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Specifications (68) t t ABHT STRUCTURAL ENGINEERS 224 NW 13th Ave.Suite 325 ' Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 wwwabht-structuralcorn t 1 t BRIDGEPORT CINEMAS Ivat.j*F.„(2 (7,=7t t t t STRUCTURALOF1ICE COPY CALCULATIONS CITY OF TUALATIN t BUILDING DIVISION This drawing approved for construction:errors ' or omissions excepted. Electric work not included. These piens and specifications to remain on lob site. Permit No. 4 $11"-3/6 6 t Prepared for: Thompson Vaivoda &Associates f TUALA i,^� 920 SW 6"'Ave., Suite 1500 RECEIVED Portland, OR 97204 JUN 0 7 2004 DING DEPARTMENT t 4/ I I ABHT STRUCTURAL ENGINEERS 224 NW 13"'Ave.,Suite 325 It Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 June 2, 2004 www.abht-structural.com I IMr. John Heili Thompson Vaivoda &Associates 920 SW 6th Ave., Suite 1500 IPortland, OR 97204 RE: Bridgeport a ort Cinemas II Dear John, Attached please find calculation pages F1-F72, R1-R2, C1-C14, M1-M18 and L1-L58 which verify the structural Adequacy of the Bridgeport Cinema Project as shown on the I structural sheets S0.1, S2.1-S2.14, S3.1-S3.2, 55.1-S5.3 S6.1-S6.6 and S7.1 dated May 24, 2004. Design was based on the requirements of the 2002 International Building Code. IPlease call if you have any questions or concerns. Sincerely, '►t-si is � a t P804 C1-/C14,,, ,//:, p I Bret A. Heckenberg, P.E., S.E. Principal — Principal LI ORECON 4• tIEGY tIv 4, t,, ._06- 04— I I CITY OF T UA°_A T IN RECEIVED I JUN 0 1 r 2004 I E GI(EERI NG & BUILDING DEPAR T n�Ni I OFFICE COPY I Ii 11 ABHT STRUCTURAL ENGINEERS 224 NW 13th Ave.Suite 325 I Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com I III TABLE OF CONTENTS Design Criteria D1-D3 1 3 21 IMezzanine Framing F1-F72 / 72- 1 Roof Framing R1-R2 / Z Columns and Footings C1-C14 I IL} 111 Miscellaneous M1-M18 ✓ Ig 111 Lateral L1-L58 '✓ 0 + I i / 11 /of.s 1 I I II 1 CITY OF i1.1A°A3IN RECEIVED. 1 JUN 0 7 2004 ENGII`EERING& BUILDING DEPARTMENT OFFICE COPY I i Project Bridgeport Cinema Job No. Client TVA (Location Tualatin, OR 20403 ABHEs Designed By HECKDateSheet �' of f-)2etDescriptionV / STRUCTURAL ENGINER I I I ROOF LOADING Decking Joist Beam Girder Column Roofing 6 Decking :1,..,,1/2"-20 gage 2 . ,; Joists Open Web Steel-25 plf .4404-4,,x:4%-7,04.7;,z,:tottl,,,,ritH;i 4 q I Insulation 432„ Poly Iso 2 Ceiling 2 5 Mechanical 2 5 Electrical Fire Sprinklers 1.5 Beam a � Girder Column . „, Other misc Dead Load 8 21 21 23 24 Live Load 25 25 25 25 25 Total Load 33 46 46 48 49 11 I, I 1 lli' 111 I i I I IProject Bridgeport Cinema 1Job No. A Tualatin,OR 20403 B H T Designed By HECK Date Sheet #21 of �j 2 I Sheet Description (/ J STRUCTURAL ENGINEERS I, COMPOSITE FLOOR LOADING Non-Composite Dead Loads Decking Beam Girder Column Seismic Deck 3"-20 gage 2 I Topping 2 1/2"Topping 53 Girder 2 z Beam 3 ,. h CColumn ovitig " , , 1 " ther I Total Non-Composite Dead Loads 55 58 60 61 61 Composite Dead Loads • Ceiling 4` ' s s <; Fire Sprinklers 1.5 -: I Fireproofing • 0.5, ,; -: " ,; : Mechanical 3.5 ,mac Electrical "" 0.5 "`z Partitions 5 I Flooring Other 2 ,. Total Composite Loads 20 20 20 20 20 ai III Live Load-Unreduced100 100 100 100 100 Total Dead Load 1 751 781 801 811 811 Total Load 1751 1781 1801 1811 1811 1 1 I I 1 I I I I • I J I IProject I0b No. 