 TS5X5X5 /16 Seismic COMB10 -40.45 COMB10 -40.18 STORY2 D28 TS4X4X1 /4 Seismic COMB10 -32.87 COMB10 -32.69 STORY1 D28 TS5X5X5 /16 Seismic COMB10 -48.90 COMB10 -48.64 STORY2 D29 TS4X4X1 /4 Seismic COMB10 -32.29 COMB10 -32.10 • STORY1 D29 •TS5X5X5 /16 Seismic COMB10 -49.08 COMB10 -48.81 • STORY2 D30 TS4X4X1 /4 Seismic COMB10 -15.37 COMB10 - 15.18 STORY1 D30 TS5X5X5 /16 Seismic COMB10 -41.94 COMB10 -41.68 STORY2 D31 TS5X5X5 /16 Seismic COMB10 63.21 COMB10 63.50 STORY1 D31 TS6X6X3 /8 Seismic COMB10 - 119.79 COMB10 - 119.40 STORY2 D32 TS5X5X5 /16 Seismic COMB10 63.46 COMB10 63.75 STORY1 D32 TS6X6X3 /8 Seismic COMB10 - 119.69 COMB10 - 119.31 • • • • • • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 1 May 6, 2004 12:53 Nishkian Dean Units = kips- inches L O A D I N G C O M B I N A T I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR COMB1 ADD DEAD Static 0.9000 EX Static 1.0000 COMB2 ADD DEAD Static • 0.9000 EX Static - 1.0000 ' COMB3 ADD DEAD Static 0.9000 EY Static 1.1000 COMB4 ADD DEAD Static 0.9000 EY Static - 1.1000 COMB5 ADD DEAD. Static 1.0000 LIVE Static 1.0000 EX Static 1.0000 • COMB6 ADD DEAD Static 1.0000 LIVE Static 1.0000 EX Static - 1.0000 COMB? ADD DEAD Static 1.0000 LIVE Static 1.0000 • EY Static 1.1000 COMB8 ADD DEAD Static. 1.0000 LIVE Static 1.0000 EY • Static - 1.1000 COMB9 ADD EX Static 1.0000 COMB10 ADD EY Static 1.1000 • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 2 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C591. DEAD 0.33 0.00 1.91 0.000 0.000 0.000 BASE C591 LIVE 0.00 0.00 0.00 • 0.000 0.000 0.000 BASE C591 EX -11.75 0.00 -21.62 0.000 0.000 0.000 BASE C591 EY -0.06 0.00 -0.06 0.000 0.000 0.000 'BASE C591 COMB1 -11.46 0.00 -19.89 0.000 0.000 0.000 BASE C591 COMB2 12.05 0.00 23.34 0.000 0.000 0.000 BASE C591 COMB3 0.23 0.00 1.66 0.000 0.000 0.000 BASE C591 COMB4 0.36 0.00 1.79 0.000 0.000 0.000 BASE C591 COMB5 -11.42 0.00 -19.70 0.000 0.000 0.000 BASE C591 COMB6 12.09 0.00 23.53 0.000 0.000 0.000 BASE C591 COMB7 0.27 0.00 1.85 0.000 0.000 0.000 BASE C591 COMB8 0.40 0.00 1.98 0.000 0.000 0.000 BASE C591 COMB9 -11.75 0.00 -21.62 0.000 0.000 0.000 BASE C591 COMB10 -0.06 0.00 -0.06 0.000 0.000 0.000 BASE C593. DEAD 0.28 0.00 1.94 0.000 0.000 0.000 BASE C593 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C593 EX - 14.29 0.00 -6.66 0.000 0.000 0.000 BASE C593 EY -0.07 0.00 -0.03 0.000 0.000 0.000 BASE C593 COMB1 -14.04 0.00 -4.92 0.000 0.000 0.000 BASE C593 COMB2 14.54 0.00 8.40 0.000 0.000 0.000 BASE C593 COMB3 0.17 0.00 1.71 0.000 •0.000 0.000 BASE C593 COMB4 0.33 0.00 1.78 0.000 0.000 0.000 BASE C593 COMB5 -14.01 0.00 -4.73 0.000 0.000 0.000 BASE C593. COMB6 14.57. 0.00 8.60 0.000 0.000 0.000 BASE C593 COMB7 0.21 0:00 1.90 0.000 0.000 0.000 BASE C593 - COMB8 0.36 0.00 1.97 0.000 0.000 0.000 BASE C593 COMB9 -14.29 0.00 -6.66 0.000 0.000 0.000 BASE C593 COMB10 -0.08 0.00 -0.03 0.000 0.000 0.000 BASE C595 DEAD 0.00 0.00 1.24 ' 0.000 0.000 0.000 BASE C595 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C595 EX 0.00 0.00 0.13 0.000 0.000 0.000 .BASE C595 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C595 COMB1 0.00 0.00 1.24 0.000 0.000 0.000 BASE C595 COMB2 0.00 0.00. 0.98 0.000 0.000 0.000 BASE C595 COMB3 0.00• 0.00 1.11 0.000 0.000 . 0.000 BASE C595 COMB4 0.00 0.00 1.11 0.000 0.000 0.000 BASE C595 COMB5 0.00 0.00 1.37 0.000 0.000 0.000 BASE C595 COMB6 0:00 0.00 1.11 0.000 0.000 0.000 BASE C595 COMB7 0.00 0.00 1.24 0.000 0.000 0.000 BASE C595 COMB8 0.00 0.00 1.24 0.000 0.000 0.000. BASE C595 COMB9 0.00 0.00 0.13 0.000 0.000 0.000 BASE C595 . COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C597 DEAD -0.25 0.00 1.92 0.000 0.000 0.000 BASE C597 . LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C597 EX -14.37 0.00 8.51 0.000 0.000 0.000 BASE C597 EY -0.07 0.00 0.03 0.000 0.000 0.000 BASE C597 COMB1 -14.60 0.00 10.24 0.000 0.000 0.000 BASE C597 COMB2 14.14 0.00 -6.78 0.000 0.000 0.000 BASE C597 COMB3 -0.30 0.00 1.77 0.000 . 0.000 0.000 BASE C597 COMB4 -0.15 0.00 1.70 0.000 0.000 0.000 BASE C597 COMBS -14.62 0.00 10.44 0.000 0.000 0.000 BASE C597 COMB6 14.12 0.00 -6.59 0.000 0.000 0.000 BASE C597 COMB7 -0.33 0.00 • 1.96 0.000 0.000 0.000 BASE C597 COMB8 -0.17 0.00 1.89 0.000 0.000 0.000 BASE C597 COMB9 - 14.37 0.00 8.51 0.000 0.000 0.000 BASE C597 COMB10 -0.08 0.00 0.03 0.000 0.000 0.000 BASE C599 DEAD -0.31 0.00 1.89 0.000 0.000 0.000 BASE . C599 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C599 EX -12.23 0.00 19.64 0.000 0.000 0.000 • BASE C599 EY -0.06 0.00 0.06 0.000 0.000 0.000 BASE C599 COMB1 -12.51 0.00 21.34 0.000 0.000 0.000 BASE C599 COMB2 11.96 0.00 -17.93 0.000 0.000 0.000 BASE C599 COMB3 -0.34 0.00 1.77 0.000 0.000 0.000 BASE C599 COMB4 -0.21 0.00 1.64 0.000 0.000 0.000 BASE C599 COMBS - 12.54. 0.00 21.52 0.000 0.000 0.000 BASE C599 COMB6 11.93 0.00 -17.75 0.000 0.000 0.000 BASE C599 COMB7 -0.37 0.00 1.95 0.000 0.000 0.000 BASE C599 COMB8 -0.24 0.00 1.82 0.000 0.000 0.000 BASE C599 COMB9 -12.23 0.00 19.64 0.000 0.000 0.000 BASE C599 COMB10 -0.06 0.00 0.06 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 3 May 6, 2004 12:53 Nishkian.Dean.. . Units = kips- inches S U P P O R T R E A C T I O N S STORY ,POINT LOAD FX FY FZ MX , MY MZ BASE C584 ' DEAD 1.72 0.00 29.48 0.000 0.000 0.000 BASE C584 LIVE 0.63 0.00 14.63 ,0.000 0.000. 0.000 BASE C584 EX -19.64 0.00 -19.65 0.000 0.000 0.000 BASE C584 EY -0.03 0.01 -0.03 0.000 0.000 0.000 ' BASE C584 COMB1 -18.09 0.00 6.88 0.000 0.000 0.000 BASE C584 COMB2 21.19 0.00 46.18 0.000 0.000 0.000 BASE C584 COMB3 1.51 0.01 26.50 0.000 0.000 0.000 BASE C584 COMB4 1.58 -0.01 26.56 0.000 0.000 0.000 BASE C584 COMB5 -17.29 0.00 24.46 0.000 ' 0.000 0.000 BASE C584 COMB6 21.99 0.00 63.76 0.000 0.000 0.000 BASE .C584 COMB7 2.31 0.01 44.07 0.000 0.000 0.000 BASE C584 COMB8 2.38 -0.01 44.14 0.000 0.000 0.000 BASE C584 COMB9 -19.64 0.00 -19.65 0.000 0.000 0.000 BASE C584 COMB10 -0.03 0.01 -0.03 0.000 0.000 0.000 BASE C585 DEAD 0.00 0.00 7.28 0.000 0.000 0.000 BASE ' C585 LIVE 0.00 0.00 2.60 0.000 0.000 0.000 BASE C585 EX 0.00 0.00 -0.77 0.000 0.000 0.000 BASE C585 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C585 COMB1 0.00 0.00 . 5.78 0.000 0.000 0.000 BASE C585 COMB2 0.00 . 0.00 7.33 0.000 0.000 0.000 BASE C585 ' COMB3 0.00 0.00 6.55 0.000 0.000 0.000_ BASE C585 COMB4 0.00 0.00 6.56 0.000 0.000 0.000 BASE C585 COMB5 0.00 0.00 9.11 0.000 0.000 0.000 BASE C585 COMB6 0.00 0.00 10.66 0.000 0.000 0.000 BASE C585 COMB7 0.00 0.00 9.88 0.000 0.000 0.000 BASE .0585 COMB8 0.00 0.00 9.89 0.000 0.000 0.000 BASE C585 COMB9 0.00 0.00 . -0.77 0.000 0.000 0.000 BASE C585 COMB10 0.00 .0.00 0.00 0.000 0.000 0.000 BASE C586 DEAD -1.80 0.00 42.82 0.000 0.000 0.000 BASE 0586. LIVE -0.66 0.00 13.77 0.000 0.000 0.000 BASE 0586 EX - 17.49 0.00 20.42 0.000 0.000 0.000 BASE C586 EY -0.03 0.02 0.03 0.000 0.000 0.000 BASE C586 COMB1 -19.11 0.00 58.96 0.000 0.000 0.000 BASE C586 COMB2 15.87 0.00 18.12 0.000 0.000 0.000 BASE C586 COMB3 . -1.65 0.02 38.57 0.000 0.000 0.000 BASE C586 COMB4 -1.59 -0.02 38.51 0.000 0.000 0.000 BASE C586 COMBS -19.95 0.00 77.02 0.000 0.000 0.000 BASE C586 COMB6 15.03 0.00 36.17 0.000 0.000 0.000 BASE C586 COMB7 -2.49 0.02 . 56.63 0.000 0.000 0.000 BASE C586 COMB8 -2.43 -0.02 56.56 0.000 0.000 0.000 BASE C586 COMB9 - 17.49 0.00 20.42 0.000 0.000 0.000 BASE 0586 COIN1B10 -0.03 0.02 0.03 0.000 0.000 0.000 BASE C587 DEAD 1.04 0.00 42.13 0.000 0.000 0.000 BASE. C587 LIVE 0.46 0.00 17.64 0.000 0.000 0.000 BASE C587 EX -15.95 0.00 -22.36 0.000 0.000 0.000 BASE 0587 EY -0.01 0.02 -0.02 0.000 ' 0.000 0.000 BASE C587 COMB1 -15.02 0.00 15.56 0.000 0.000 . 0.000 BASE C587 COMB2 16.89 0.00 60.28 0.000 0.000 0.000 BASE C587 COMB3 0.92 0.02 37.90 0.000 0.000 0.000 BASE C587 COMB4 0.95 -0.02 37.94 0.000 0.000 0.000 BASE C587 COMBS -14.46 0.00 37.41 0.000 , 0.000 0.000 BASE C587 COMB6 17.45 0.00 82.13 0.000 0.0.00 0.000 BASE .C587 COMB7 1.48 0.02 59.75 0.000 0.000 0.000 BASE . C587. COMB8 1.51 -0.02 59.79 0.000 0.000 0.000' BASE 0587 COMB9 -15.95 0.00 -22.36 0.000 0.000 0.000 BASE C587 COMB10 -0.01 0.02 -0.02 0.000 0.000 0.000 BASE C579 DEAD 0.00 -2.28 17.73 0.000 0.000 0.000 BASE C579 LIVE 0.00 ' -2.04 19.18 0.000 0.000 0.000 BASE C579 EX 0.01 -6.27 6.87 0.000 0.000 0.000 BASE C579 EY 0.00 -32.92 57.73 0.000 0.000 0.000 BASE C579 COMB1 0.01 -8.32 22.82 0.000 0.000 0.000 BASE C579 COMB2 -0.01 4.22 9.09 0.000 0.000 0.000 BASE C579 COMB3 0.00 -38.26 79.46 0.000 0.000 0.000 BASE C579 COMB4 0.00 34.16 -47.55 0.000 0.000 0.000 BASE C579 COMBS 0.01 -10.58 43.77 0.000 0.000 0.000 BASE C579 COMB6 -0.01 1.96 30.04 0.000 0.000 0.000 BASE C579 COMB7 0.00 -40.52 100.40 0.000 0.000 0.000 BASE C579 COMBS 0.00 31.90 -26.60 0.000 0.000 0.000 BASE • C579 COMB9 0.01 -6.27 6.87 0.000 0.000 0.000 BASE C579 COMB10 0.00 -36.21 63.50 0.000 0.000. 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 4 May 6, 2004 12:53 Nishkian Dean - - Units = kips - inches . S U P P O R T R E A C T I O N S . STORY POINT LOAD FX FY FZ MX MY MZ BASE C581 DEAD 0.00 0.00 25.10 0.000 0.000 ' 0.000 BASE C581 LIVE 0.00. 0.00 9.65 0.000 0.000 0.000 BASE C581 EX 0.01 -0.01 0.00 0.000 0.000 0.000 BASE C581 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C581 COMB1 0.01 -0.01 22.59 0.000 0.000 0.000 BASE C581 COMB2 -0.01 0.01 22.59 0.000 0.000 0.000 BASE C581 COMB3 0.00 0.00 22.59 0.000 0.000 0.000 BASE C581 COMB4 0.00 0.00 22.59 0.000 0.000 0.000 BASE C581 COMBS 0.01 -0.01 34.75 0.000 0.000 0.000 BASE C581 COMB6 -0.01 0.01 34.75 0.000 0.000 0.000 BASE C581 COMB? 0.00 0.00 34.75 0.000 0.000 0.000 BASE C581 COMBS 0.00 0.00 34.75 0.000 0.000 0.000 BASE C581 COMB9 0.01 -0.01 0.00 0.000 0.000 0.000 BASE C581 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C583 DEAD 0.00 2.26 20.71 0.000 0.000 0.000 BASE C583 LIVE 0.00 2.03 16.17 0.000 0.000 0.000 BASE C583 EX 0.01 -6.27 -6.87 0.000 0.000 0.000 BASE C583 EY 0.00 -32.91 -57.73 0.000 0.000 0.000 BASE C583 COMB1 0.01 -4.23 11.78 0.000 0.000 0.000 BASE C583 COMB2 -0.01 8.31 25.51 0.000 0.000 0.000 BASE C583 COMB3 0.00 - 34.16 -44.86 0.000 0.000 0.000 BASE C583 COMB4 0.00 38.23 82.14 0.000 0.000 0.000 BASE C583 COMBS 0.01 -1.97 30.02 0.000 0.000 0.000 BASE C583 COMB6 -0.01 10.57' 43.75 0.000 0.000 0.000 BASE C583 COMB7 0.00 -31.90 -26.61 0.000 0.000 0.000 BASE C583 COMB8 0.00 40.49 100.39 0.000 0.000 0.000 BASE C583 COMB9 0.01 -6.27 -6.87 0.000 0.000 0.000 BASE C583 COMB10 0.00 -36.20 -63.50 0.000 0.000 0.000 BASE C563 DEAD -3.95 '0.00 17.72 0.000 0.000 0.000 BASE C563 LIVE -2.48 0.00 11.53 0.000 0.000 0.000 BASE C563 EX -18.89 0.00 44.31 0.000 0.000 0.000 BASE C563 EY 0.02 0.01 -0.02 0.000 0.000 0.000 BASE C563 COMB1 -22.44 0.00 60.26 0.000 0.000 0.000 BASE 'C563 COMB2 15.34 0.00 -28.36 0.000 0.000 0.000 BASE C563 COMBS -3.54 0.01 15.92 0.000 0.000 0.000 BASE C563 COMB4 -3.57 -0.01 15.97 0.000 0.000 0.000 BASE C563 COMBS -25.32 0.00 73.56 0.000 0.000 0.000 BASE C563 COMB6 12.46 0.00 -15.06 0.000 0.000 0.000 BASE C563 COMB? -6.41 0.01 29.22 0.000 0.000 0.000 BASE' C563 COMBS -6.45 - 0.01 29.27 0.000 0.000 0.000 BASE C563 COMBS -18.89 0.00 44.31 0.000 0.000 0.000 BASE C563 COMB10 0.02 0.01 -0.03 0.000. 0.000 0.000 BASE C569 DEAD 0.00 -6.89 49.82 0.000 0.000 0.000 BASE C569 LIVE 0.00 -4.33 40.12 0.000 0.000 0.000 BASE C569 EX 0.03 3.08 -2.47 0.000 0.000 0.000 BASE C569 EY 0.00 -37.46 43.28 0.000 0.000 0.000 BASE C569 COMB1 0.03 -3.12 42.37 0.000 0.000 0.000 BASE C569 COMB2 -0.03 -9.29 47.31 0.000 0.000 0.000 BASE C569 COMB3 0.00 -47.41 92.44 0.000 0.000 0.000 BASE C569 COMB4 0.00 35.00 -2.76 0.000 . 0.000 0.000 BASE C569 COMB5 0.03 -8.13 87.47 0.000 0.000 0.000 BASE C569 COMB6 -0.03 -14.30 92.41 0.000 0.000 0.000 BASE C569 COMB7 0.00 -52.42 137.54 0.000 0.000 0.000 BASE C569 COMB8 0.00 29.99 42.34 0.000 0.000 0.000 BASE C569 COMB9 0.03 3.08 -2.47 0.000 0.000 0.000 BASE C569 COMB10 0.00 -41.21 47.60 0.000 0.000 0.000 BASE 2163 DEAD 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 LIVE 0.00 0.00. 0.00 0.000 0.000 0..000 BASE 2163 EX 0.00 0.00 0.00 0.000 0.000' 0.000 BASE 2163 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB1 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB2 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB3 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB4 0.00 0.00 0.00 0.000. 0.000 0.000 BASE 2163 COMBS 0.00 0.00 0.00 • 0.000 0.000 0.000 BASE 2163 COMB6 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB7 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMBS 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMBS 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB10 0.00 0.00 0.00 . 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 5 May 6, 2004 12:53 Nishkian Dean Units = kips - inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C565 DEAD 3.81 0.00 28.71 0.000 0.00.0 0.000 BASE C565 LIVE 2.20 0.00 13.03 0.000 0.000 0.000 ' BASE C565 EX -17.59 0.00 -44.28 0.000 0.000 0.000, BASE C565 EY 0.48 0.02 0.03 0.000 0.000 0.000 BASE C565 COMB1 -14.16 0.00 -18.44 0.000 0.000 0.000 BASE C565 COMB2 21.01 0.00 70.12 0.000 0.000 0.000 BASE C565 COMBS 3.96 0.02 25.87 0.000. 0.000 0.000 BASE C565 COMB4 2.89 -0.02 25.80 0.000 0.000 0.000 BASE C565 COMBS -11.58 0.00 -2.54 0.000 0.000 0.000 BASE C565 COMB6 23.59 0.00 86.01 0.000 0.000 0.000 BASE C565 COMB7 6.54 0.02 41.77 0.000 0.000 0.000 BASE C565 COMB8 5.47 -0.02 41.70 0.000 0.000 0.000 BASE C565 COMB9 -17.59 0.00 -44.28 0.000 0.000 0.000 BASE C565 COMB10 0.53 0.02 0.04 0.000 0.000 0.000 BASE C567 DEAD -3.76 -8.94 68.73 0.000 0.000 0.000 BASE C567 LIVE -2.16 -3.88 42.88 0.000 0.000. 0.000 BASE C567 EX -18.83 -2.74 45.86 0.000 0.000 0.000 BASE C567 EY -0.44 -37.37 44.91 0.000 0.000 0.000 BASE C567 COMB1 -22.22 -10.79 107.72 . 0.000 0.000 0.000 BASE C567 COMB2 15.44 -5.30 •16.00 • 0.000 0.000 0.000 BASE C567 COMB3 -3.87 -49.16 111.26 0.000 0.000 0.000 BASE C567 COMB4 -2.91 33.06 12.46 0.000 0.000 0.000 BASE C567 COMBS - 24.75 -15.56 157.46 0.000 0.000 0.000 BASE C567 . COMB6 12.91 -10.08 65.75 0.000 0.000 0.000 BASE C567 COMB7 ' -6.40 -53.93 161.01 0.000 0.000 0.000 BASE C567 COMB8 -5.44 28.29 62.20 0.000 0.000 0.000 BASE C567 COMB9 -18.83 -2.74 45.86 0.000 0.000 0.000 BASE C567 COMB10 -0.48 -41.11 49.40 0.000 0.000 0.000 BASE C561 DEAD 3.89 0.00 83.64 0.000 0.000 0.000 BASE C561 LIVE 2.44 0.00 45.47 0.000 0.000 ' 0.000 BASE C561 EX -17.57 -0.01 -44.31 0.000 0.000 0.000 BASE C561 EY 0.02 0.04 0.02 0.000 0.000 0.000 BASE C561 COMB1 -14.07 -0.01 30.96 0.000 0.000 0.000 BASE C561 COMB2 21.07 0.01 119.59 0.000 0.000 0.000 BASE 0561 COMB3 3.52 0.05 75.30 0.000 0.000 0.000 BASE C561 COMB4 3.48 -0.05 75.25 0.000 0.000 0.000 BASE C561 COMBS -11.25 -0.01 84.80 0.000 0.000 0.000 BASE • C561 . COMB6 23.90 0.01 173.42 0.000 0.000 0.000 BASE C561 COMB7 6.35 0.05 129.14 0.000 0.000 0.000 BASE C561 COMBS 6.31 -0.05 129.09 0.000 0.000 0.000 BASE C561 COMB9 -17.57 -0.01 -44.31 0.000 0.000 0.000 BASE 0561 COMB10 0.02 0.05 0.03 0.000 0.000 0.000 BASE C571 DEAD 0.00 0.00 39.79 0.000 0.000 0.000 BASE C571 LIVE 0.00 0.00 24.77 0.000 0.000 0.000 BASE C571 EX 0.02 0.00 0.00 0.000 0.000 0.000 BASE C571 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C571 COMB1 0.02 0.00 35.81 0.000 0.000 0.000 BASE C571 COMB2 -0.02 0.00 35.81 0.000 0.000 0.000 BASE C571 COMB3 0.00 0.00 35.81 0.000 0.000 0.000 BASE C571 COMBO 0.00 -0.01 35.81 0.000 0.000 0.000 BASE C571 COMBS 0.02 0.00 64.56 0.000 0.000 0.000 BASE C571 COMB6 -0.02 0.00 64.56 0.000 0.000 0.000 BASE ' • C571 COMB7 0.00 0.00 64.56 0.000 0.000 0.000' BASE C571 COMB8 0.00 -0.01 64.56 0.000 0.000 0.000 BASE C571 COMB9 0.02 0.00 0.00 0.000 0.000 0.000 BASE C571 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C573 DEAD 0.00 6.89 66.83 0.000 0.000 0.000 BASE C573 LIVE 0.00 4.33 48.12 0.000 0.000 0.000 BASE C573 EX 0.04 '3.08 2.47 0.000 0.000 0.000 BASE C573 EY 0.00 -37.44 -43.28 0.000 0.000 0.000 BASE C573 COMB1 0.04 9.29 62.61 0.000 0.000 0.000 BASE C573 COMB2 -0.04 3.12 57.67 0.000 0.000 0.000 BASE C573 COMB3 0.00 -34.98 12.54 0.000 0.000 0.000 BASE C573 COMB4 0.00 47.39 107.75 0.000 0.000 0.000 BASE C573 COMBS 0.04 14.30 117.41 0.000 0.000 0.000 BASE C573 COMB6 -0.04 8.14 112.47 0.000 0.000 0:000 BASE C573 COMB7 0.00 -29.96 67.34 0.000 , 0.000 0.000 BASE C573 COMB8 0.00 52.40 162.54 0.000 0.000 0.000 BASE C573 COMB9 0.04 3.08 2.47 0.000 0.000 0.000 BASE C573 COMB10 0.00 - 41.18 -47.60 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 6 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S , STORY POINT LOAD FX FY FZ MX MY MZ BASE. C555 DEAD -3.53 0.00 22.71 0.000 0.000 0.000 . BASE C555 LIVE -2.49 0.00 17.52 0.000 0.000 0.000 BASE. C555 EX -22.99 0.00 47.16 0.000 0.000 0.000 BASE C555 EY -0.56 0.01 -0.0,8 0.000 0.000 0.000 BASE C555 COMB1 -26.16 0.00 67.60 0.000 0.000 0.000 BASE 0555 COMB2 19.81 0.00 - .26.73 0.000 0.000 0.000 BASE C555 COMB3 -3.79 0.01 20.34 0.000 0.000 0.000 BASE C555 COMB4 -2.56 -0.01 20.53 0.000 0.000 0.000 BASE C555 COMB5 -29.01 0.00 87.39 0.000 0.000 0.000 BASE C555 COMB6 16.97 0.00 -6.94 0.000 0.000 0.000 BASE C555 COMB7 -6.64 0.01 40.13 . 0.000 0.000 0.000 BASE C555 COMB8 -5.40 -0.01 40.32 0.000 0.000 0.000 BASE C555 COMB9 -22.99 0.00 47.16 0.000 0.000. 0.000 BASE C555 COMB10 -0.62 0.01 -0.09 0.000 0.000 0.000 BASE C553 DEAD 3.49 -5.35 69.10 0.000 0.000 0.000 BASE C553 LIVE 2.47 -2.49 40.79 0.000 0.000 0.000 BASE C553 EX -21.83 5.99 -52.85 0.000 0.000 0.000 BASE C553 EY 0.68 -33.38 56.29 0.000 0.000 0.000 BASE C553 COMB1 -18.69 1.18 9.34 0.000 0.000 0.000 BASE C553 COMB2 24.97 -10.80 115.04 0.000 0.000 0.000 BASE C553 COMB3 3.89 -41.53 124.11 0.000 0.000 0.000 BASE C553 COMB4 2.39 31.90 0.27 0.000 0.000 0.000 BASE C553 COMB5 -15.88 -1.84 57.03 0.000 0.000 0.000 BASE C553 COMB6 27.79 -13.82 162.74 0.000 0.000 0.000 BASE C553 COMB7 6.70 - 44.55 171.81 0.000 0.000 0.000 BASE C553 COMB8 5.21 28.88 47.96 0.000 0.000 0.000 BASE C553 COMB9 -21.83 5.99 - 52.85 0.000 0.000 0.000 BASE C553 COMB10 0.75 -36.71 61.92 0.000 0.000 0.000 BASE C557 DEAD 4.51 0.00 22.73 0.000 0.000 0.000 BASE C557 LIVE 2.91 0.00 17.53 0.000 0.000 0.000 BASE C557 'EX -21.88 0.00 - 47.16 0.000 0.000 0.000 BASE C557 EY 0.07 0.01 0.10 0.000 0.000 0.000 BASE C557 COMB1 -17.82 0.00 -26.71 0.000 0.000 0.000 BASE C557 COMB2 25.94 0.00 67.62 0.000 0.000 0.000 BASE C557 COMB3 4.14 0.01 20.56 0.000 0.000 0.000 BASE C557 COMB4 3.98 -0.01 20.35 0.000 0.000 0.000 BASE C557 COMB5 -14.46 0.00 -6.91 0.000 0.000 0.000 BASE C557 COMB6 . 29.30 0.00 87.42 0.000 0.000 0.000 BASE C557 COMB7 7.50 0.01 40.36 0.000 0.000 0.000 BASE 0557. COMB8 7.35 -0.01 40.15. 0.000 0.000 0.000 BASE C557 COMB9 -21.88 0.00 -47.16 0.000 0.000 0.000 BASE .C557 COMB10 0.08 0.01 0.11 0.000 0.000 0.000 BASE C559 DEAD -4.43 0.00 91.63 0.000 0.000 0.000 BASE C559 LIVE -2.87 0.00 46.97 0.000 0.000 0.000 BASE C559 EX ' -22.93 0.00 47.16 0.000 0.000 0.000 BASE C559 EY 0.07 0.05 -0.10 0.000 0.000 0.000 BASE 0559 COMB1 -26.92 0.00 129.63 0.000 0.000 0.000 BASE C559 COMB2 18.94 0.00 35.30 0.000 0.000 0.000 BASE C559 COMB3 -3.91 0.05 82.36 0.000 0.000 0.000 BASE C559 COMB4 -4.07 -0.05 82.57 0.000 0.000 0.000 BASE C559 COMBS -30.24 0.00 185.77 0.000 0.000 0.000 BASE C559 COMB6 15.62 0.00 91.44 0.000 0.000 0.000 BASE C559 COMB7 -7.23 0.05 138.50 0.000 0.000 0.000 BASE C559 COMB8 -7.38 -0.05 138.71 0.000 0.000 0.000 BASE C559 COMB9 -22.93 0.00 47.16 0.000 0.000 0.000 BASE C559 COMB10 0.08 0.05 -0.11 0.000 0.000 0.000 ■ BASE C575 DEAD 0.00 0.00 51.51 0.000 0.000 0.000 BASE C575 LIVE 0.00 0.00 22.20 0.000 0.000 0.000 BASE C575 EX 0.03 0.00 0.96 0.000 0.000 0.000 BASE C575 EY 0.00 0.01. -0.04 0.000 0.000 0.000 BASE 0575 COMB1 0.03 0.00 47.32 0.000 0.000 0.000. BASE C575 COMB2 -0.03 0.00 45.40 0.000 0.000 0.000 BASE C575 COMB3 0.00 0.01 46.32 0.000 0.000 0.000 BASE C575 COMB4 0.00 • -0.01 46.40 0.000 0.000 0.000 BASE C575 001405 0.03 0.00 74.67 0.000 0.000 0.000 BASE C575 COMB6 -0.03 0.00 72.75 0.000 0.000 • 0.000 BASE C575 COMB7 0.00 0.01 73.67 0.000 0.000 0.000 BASE C575 COMBS 0.00 -0.01 73.75 0.000 0.000 0.000 BASE C575 001489 0.03 0.00 0.96 0.000 0.000 0.000 BASE C575 COMB10 0.00 0.01 -0.04 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 7 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C577 DEAD 0.00 8.94 60.46 0.000 0.000 0.000 BASE C577 LIVE 0.00 3.87 43.40 0.000 0.000 0.000 BASE C577 EX 0.03 -2.41 -2.55 0.000 0.000 0.000 BASE C577 EY 0.00 -37.37 -44.91 0.000 0.000 0.000 BASE C577 COMB1 0.03 5.64 51.87 0.000 0.000 0.000 BASE C577 COMB2 -0.03 10.45 56.96 0.000 0.000 0.000 BASE C577 COMB3 0.00 -33.06 5.02 0.000 0.000 0.000 BASE C577 COMB4 0.00 49.15 103.82 0.000 0.000 0.000 BASE C577 COMB5 0.03 10.40 101.32 0.000 0.000 0.000 BASE C577 COMB6 -0.03 15.22 106.41 0.000 0.000 0.000 BASE C577 COMB7 0.00 -28.30 54.46 0.000 0.000 0.000 BASE C577 COMB8 0.00 53.92 153.26 0.000 0.000 0.000 BASE C577 COMB9 0.03 -2.41 -2.55 0.000 0.000 0.000 BASE C577 COMB10 0.00 -41.11 -49.40 0.000 0.000 0.000 BASE C23 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 LIVE 0.00 0.00 0.00 0.000 . 0.000 0.000 BASE C623 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB7 .0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMBS 0.00 ' 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C617 COMB2 0.00 . 0.00 0.81 0.000 0.000 0.000 BASE C617 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE . C617 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C617 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE • C613 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB7. 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 . COMB10 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 8 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C615 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 LIVE 0.00 0.00 0.00 0.000 0.000 ' 0.000 BASE C615 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C615 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C615 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C615 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C615 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB8 0.00 0.00 0.90 0.000 , 0.000 0.000 BASE C615 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 COMB10 0.00 0.00 0.00 0.000 0:000 0.000 - BASE C588 DEAD 0.00 0.00 4.11 0.000 0.000 0.000 BASE C588 LIVE 0.00 0.00 1.73 0.000 0.000 0.000 BASE C588 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 COMB1 ' 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB2 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB3 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB4 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 ' COMB5 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB6 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB7 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB8 0.00 0.00 5.84 0.000 0.000 0.000 BASE' C588 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE' C588 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C589 DEAD -1.02 0.00 10.11 0.000 0.000 0.000 BASE C589 LIVE -0.45 0.00 4.63 0.000 0.000 0.000 BASE C589 EX -15.97 0.00 22.36 0.000 0.000 0.000 BASE C589 EY -0.01 0.00 0.02 0.000 0.000 0.000 BASE C589 COMB1 -16.88 0.00 31.46 0.000 0.000 0.000 BASE C589 COMB2 15.05 0.00 -13.26 0.000 0.000 0.000 BASE C589 COMB3 -0.93 0.00 9.12 0.000 0.000 0.000 BASE C589 COMB4 -0.90 0.00 9.08 0.000 0.000 0.000 BASE 0589 COMBS -17.44 0.00 37.10 0.000 0.000 0.000 BASE C589 COMB6 14.50 0.00 -7.62 0.000 0.000 0.000 BASE C589 COMB7 -1.48 0.00 14.76 0.000 0.000 0.000 BASE C589 COMB8 -1.46 0.00 14.72 0.000 0.000 0.000 BASE C589 COMB9 -15.97 0.00 22.36 0.000 0.000 0.000 BASE C589 COMB10 -0.01 0.00 0.02 0.000 0.000 0.000 BASE C601 DEAD 0.00 0.00 25.90 0.000 0.000 0.000 BASE C601 LIVE 0.00 0.00 11.88 0.000 0.000 0.000 BASE C601 EX 0.02 0.00 -1.06 0.000 0.000 0.000 BASE C601 EY 0.00 0.01 -0.06 0.000 0.000 0.000 BASE C601 COMB1 0.02 0.00 22.25 0.000 0.000 0.000 BASE C601 COMB2 -0.02 0.00 24.37 0.000 0.000 0.000 BASE C601 COMB3 0.00 0.01 23.25 0.000 0.000 0.000 BASE C601 COMB4 0.00 -0.01 23.37 0.000 0.000 0.000 BASE C601 COMBS 0.02 0.01 36.72 ' 0.000 0.000 0.000 BASE C601 COMB6 -0.02 0.00 38.84 0.000 0.000 0.000 BASE C601 COMB7 0.00 0.01 37.72 0.000 0.000 0.000 BASE C601 COMB8 0.00 0.00 37.84 0.000 0.000 0.000 BASE C601 COMB9 0.02 0.00 -1.06 0.000 0.000 0.000 BASE C601 COMB10 0.00 0.01 -0.06 0.000 0.000 0.000 BASE C603 DEAD 0.00 5.36 44.85 0.000 0.000 0.000 BASE C603 LIVE 0.00 2.49 22.31 0.000 0.000 0.000 BASE C603 EX 0.03 5.55 6.75 0.000 0.000 0.000 BASE C603 EY 0.00 -33.40 -56.15 0.000 0.000 0.000 BASE C603 COMB1 0.03 10.37 47.12 0.000 0.000 0.000 BASE C603 COMB2 -0.03 -0.72 33.61 0.000 0.000 0.000 BASE C603 COMB3 0.00 -31.91 -21.40 0.000 0.000 0.000 BASE C603 ' COMB4 0.00 41.56 102.13 0.000 0.000 0.000 BASE • C603 COMBS 0.03 13.40 73.91 0.000 0.000 0.000 BASE C603 COMB6 -0.03 2.31 60.41 .0.000 0.000 0.000 BASE C603 COMB7 0.00 -28.88 5.40 0.000 0.000 0.000 BASE C603 COMB8 0.00 44.59 128.93 0.000 0.000 0.000 BASE C603 COMB9 0.03 5.55 6.75 0.000 0.000 0.000 BASE C603 COMB10 0.00 -36.74 -61.77 0.000 0.000 0.000 • ETABS v7.24 File: ND432 Kip -in Units PAGE 9 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T . R E A C T I O N S STORY POINT. LOAD FX FY FZ MX MY MZ BASE C625 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 EY 0.00 0:00 0.00 0.000 •0.000 0.000 BASE C625 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 • BASE C625 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB5 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 ' BASE C625 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 COMB10 0.00 0.00 0.00 0.000 0.000 0.000. Summation 0, 0, Base DEAD 0.00 0.00 957.90 1053303.025 - 882904.614 0.000 Summation 0, 0, Base LIVE 0.00 0.00 548.50 582929.772 - 512961.114 0.000 Summation 0, 0, Base EX - 284.00 0.00 0.00 -2.736 - 69574.089 390822.341 Summation 0, 0, Base EY 0.00 - 282.00 0.00 72295.062 0.144 - 293632.811 Summation 0, 0, Base COMB1 - 284.00 0.00 862.11 947969.987 - 864188.242 390822.341 Summation 0, 0, Base COMB2 284.00 0.00 862.11 947975.458 - 725040.065 - 390822.341 Summation 0, 0, Base COMB3 0.00 - 310.20 862.11 1027497.291 - 794613.995 - 322996.092 Summation 0, 0, Base COMB4 0.00 310.20 862.11 868448.154 - 794614.311 322996.092 Summation 0, 0, Base COMB5 - 284.00 0.00 1506.40 1636230.062 - 1465440 390822.342 Summation 0., 0, Base COMB6 284.00 0.00 1506.40 1636235.533 - 1326292 - 390822.341 Summation 0, 0, Base COMB7 0.00 - 310.20 1506.40 1715757.366 - 1395866 - 322996.092 Summation 0, 0, Base COMB8 0.00 310.20 1506.40 1556708.229 - 1395866 322996.092 Summation 0, 0, Base COMB9 - 284.00 0.00 0.00 -2.736 - 69574.089 390822.341 Summation 0, 0, Base COMB10 0.00 . - 310.20 0.00 79524.569 0.158 -322996.092 • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 1 May 6, 2004 12:53 Nishkian Dean • Units = kips- inches L O A D I N G C O M B I N A T I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR • COMB1 ADD DEAD Static 0.9000 EX Static 1.0000 COMB2 ADD DEAD Static 0.9000 EX . Static - 1.0000 COMBS ADD DEAD , Static 0.9000 EY Static • 1.1000 COMB4 ADD DEAD Static 0.9000 EY 'Static - 1.1000 COMB5 ADD DEAD Static 1.0000 LIVE Static . 1.0000 EX Static 1.0000 ' COMB6 ADD DEAD Static 1.0000 LIVE Static 1.0000 EX Static - 1.0000 • COMB7 ADD DEAD Static 1.0000 LIVE Static 1.0000 EY • Static 1.1000 COMBS ADD DEAD Static 1.0000 LIVE Static 1.0000 EY Static • - 1.1000 COMB9 ADD EX Static . 1.0000 COMB10 ADD EY Static 1.1000 • • • • • • • • ETABS v7.24 File: ND432 Kip -in Units PAGE 2 May 6, 2004 12:53 . Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ ' BASE C591 DEAD 0.33 0.00 1.91 0.000 0.000 0.000 BASE 0591 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C591 EX -11.75 0.00 -21.62 0.000 0.000 0.000 BASE C591 EY -0.06 0.00 -0.06 0.000 0.000 0.000 BASE C591 COMB1 -11.46 0.00 -19.89 0.000 0.000 0.000 BASE 0591 COMB2 12.05 0.00 23.34 0.000 0.000 0.000 BASE C591 COMB3 0.23 0.00 1.66 0.000 0.000 0.000 BASE C591 COMB4 0.36 0.00 1.79 - 0.000 0.000 0.000 BASE C591 COMBS -11.42 0.00 -19.70 0.000 0.000 0.000 BASE C591 COMB6 12.09 0.00 23.53 0.000 0.000 0.000 BASE C591 COMB7 0.27 0.00 1.85 0.000 0.000 0.000 BASE C591 COMBS 0.40 0.00 1.98 0.000 0.000 0.000 BASE . 0591 COMB9 -11.75 0.00 -21.62 0.000 0.000 0.000 BASE C591 COMB10 -0.06 '0.00 -0.06 0.000 0.000 0.000 • BASE C593 DEAD 0.28 0.00 1.94 0.000 0.000 0.000 BASE C593 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C593 EX -14.29 0.00 -6.66 0.000 0.000 0.000 BASE C593 EY -0.07 0.00 -0.03 0.000 0.000 0.000 BASE C593 COMB1 - 14.04. 0.00 -4.92 0.000 0.000 0.000 BASE C593 COMB2 14.54 0.00 8.40 0.000 0.000 0.000 BASE C593 . COMB3 0.17 0.00 1.71 0.000 0.000 0.000 BASE C593 COMB4 0.33 0.00 1.78 0.000 0.000 0.000 BASE C593 COMBS -14.01 0.00 -4.73 0.000 0.000 0.000 BASE C593 COMB6 14.57 0.00 8.60 0.000 0.000 0.000 BASE C593 COMB7 0.21 0.00 1.90 0.000 0.000 0.000 BASE C593 COMBS 0.36 0.00 1.97 0.000 0.000 0.000 BASE C593 COMB9 -14.29 0.00 -6.66 0.000 0.000 0.000 BASE C593 COMB10 -0.08 0.00 -0.03 0.000 0.000 0.000 BASE C595 DEAD 0.00 0.00 1.24 0.000 0.000 0.000 BASE C595 .LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C595 EX 0.00 0.00 0.13 0.000 0.000 0.000 BASE C595 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C595 COMB1 0.00 0.00 1.24 0.000 0.000 0.000 BASE C595 COMB2 0.00 0.00 0.98 .0.000 0.000 0.000 BASE C595 COMB3 0.00 0.00 1.11 0.000 0.000 0.000 BASE C595 COMB4 0.00 0.00 1.11 0.000 0.000 0.000 BASE C595 COMB5 0.00 0.00 1.37 0.000 0.000 0.000 BASE C595 COMB6 0.00 0.00 1.11 0.000 0.000 0.000 BASE C595 COMB7 0.00 0.00 1.24 0.000 0.000 0.000. BASE C595 COMB8 0.00 0.00 1.24 0.000 0.000 0.000 BASE C595 COMB9 0.00 0.00 0.13 0.000 0.000 0.000 BASE C595 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C597 DEAD -0.25 0.00 1.92 0.000 0.000 0.000 BASE C597 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C597 EX . -14.37 0.00 8.51 0.000 0.000 0.000 BASE C597 EY -0.07 0.00 0.03 0.000 0.000 0.000 BASE C597 COMB1 -14.60 0.00 10.24 0.000 0.000 0.000 BASE C597 COMB2 14.14 0.00 -6.78 0.000 0.000 0.000 BASE C597 COMB3 -0.30 0.00 1.77 0.000 0.000 0.000 BASE C597 COMB4 - -0.15 0.00 1.70 0.000 0.000 0.000 BASE C597 COMBS -14.62 0.00 10.44 0.000 0.000 0.000 BASE C597 COMB6 . 14:12 0.00 -6.59 0.000 0.000 0.000 BASE C597 COMB7 -0.33 0.00 1.96 0.000 0.000 0.000 BASE C597 COMB8 -0.17 0.00 1.89 0.000 0.000 0.000 BASE C597 COMB9 -14.37 0.00 8.51 0.000 0.000 0.000 BASE C597 COMB10 -0.08 0.00 0.03 0.000 0.000 0.000 BASE C599 DEAD -0.31 0.00 1.89 0.000 0.000 0.000 BASE C599 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C599 EX -12.23 0.00 19.64 0.000 0.000 0.000 BASE C599 EY. -0.06 0.00 0.06 0.000 0.000 0.000 BASE C599 COMB1 -12.51 0.00 21.34 0.000 0.000 0.000 BASE C599 COMB2 11.96 0.00 -17.93 0.000 0.000 0.000 BASE C599 COMB3 -0.34 0.00 1.77 0.000 0.000 0.000 BASE C599 COMB4 -0.21 0.00 1.64 0.000 0.000 0.000 BASE C599 COMB5 -12.54 0.00 21.52 0.000 0.000 0.000 BASE C599 COMB6 11.93 0.00 -17.75 0.000 0.000 0.000 BASE C599 COMB7 -0.37 0.00 1.95 0.000 0.000 0.000 BASE C599 COMB8 -0.24 0.00 1.82 0.000 0.000 0.000 BASE C599 COMB9 -12.23 0.00 19.64 0.000 0.000 0.000 BASE C599 COMB10 -0.06 0.00 0.06 0.000 0.000 0.000 ETABS v7.24 File:ND432 Kip -in Units PAGE 3 May 6, 2004 12:53 Nishkian Dean • Units = kips-inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C584 DEAD 1.72 0.00 29.48 0.000 0.000 0.000 BASE C584 LIVE 0.63 0.00 14.63 0.000 0.000 0.000 BASE C584 EX -19.64 0.00 -19.65 0.000 0.000 0.000 BASE C584 EY -0.03 0.01 -0.03 0.000 0.000 0.000 BASE C584 COMB1 -18.09 0.00 6.88 0.000 0.000 0.000 BASE C584 COMB2 21.19 0.00 46.18 0.000 0.000 0.000 BASE C584 COMB3 1.51 0.01. 26.50 0.000 0.000 0.000 BASE C584 COMB4 1.58 -0.01 26.56 0.000 0.000 0.000 BASE C584 COMBS -17.29 0.00 24.46 0.000 0.000 0.000 BASE C584 COMB6 21.99 0.00 63.76 0.000 0.000 0.000 BASE C584 COMB7 2.31 0.01 44.07 0.000 0.000 0.000 BASE C584 COMB8 2.38 -0.01 44.14 0.000 0.000 0.000 BASE C584 COMB9 -19.64 0.00 -19.65 0.000 0.000 0.000 BASE C584 COMB10 -0.03 0.01 -0.03 0.000 0.000 0.000 BASE C585 DEAD 0.00 0.00 7.28 0.000 0.000 0.000 BASE C585 LIVE 0.00 0.00 2.60 0.000 0.000 0.000 BASE . C585 EX 0.00 0.00 -0.77 0.000 0.000 0.000 BASE C585 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C585 COMB1 0.00 0.00 5.78 0.000 0.000 0.000 BASE C585 COMB2 • 0.00 0.00 7.33 0.000 0.000 0.000 BASE C585 • COMB3 0.00 0.00 6.55 0.000 0.000 0.000 BASE C585 COMB4 0.00 0.00 6.56 0.000 0.000 0.000 BASE C585 COMBS 0.00 0.00 9.11 0.000 0.000 0.000 BASE C585 COMB6 0.00 0.00 10.66 0.000 0.000 0.000 BASE C585 COMB7 0.00 0.00 9.88 0.000 0.000 0.000 BASE C585 COMB8 0.00 0.00 9.89 0.000 0.000 0.000 BASE C585 COMB9 0.00 0.00 -0.77 0.000 0.000 0.000 BASE C585. COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C586 DEAD -1.80 0.00 42.82 0.000 0.000 0.000 BASE C586 LIVE -0.66 0.00 13.77 0.000 0.000 0.000 BASE C586 EX -17.49 0.00 20.42 0.000 0.000 0.000 BASE C586 - EY -0.03 0.02 0.03 0.000 0.000 , 0.000 BASE C586 COMB1 -19.11 0.00 58.96 0.000 0.000 0.000 BASE C586 COMB2 15.87 0.00 18.12 0.000 0.000 0.000 BASE C586 COMB3 -1.65 0.02 • 38.57 0.000 0.000 0.000 BASE C586 COMB4 -1.59 -0.02 38.51 0.000 0.000 0.000 BASE C586 COMBS - 19..95 0.00 77.02 0.000 0.000 0.000 BASE C586 COMB6 15.03 0.00 36.17 0.000 0.000 0.000 BASE C586 COMB7 -2.49 0.02 56.63 0.000 0.000 0.000 BASE C586 COMB8 -2.43 -0.02 56.56 0.000 0.000 0.000 BASE C586 COMB9 -17.49 0.00 20.42 0.000 0.000 0.000 BASE 0586 COMB10 -0.03 0.02 0.03 0.000 0.000 0.000 BASE 0587 DEAD 1.04 0.00 42.13 0.000 0.000 0.000 BASE C587 LIVE 0.46 0.00 17.64 0.000 0.000 0.000 BASE C587 EX -15.95 0.00 -22.36 0.000 0.000 0.000 BASE C587 EY -0.01 0.02 -0.02 0.000 0.000 0.000 BASE C587 COMB1 - 15.02 0.00 15.56 0.000 0.000 0.000 BASE C587 COMB2 16.89 0.00 60.28 0.000 0.000 0.000 BASE .0587 COMB3 0.92 0.02 37.90 0.000 0.000 0.000 BASE .C587 COMB4 0.95 -0.02 37.94 0.000 0.000 0.000 BASE C587 COMB5 -14.46 0.00 37.41 0.000 0.000 0.000 BASE C587 COMB6 17.45 0.00 82.13 0.000 0.000 " . 0.000 BASE C587 COMB7 1.48 0.02 59.75 0.000 0.000 0.000 BASE C587 COMB8 1.51 -0.02 59.79 0.000 0.000 0.000 BASE C587 COMB9 -15.95 0.00 -22.36 0.000 0.000 0.000 BASE C587 COMB10 -0.01 0.02 -0.02 0.000 0.000 0.000 BASE C579 DEAD 0.00 -2.28 17.73 0.000 0.000 0.000 BASE C579 LIVE 0.00 -2.04 19.18 0.000 0.000 0.000 BASE C579 EX 0.01 -6.27 6.87 0.000 0.000 0.000 BASE C579 EY 0.00 -32.92 57.73 0.000 0.000 0.000 BASE C579 COMB1 0.01 -8.32 22.82 0.000 0.000 0.000 BASE C579 COMB2 -0.01 4.22 . 9.09 0.000 0.000 0.000 BASE C579 COMB3 0.00 -38.26 79.46 0.000 0.000 0.000 BASE '0579 COMB4 0.00 34.16 -47.55 0.000 0.000 0.000 BASE C579 COMBS 0.01 -10.58 43.77 0.000 0.000 0.000 BASE C579 COMB6 -0.01 1.96 30.04 0.000 0.000 0.000 BASE C579 COMB7 0.00 -40.52 100.40 0.000 0.000 0.000 BASE C579 COMB8 0.00 31.90 -26.60 0.000 0.000 0.000 BASE C579 COMB9. 0.01 -6.27 6.87 0.000 0.000 0.000 BASE C579 COMB10 0.00 -36.21 63.50 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 4 May 6, 2004 12:53 Nishkian Dean Units = kips- inches . S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C581 DEAD 0.00 0.00. 25.10 0.000 0.000 0.000 BASE C581 LIVE 0.00 0.00 9.65 0.000 0.000 0.000 BASE C581 EX 0.01 -0.01 0.00 0.000 0.000 0.000 BASE C581 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C581 COMB1 0.01 -0.01 22.59 0.000 0.000 0.000 BASE C581 COMB2 -0.01 0.01 22.59 0.000 0.000 0.000 BASE C581 COMB3 0.00 0.00 22.59 0.000 0.000 0.000 BASE C581 COMB4 0.00 0.00 22.59 0.000 0.000 0.000 BASE C581 COMBS 0.01 -0.01 34.75 0.000 0.000 0.000 BASE C581 COMB6 -0.01 0.01 34.75 0.000 0.000 0.000 BASE C581 COMB7 0.00 0.00 34.75 0.000 0.000 0.000 BASE C581 COMB8 0.00 0.00 34.75 0.000 0.000 0.000 BASE C581 COMB9 0.01 -0.01 0.00 0.000 0.000 0.000 BASE C581 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C583 DEAD 0.00 2.26 20.71 0.000 0.000 0.000 BASE C583 LIVE 0.00 2.03 16.17 0.000 0.000 0.000 BASE C583 EX 0.01 -6.27 -6.87 0.000 0.000 0.000 BASE C583 EY 0.00 -32.91 -57.73 0.000 0.000 0.000 BASE C583 COMB1 0.01 -4.23 11.78 0.000 0.000 0.000 BASE 0583. COMB2 -0.01 8.31 25.51 0.000 0.000 0.000 BASE C583 COMB3 0.00 -34.16 -44.86 0.000 0.000 0.000 BASE C583 COMB4 0.00 38.23 82.14 0.000 0.000 0.000 BASE C583 COMB5 0.01 -1.97 30.02 0.000 0.000 0.000 BASE C583 COMB6 -0.01 10.57 43.75 0.000 0.000 0.000 BASE C583 COMB7 0.00 - 31.90 -26.61 0.000 0.000 0.000 BASE C583 COMB8 0.00 40.49 100.39 0.000 0.000 0.000 BASE C583 . COMB9 0.01 -6.27 -6.87 0.000 0.000 0.000 BASE C583 COMB10 0.00 -36.20 -63.50 0.000 0.000 0.000 BASE C563 . DEAD -3.95 0.00 17.72 0.000 0.000 0.000 BASE C563 LIVE -2.48 0.00 11.53 0.000 0.000 0.000 BASE C563 EX -18.89 0.00 44.31 0.000 0.000 0.000 BASE C563 EY 0.02 0.01 -0.02 0.000 0.000 0.000 BASE C563 COMB1 -22.44 0.00 60.26 0.000 0.000 0.000 . BASE C563 COMB2 15.34 0.00 -28.36 0.000 0.000 0.000 BASE C563 COMB3 -3.54 0.01 15.92 0.000 0.000 0.000 BASE 6563 COMB4 -3.57 -0.01 15.97 0.000 0.000 0.000 BASE C563 COMBS -25.32 0.00' 73.56 0.000 0.000 0.000 BASE C563 COMB6 12.46. 0.00 -15.06 0.000 0.000 0.000 BASE C563 COMB7 -6.41 0.01 29.22 0.000 0.000 0.000 BASE C563 COMBS -6.45 -0.01 29.27 0.000 0.000 0.000 BASE C563 COMB9 -18.89 0.00 . 44.31 0.000 0.000 0.000 BASE C563 COMB10 0.02 0.01 ., -0.03 0.000 0.000 0.000 BASE C569 DEAD 0.00 -6.89 49.82 0.000 0.000 .0.000 BASE C569 LIVE 0.00 -4.33 40.12 0.000 0.000 0.000 BASE C569 EX 0.03 3.08 -2.47 0.000 0.000 0.000 BASE . 0569 EY 0.00 -37.46 43.28 0.000 0.000 0.000 BASE C569 COMB1 0.03 -3.12 42.37 0.000 0.000 0.000 BASE 0569 COMB2 -0.03 -9.29 47.31 0.000 0.000 0.000 BASE C569 COMB3 0.00 -47:41 92.44 0.000 0.000 0.000 BASE C569 COMB4 0.00 35.00 -2.76 0.000 0.000 0.000 • BASE C569 COMB5 0.03 -8.13 87.47 0.000 0.000 0.000 BASE 0569 COMB6 -0.03 -14.30 92.41 0.000 0.000 0.000 BASE C569 COMB7 0.00 -52.42 137.54 0.000 0.000 0.000 BASE C569 COMBS 0.00 29.99 42.34 0.000 0.000 0.000 BASE 0569 COMB9 0.03 3.08 -2.47 0.000 0.000 0.000 BASE 0569 COMB10 0.00 -41.21 47.60 0.000 0.000 0.000 BASE 2163 DEAD 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB1 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB2 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB3 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB4 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB5 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB6 0.00 0.00. 0.00 0.000 0.000 0.000 BASE 2163 COMB7 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB8 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE 2163 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 5 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C565 DEAD 3.81 0.00 28.71 0.000 0.000 0.000 BASE C565 LIVE 2.20 0.00 13.03 0.000 0.000 0.000 BASE C565 EX -17.59 0.00 -44.28 0.000 0.000 0.000 BASE C565 EY 0.48 0.02 0.03 0.000 0.000 0.000 BASE C565 COMB1 -14.16 0.00 -18.44 0.000 0.000 0.000 BASE C565 . COMB2 21.01 0.00 70.12 0.000 0.000 0.000 BASE C565 COMB3 3.96 0.02 25.87 0.000 0.000 0.000 • BASE C565 COMB4 2.89 -0.02 25.80 0.000 0.000 0.000 BASE C565 COMBS -11.58 0.00 -2.54 0.000 0.000 0.000 • BASE C565 COMB6 23.59 0.00 86.01 0.000 0.000 0.000 BASE C565 COMB7 6.54 0.02 41.77 0.000 0.000 0.000 BASE C565 COMB8 5.47 -0.02 41.70 0.000 0.000 0.000 BASE C565 COMB9 -17.59 0.00 -44.28 0.000 0.000 0.000 BASE C565 COMB10 0.53 .0.02 0.04 0.000 0.000 0.000 BASE C567 DEAD -3.76 -8.94 68.73 0.000 0.000 0.000 BASE C567 LIVE -2.16 -3.88 42.88 0.000 0.000 0.000 BASE C567 EX -18.83 -2.74 45.86 0.000 0.000 0.000 BASE C567 EY -0.44 -37.37 44.91 0.000 0.000 0.000 BASE .C567 COMB1 -22.22 -10.79 107.72 0:000 '0.000 0.000 BASE C567 COMB2 15.44 -5.30 16.00 0.000 0.000 0.000 BASE C567 COMB3 -3.87 - 49.16. 111.26 0.000 0.000 0.000 BASE 0567 COMB4 -2.91 33.06 12.46 0.000 0.000 0.000 BASE C567 COMB5 -24.75 -15.56 157.46 0.000 0.000 0.000 BASE C567 COMB6 12.91 -10.08 65.75 0.000 0.000 0.000 BASE C567 COMB7 -6.40 -53.93 161.01 0.000 0.000 0.000 BASE C567 COMB8 -5.44 28.29 62.20 0.000 0.000 0.000 BASE C567 COMB9 -18.83 -2.74 45.86 0.000 0.000 0.000 BASE C567 COMB10 -0.48 -41.11 49.40 0.000 0.000 0.000 BASE C561 DEAD 3.89 0.00 83.64 0.000 0.000 0.000 BASE 0561 LIVE 2.44 0.00 45.47 0.000 0.000 0.000 BASE C561 EX -17.57 -0.01 -44.31 0.000 0.000 0.000 BASE. 0561 EY 0.02 0.04 0.02. 0.000 0.000 0.000 BASE C561 COMB1 -14.07 -0.01 ' 30.96 0.000 0.000 0.000 BASE C561 - COMB2 21.07 0.01 119.59 0.000 0.000 0.000 BASE 0561 COMB3 3.52 0.05 75.30 0.000. 0.000 0.000 BASE 0561 COMB4 .3.48 -0.05 75.25 0.000 0.000 0.000 BASE C561 COMB5 -11.25 -0.01 84.80 0.000 0.000 0.000 BASE C561 COMB6 23.90 0.01 173.42 0.000 0.000 0.000 BASE C561 COMB7 6.35 0.05 129.14 0.000 0.000 0.000 BASE C561 COMBS • 6.31 -0.05 129.09 0.000 0.000 0.000 BASE C561 COMB9 -17.57 -0.01 -44.31 0.000 0.000 0.000 BASE 0561 COMB10 0.02 0.05 0.03 0.000 0.000 0.000 • BASE C571 DEAD 0.00 0.00 39.79 0.000 0.000 0.000 BASE C571 LIVE 0.00 0.00 24.77 0.000 0.000 ' 0.000 BASE C571 EX 0.02 0.00 0.00 0.000 0.000 0.000 BASE C571 EY 0.00 0.00 0.00 0..000 0.000 0.000 BASE C571 COMB1 0.02 0.00 35.81 0.000 - 0.000 0.000 BASE C571 COMB2 -0.02 0.00 35.81 0.000 0.000 0.000 BASE' . C571 COMB3 0.00 0.00 35.81 0.000 0.000 0.000 BASE C571 COMB4 0.00 -0.01 35.81 0.000 . 0.000 0.000 BASE C571 COMB5 . 0.02 0.00 64.56 0.000 0.000 0.000 BASE C571 COMB6 -0.02 0.00 64.56 0.000 0.000 0.000 BASE C571 COMB7 0.00 0.00 64.56 0.000 0.000 0.000 BASE 0571 COMBS 0.00 -0.01 64.56 0.000 0.000 0.000 BASE C571 COMB9 0.02 0.00 0.00 . 0.000 0.000 0.000 BASE C571 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 . BASE C573 DEAD 0.00 6.89 66.83 0.000 0.000 0.000 BASE C573 LIVE 0.00 4.33 48.12 0.000 0.000 0.000 BASE C573 EX 0.04 3.08 2.47 0.000 0.000 0.000 BASE C573 EY 0.00 -37.44 -43.28 0.000 0.000 0.000 BASE C573 COMB1 0.04 9.29 62.61 0.000 0.000 0.000 BASE C573 COMB2 -0.04 3.12 57.67 0.000 0.000 0.000 BASE C573 COMB3 0.00 -34.98 12.54 0.000 0.000 0.000 BASE C573 COMB4 0.00 47.39 107.75 0.000 0.000 0.000 BASE C573 COMBS 0.04. . 14.30 117.41 0.000 0.000 0.000 BASE C573 COMB6 -0.04 8.14 112.47 0.000 0.000 0.000 BASE C573 COMB7 0.00 -29.96 67.34 0.000 0.000 0.000 ' BASE C573 COMB8 0.00 52.40 162.54 0.000 0.000 0.000 BASE C573 • COMB9 0.04 3.08 2.47 0.000 0.000 0.000 BASE C573 COMB10 0.00 -41.18 -47.60 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip-in Units PAGE 6 May 6, 2004 12:53 Nishkian Dean Units = kips - inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C555 DEAD -3.53 0.00 22.71 0.000 0.000 0.000 BASE 0555 LIVE -2.49 0.00 17.52 0.000 0.000 0.000 BASE C555 EX -22.99 0.00 47.16 0.000 0.000 0.000 BASE C555 EY -0.56 0.01 -0.08 0.000 0.000 0.000 BASE C555 COMB1 -26.16 0.00 67.60 0.000 0.000 0.000 BASE C555 COMB2 19.81 0.00 -26.73 0.000 0.000 0.000 BASE C555 COMB3 -3.79 0.01 20.34 0.000 0.000 0.000 BASE C555 COMB4 -2.56 -0.01 20.53 0.000 0.000 0.000 BASE C555 COMBS -29.01 0.00 87.39 0.000 0.000 0.000 BASE C555 COMB6 16.97 0.00 -6.94 0.000 0.000 0.000 BASE C555 COMB7 -6.64 0.01 40.13 0.000 0.000 0.000 BASE C555 COMB8 -5.40 -0.01 40.32 0.000 0.000 0.000 BASE C555 COMB9 -22.99 0.00 47.16 0.000 0.000 0.000 BASE C555 COMB10 -0.62 0.01 -0.09 0.000 0.000 0.000 BASE C553 DEAD 3.49 -5.35 69.10 0.000 0.000 0.000 BASE C553 LIVE 2.47 -2.49 40.79 0.000 0.000 0.000 BASE C553 EX -21.83 5.99 -52.85 0.000 0.000 0.000 BASE C553 EY 0.68 -33.38 56.29 0.000 . 0.000 0.000 BASE C553 COMB1 -18.69 1.18 9.34 0.000 0.000 0.000. BASE C553 COMB2 24.97 -10.80 115.04 0.000 0.000 0.000 BASE C553 COMB3 3.89 -41.53 124.11 0.000 0.000 0.000 BASE .C553 COMB4 2.39 31.90 0.27 0.000 0.000 0.000 BASE C553 COMBS. - 15.88 -1.84 57.03 0.000 0.000 0.000 BASE C553 COMB6 27.79 -13.82 162.74 0.000 0.000 0.000 BASE C553 COMB7 6.70 - 44.55 171.81 0.000 0.000 0.000 BASE C553 COMB8 5.21 28.88 47.96 0.000 0.000 0.000 BASE C553 COMB9 -21.83 5.99 -52.85 0.000 0.000 0.000 BASE C553 COMB10 0.75 -36.71 61.92 0.000 0.000 0.000 BASE C557 DEAD 4.51 0.00 22.73 0.000 0.000 0.000 BASE C557 LIVE 2.91 0.00 17.53 0.000 0.000 0.000 BASE C557 EX -21.88 0.00 -47.16 0.000 0.000 0.000 BASE C557 EY 0.07 0.01 0.10 0.000 0.000 0.000 BASE 0557 COMB1 -17.82 0.00 -26.71 0.000 0.000 0.000 BASE C557 COMB2 25.94 0.00 67.62 0.000 0.000 0.000 BASE C557 COMB3 4.14 0.01 20.56 0.000 0.000 0.000 BASE C557 COMB4 3.98 -0.01 20.35 0.000 0.000 0.000 BASE C557 COMBS -14.46 0.00 -6.91 0.000 0.000 0.000 BASE C557 COMB6 29.30 0.00 87.42 0.000 0.000 0.000 BASE C557 COMB7 7.50 0.01 40.36 0.000 0.000 0.000 BASE C557 COMB8 7.35 -0.01 40.15 0.000 0.000 0.000 BASE C557 COMB9 -21.88 0.00 -47.16 0.000 0.000 0.000 BASE C557 COMB10 0.08 0.01 0.11 0.000 0.000 0.000 • BASE C559 DEAD -4.43 0.00 91.63 0.000 0.000 0.000 BASE C559 LIVE -2.87 0.00 46.97 0.000 0.000 0.000 BASE C559 EX -22.93 0.00 47.16 0.000 0.000 0.000 BASE C559 EY 0.07 0.05 -0.10 0.000 0.000 0.000 BASE C559 COMB1 -26.92 0.00 129.63 0.000 0.000 0.000 BASE 0559 COMB2 18.94 0.00 35.30 0.000 0.000 0.000 BASE C559 COMB3 -3.91 0.05 82.36 0.000 0.000 0.000 BASE C559 COMB4 -4.07 -0.05 82.57 0.000 0.000 0.000 BASE C559 COMB5 -30.24 0.00 185.77 0.000 0.000 0.000 BASE C559 COMB6 15.62 0.00 91.44 0.000 0.000 0.000 BASE C559 COMB7 -7.23 0.05 138.50 0.000 0.000 0.000 BASE C559 COMB8 -7.38 -0.05 138.71 0.000 0.000 0.000 BASE C559 COMB9 -22.93 0.00 47.16 0.000 0.000 0.000 BASE C559 COMB10 0.08 0.05 -0.11 0.000 0.000 0.000 BASE C575 DEAD 0.00 0.00 51.51 0.000 0.000 0.000 BASE C575 LIVE 0.00 0.00 22.20 0.000 0.000 0.000 BASE 0575 EX 0.03 0.00 0.96 0.000 0.000 0.000 BASE C575 EY 0.00 0.01 -0.04 0.000 0.000 0.000 BASE C575 COMB1 0.03 0.00 47.32 0.000 0.000 0.000 BASE C575 COMB2 -0.03 0.00 45.40 0.000 0.000 0.000 BASE 0575 COMB3 0.00 0.01 46.32 0.000 0.000 0:000 BASE C575 COMB4 0.00 -0.01 46.40 0.00.0 0.000 0.000 BASE C575 COMBS 0.03 0.00 74.67 0.000 0.000 0.000 BASE C575 COMB6 -0.03 0.00 72.75 0.000 0.000 0.000 BASE C575 COMB7 0.00 0.01 73.67 0.000 0.000 0.000 BASE C575 COMBS 0.00 -0.01 73.75 0.000 0.000 0.000 BASE C575 COMB9 0.03 0.00 0.96 0.000 0.000 0.000 BASE C575 COMB10 0.00 0.01 -0.04 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 7 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S STORY POINT LOAD FX FY FZ MX MY MZ BASE C577 DEAD 0.00 8.94 60.46 0.000 0.000 0.000 BASE C577 LIVE 0.00 3.87 43.40 0.000 0.000 0.000 BASE C577 EX 0.03 -2.41 -2.55 0.000 0.000 0.000 BASE C577 EY 0.00 -37.37 -44.91 0.000 0.000 0.000 BASE C577 COMB1 0.03 5.64 51.87 0.000 0.000 0.000 BASE C577 COMB2 -0.03 10.45 56.96 0.000 0.000 0.000 BASE C577 COMB3 0.00 -33.06 5.02 0.000 0.000 0.000 BASE C577 COMB4 0.00 49.15 103.82. 0.000 0.000 0.000 BASE C577 COMBS 0.03 10.40 101.32 0.000 0.000 0.000 BASE C577 COMB6 -0.03 . 15.22 106.41 0.000 0.000 0.000 BASE C577 COMB7 0.00 -28.30 54.46 0.000 0.000 0.000 BASE C577 COMB8 0.00 53.92 153.26 0.000 0.000 0.000 BASE C577 COMB9 0.03 -2.41 -2.55 0.000 0.000 0.000 BASE C577 COMB10 0.00 -41.11 -49.40 0.000 0.000 0.000 BASE C623 DEAD 0.00 0.00 -0.90 0.000 0.000 0.000 BASE C623 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB2 0.00 0.00 _ 0.81 0.000 0.000 0.000 BASE C623 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C623 COMB5 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C623 COMB8 0.00 0.00 0.90 0.000 0.000. 0.000 BASE C623 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C623 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE .C619 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C619 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C619 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C619 COMB10 0.00 0.00 0.00 0.000 . 0.000 0.000 BASE C617 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 • BASE C617 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C617 COMB1 0.00 0.00 0.81 0.000 0.000 0:000 BASE C617 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C617 COMB3 0.00 0.00. 0.81 0.000 0.000 0.000 BASE C617 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C617 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 - COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 . COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C617 COMB9 0.00 0.00 0.00 0.000. ' 0.000 0.000 BASE C617 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C613 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 COMB8 • 0.00 0.00 0.90 0.000 0.000 0.000 BASE C613 . COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C613 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE .8 May 6, 2004 12:53 Nishkian Dean Units = kips- inches S U P P O R T R E A C T I O N S . STORY POINT LOAD, FX FY FZ MX MY MZ BASE C615 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 EY 0.00 0.00 0.00 0.000 ' 0.000 0.000 BASE C615 COMB1 0.00 0.00 0.'81 0.000 0.000 0.000 BASE C615 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE 0615 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE 0615 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C615 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE 0615 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C615 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C615 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 DEAD 0.00 0.00 4.11 0.000 0.000 0.000 BASE C588 • LIVE 0.00 0.00 1.73 0.000 0.000 0.000 BASE C588 EX 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 COMB1 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB2 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB3 0.00 0.00. 3.70 0.000 0.000 0.000 BASE 0588 COMB4 0.00 0.00 3.70 0.000 0.000 0.000 BASE C588 COMB5 0.00 0.00 5:84 0.000 0.000 0.000 BASE C588 COMB6 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB7 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB8 0.00 0.00 5.84 0.000 0.000 0.000 BASE C588 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C588 COMB10 0.00 0.00 0.00 0.000 0.000 . 0.000 BASE C589 DEAD -1.02 0.00 10.11 0.000 0.000 0.000 BASE C589 LIVE -0.45 0.00 4.63 0.000 0.000 0.000 BASE C589 EX -15.97 0.00 22.36 0.000 0.000 0.000 BASE C589 EY -0.01 0.00 0.02 0.000 0.000 0.000 BASE C589 COMB1 -16.88 0.00 31.46 0.000 0.000 0.000 BASE C589 COMB2 15.05 0.00 -13.26 0.000 0.000 0.000 BASE C589 COMB3 -0.93 0.00 9.12 0.000 0.000 0.000 BASE C589 COMB4 -0.90 0.00 9.08 0.000 0.000 0.000 BASE C589 COMBS -17.44 0.00 37.10 0.000 0.000 0.000 BASE C589 COMB6 14.50 0.00 -7.62 0.000 0.000 0.000 BASE C589 COMB7 -1.48 0.00 14.76 0.000 0.000 0.000 BASE C589 COMB8 -1.46 0.00 14.72 0.000 0.000 0.000 BASE C589 COMB9 -15.97 0.00 22.36 0.000 0.000 0.000 BASE C589 COMB10 -0.01 0.00 0.02 0.000 0.000 0.000 BASE 0601 DEAD 0.00 0.00 25.90 0.000 0.000 0.000 BASE C601 LIVE 0.00 0.00 11.88 0.000 0.000 0.000 BASE C601 EX 0.02 0.00 -1.06 0.000 0.000 0.000 BASE 0601 EY 0.00 0.01 -0.06 0.000 0.000 0.000 BASE C601 COMB1 0.02 0.00 22.25 0.000 0.000 0.000 BASE C601 COMB2 -0.02 0.00 24.37 0.000 0.000 0.000 BASE 0601 COMB3 0.00 0.01 23.25 0.000 0.000 0.000 BASE C601 COMB4 0.00 -0.01 23.37 0.000 0.000 0.000 BASE 0601 COMBS 0.02 0.01 36.72 0.000 0.000 0.000 BASE 0601 COMB6 -0.02 0.00 38.84 0.000 0.000 0.000 BASE 0601 COMB7 0.00 0.01 37.72 0.000 0.000 0.000 BASE . C601 COMB8 0.00 0.00 37.84 0.000 0.000 0.000 , BASE C601 COMB9 0.02 0.00 -1.06 0.000 0.000 0.000 BASE 0601 COMB10 ' 0.00 0.01 -0.06 0.000 0.000 0.000 BASE C603 DEAD 0.00 5.36 44.85 0.000 0.000 0.000 BASE C603 LIVE 0.00 2.49 22.31 0.000 0.000 0.000 BASE C603 EX 0.03 5.55 6.75 0.000 0.000 0.000 BASE C603 EY 0.00 -33.40 -56.15 0.000 0.000 0.000 BASE C603 COMB1 0.03 10.37 47.12 0.000 0.000 0.000 BASE C603 COMB2 -0.03 -0.72 33.61 0.000 0.000 0.000 BASE C603 COMB3 0.00 -31.91 -21.40 0.000 0.000 0.000 BASE C603 .• COMB4 0.00 41.56 102.13 0.000 0.000 0.000 BASE C603 COMB5 0.03 13.40 73.91 0.000 0.000 0.000 BASE C603 COMB6 -0.03 2.31 60.41 0.000 0.000 0.000 BASE C603 COMB7 0.00 -28.88 5.40 0.000 0.000 0.000 BASE C603 COMB8 0.00 44.59 128.93 0.000 0.000 0.000 BASE C603 COMB9 0.03 5.55 6.75 0.000 0.000 0.000 BASE C603 COMB10 0.00 -36.74 -61.77 0.000 0.000 0.000 ETABS v7.24 File: ND432 Kip -in Units PAGE 9 May 6, 2004 12:53 . • • Nishkian Dean Units = "kips- inches S U P P O R T R E A C T I O N S STORY POINT "LOAD FX FY FZ MX MY MZ BASE C625 DEAD 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 LIVE 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 EX" 0.00 0.00 0.00 0.000 0.000 0.000 • -BASE C625 EY 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 COMB1 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB2 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB3 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMB4 0.00 0.00 0.81 0.000 0.000 0.000 BASE C625 COMBS 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB6 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB7 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB8 0.00 0.00 0.90 0.000 0.000 0.000 BASE C625 COMB9 0.00 0.00 0.00 0.000 0.000 0.000 BASE C625 COMB10 0.00 0.00 0.00 0.000 0.000 0.000 • Summation 0, 0, Base DEAD 0.00 0.00 957.90 1053303.025 - 882904.614 0.000 Summation 0, 0, Base LIVE 0.00 0.00 548.50 582929.772 - 512961.114 0.000 Summation 0, 0, Base EX - 284.00 0.00 0.00 -2.736 - 69574.089 390822.341 Summation 0, 0, Base EY 0.00 - 282.00 0.00 72295.062 0.144 - 293632.811 Summation 0, 0, Base COMB1 -284.00 0.00 862.11 947969.987 - 864188.242 390822.341 Summation 0, 0, Base COMB2 . 284.00 0.00 862.11 947975.458 - 725040.065 -390822.341 Summation 0, 0 , Base COMB3 0.00 - 310.20 862.11 1027497.291 - 794613.995 - 322996.092 Summation 0, 0, Base COMB4 0.00 310.20 862.11 868448.154 - 794 614.311 322996.092 Summation 0, 0, Base COMBS - 284.00 0.00 1506.40 1636230.062 - 1465440 390822.342 Summation 0, 0, Base COMB6 284.00 0.00 1506.40 1636235.533 - 1326292 -390822.341 Summation 0, 0, Base COMB7 0.00 - 310.20 1506.40 1715757.366 - 1395866 - 322996.092 Summation 0, 0, Base COMB8 0.00 310.20 1506.40 1556708.229 - 1395866 322996.092 Summation 0, 0, Base COMB9 - 284.00 0.00 0.00 -2.736 - 69574.089 390822.341 Summation 0, 0, Base COMB10 0.00 - 310.20 0.00 79524.569 0.158 - 322996.092 • • ETABS v7.24 File: ND432 Kip -in Units PAGE 15 May 6, 2004 12:53 Nishkian Dean Units = kips- inches C E N T E R S O F C U M U L A T I V E E M A S S & C E N T E R S O F R I G I D I T Y STORY DIAPHRAGM / CENTER OF MASS / / -- CENTER OF RIGIDITY - -/ LEVEL NAME MASS ORDINATE -X ORDINATE -Y ORDINATE -X ORDINATE -Y STORY1 D1 5.0466 927.217 1131.786 1044.051 1593.006 ETABS v7.24 File: ND432 Kip -in Units PAGE 16 D / May 6, 2004 12:53 N In U i` 7 218 �✓/ Nishkian Dean .-.)1. ) y N a 1 Units = kips- inches S T O R Y F O R C E S STORY LOAD LOCATION P VX VY T MX MY STORY2 DEAD Top 164.48 0.00 0.00 -0.011 163452.313 - 150943.058 Bottom 189.25 0.00 0.00 0.000 190921.852 - 174241.606 STORY2 LIVE Top 188.50 0.00 0.00 . -0.011 179135.250 - 178136.989 Bottom 188.50 0.00 0.00 0.000 179135.273 - 178137.118 STORY2 . EX Top 0.00 - 121.00 0.00 163611.599 0.000 0.372 Bottom 0.00 - 121.00 0.00 163611.501 -0.262 - 21793.658 STORY2 EY Top 0.00 0.00 - 138.00 - 147024.064 0.000 -0.005 Bottom 0.00 0.00 - 138.00 - 147023.998 24853.554 0.028 STORY2 COMB1 Top 148.04 - 121.00 0.00 163611.590 147107.081 - 135848.380 Bottom 170.33 - 121.00 0.00 163611.501 171829.405 - 178611.103 STORY2 COMB2 Top 148.04 121.00 0.00 - 163611.609 147107.081 - 135849.124 Bottom 170.33 121.00 0.00 - 163611.501 171829.929 - 135023.787 STORY2 COMB3 . Top 148.04 . 0.00 - 151.80 - 161726.481 147107.082 - 135848.757 Bottom 170.33 0.00 - 151.80 - 161726.398 199168.577 - 156817.415 STORY2 COMB4 Top 148.04 0.00 151.80 161726.461 147107.081 - 135848.747 Bottom 170.33 0.00 151.80 161726.398 144490.758 -156817.476 STORY2 COMB5 Top 352.98 - 121.00 0.00 163611.577 342587.563 - 329079.675 Bottom 377.75 - 121.00 0.00 163611.501 370056.863 - 374172.382 STORY2 COMB6 Top 352.98 121.00 0.00 - 163611.622 342587.563 - 329080.419 Bottom 377.75 121.00 0.00 - 163611.500 370057.387 - 330585.066 STORY2 COMB7 Top 352.98 0.00 - 151.80 - 161726.493 342587.563 - 329080.052 Bottom 377.75 0.00 - 151.80 - 161726.398 397396.034 - 352378.693 STORY2 COMB8 Top 352.98 0.00. 151.80 161726.448 342587.562 - 329080.042 Bottom 377.75 0.00 151.80 161726.398 342718.216 - 352378.754. STORY2 COMB9 Top 0.00 - 121.00 0.00 163611.599 0.000 0.372 Bottom 0.00 - 121.00 0.00 163611.501 -0.262 - 21793.658 STORY2 COMB10 Top 0.00 0.00 - 151.80 - 161726.471 0.001 -0.005 Bottom 0.00 0.00 - 151.80 - 161726.398 27338.909 0.030 ' STORY1 DEAD Top 914.96 0.00 0.00 0.000 1001046.106 - 831116.731 Bottom 943.90 0.00 0.00 0.000 1036531.025 - 858796.614 STORY1 LIVE Top 548.50 0.00 0.00 0.000 582929.773 - 512961.118 Bottom 548.50 0.00 0.00 0.000 582929.772 - 512961.114 - ---, STORY1 EX Top 0.00 - 284.00 . 0.00 390822.341 -0.262 - 21793.658 Bottom 0.00 - 284.00 0.00 390822.341 -2.736 - 69574.089 ▪ _ , STORY1 EY Top 0.00 0.00 - 282.00 - 293632.810 24853.554 0.028 Bottom 0.00 0.00 - 282.00 - 293632.811 72295.062 0.144 STORY1 COMB1 Top 823.46 - 284.00 0.00 390822.341 900941.233 - 769798.716 Bottom 849.51 - 284.00 0.00- 390822.341 932875.187 - 842491.042 STORY1 COMB2 Top 823.46 284.00 • 0.00 - 390822.341 900941.757 - 726211.400 Bottom 849.51 .284.00 0.00 - 390822.341 932880.658 - 703342.865 STORY1 COMB3 Top 823.46 0.00 - 310.20 - 322996.091 928280.405 - 748005.027 Bottom 849.51 0.00 - 310.20 - 322996.092 1012402.491 - 772916.795 STORY1 COMB4 Top 823.46 0.00 310.20 322996.091 873602.586 - 748005.088 Bottom 849.51 0.00 310.20 322996.092 853353.354 - 772917.111 STORY1 COMBS Top 1463.46 - 284.00 0.00 390822.341 1583975.616 - 1365872 Bottom 1492.40 - 284.00 .0.00 390822.342 1619458.062 - 1441332 STORY1 COMB6 Top 1463.46 284.00 0.00 - 390822.341 1583976.140 - 1322284 Bottom 1492.40 284.00 0.00 - 390822.341 1619463.533 - 1302184 STORY1 COMB7 Top 1463.46 0.00 - 310.20 -322996.090 1611314.788 -1344078 Bottom 1492.40 0.00 - 310.20 - 322996.092 1698985.366 - 1371758 ETABS v7.24 File: ND432 Kip -in Units PAGE 17 • May 6, 2004 12:53 . Nishkian Dean Units = kips- inches S T O R Y • F O R C E S STORY LOAD LOCATION P VX VY T. MX MY STORY1 COMB8 Top 1463.46' 0.00 310.20 322996.091 1556636.969 - 1344078 Bottom 1492.40 0.00 310.20 322996.092 1539936.229 -1371758 STORY1 COMB9 Top 0.00 - 284.00 0.00 390822.341 ' -0.262 - 21793.658 Bottom 0.00 - 284.00 0.00 390822.341 -2.736 - 69574.089 STORY1 COMB10 Top 0.00 0.00 - 310.20 - 322996.091 27338.909 0.030 Bottom 0.00 0.00 - 310.20 - 322996.092 79524.569 0.158 • • • • • • •