'o"3 Client Location I—I T I Designed By Date Sheet pV of ?, Sheet Description / STRUCTURAL ENGINEERS ISTADIUM SEATING Decking Beam Girder Column Seismic Non-Composite Dead Loads Deck 1 1/2"-20 gage 2 Toppin• 2 1/2"Top.in. 48 Girder Beam °-":• Column Other 1 Total Non-Composite Dead Loads 50 53 53 54 54 I Composite Dead Loads Ceiling 2-' ,. Fire Sprinklers 1.5 1 Fireproofing 0.5 Mechanical 2.5 Electrical 0.5 Partitions I0' Flooring Other 2 2 Total Composite Loads 11 11 11 11 11 Live Load-Unreduced 1 1001 1001 1001 1001 100 TTotal Dead Load 61 64 64 65 651 I Total Load 1611 1641 1641 1651 1651 $ I I I I I I I I 1 . 1 ABHT STRUCTURAL ENGINEERS 224 NW 13th Ave.Suite 325 I Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com 1 1 i I 0 I ) I MEZZANINE FRAMING 1 1 I I I I I t Project !:P0:m?LOCSton Job No.R20403 / ' \ B H TDesigned By Sheet r ' of �" ISheet Description /� STRUCTURAL ENGINEERS ICOMPOSITE FLOOR LOADING Non-Composite Dead Loads Decking Beam Girder Column Seismic -,,,,:;iO4,4.41-*Hltil,t1::ta,,L,,a,,,,.._:,:,•-•'1,;"iii .,•.,1:**-,e,-i, Deck 3,._20 gage Topping 2 1/2"Topping 53 I Girder Beam Column • 1 Other I Total Non-Composite Dead Loads 55 58 60 61 61 Composite Dead Loads Ceiling 4 Fire Sprinklers 1.5 _: I Fireproofing 0.5 Mechanical 3.5 Electrical 0.5 Partitions 5 Flooring 2 Other 3 Total Composite Loads I 20 20 20 20I 20 ILive Load-Unreduced 100 100 100 100 100 Total Dead Load 75 78 80 81 81 Total Load I1751 1781 1801 18111811 11, I j I I I I I I I I I Project q_ „ — Job No. A11///� Location o. B H T Designed by ►� Date Page of STRUCTURAL ENGINEERS 2 iY 224 NW 13thAve.,Suite 325•Portland,OR 97209 } Sheet description Tel 503.243.6682■Fax 503.243.6622 www.abht-structural.com I 1 1 1��1 =2Z. FRAM 1 Com, = (ca lafbF 0,0,,\A Po 45, Mt:r'›ta o qa l�a�aS Fs2cati4 r t U(L,t taut - A44 i Tt P - tt6 h L., f ,vt k>,'(t_ P a2-- ,t,. TP ►Y►e`L2. PADkrAll j( L� te-c v- C) (2 bot toa •,6oI rt;k., -�,��c ) 1.c>141 11uI2x1 t-.)1Gc� 06-c> FICA-kitE L4 r ISr- Ibtvn , s _ i1417 ,3* .6.12-4J 4L., t.® -t�- LA, wNDx2(,0 1.1971 c 01411 vv 2144, , , t.Q wtoxtZ L, „c=o t3n SMS @ STa( S Cit, i 4/ RAMSBEAM V2. 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. �iy II SPAN INFORMATION: 18 ' Mezz. Beam Beam Size (Optimum) = W12X14 Fy = 50. 0 ksi Total Beam Length (ft) = 18 . 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2. 50 Unit weight concrete (pcf) 145. 00 145. 00 IIf'c (ksi) 4 .00 4 . 00 Decking Orientation perpendicular perpendicular Decking type ASC 3W ASC 3W II Distance to Adjacent (ft) Beam: 8 . 00 Beam: 8 . 00 beff (in) 54 . 00 Y bar(in) = 14 , 15 Seff (in**3) = 27. 12 Str (in**3) = 31. 47 II Ieff (in**4) 351 . 60 Itr (in**4) = 445. 35 Stud length (in) 4 . 50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 11 . 3 11 # of studs: Max = 18 Partial = 10 Actual = 10 Number of Stud Rows = 1, Percent of Full Composite Action = 54 . 35 I LOADS: Self Weight = 0. 014 k/ft Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0. 00 18. 00 0. 800 0. 800 0. 600 0. 600 1. 000 1 . 000 11 SHEAR• - Max V (kips) = 16. 33 fv (ksi) = 7 . 12 Fv = 18. 75 11 ) MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb II Center Pre DL 24 . 9 9. 0 --- --- 20. 03 33. 00 20. 03 33. 00 Max + 73. 5 9. 0 --- --- Mmax/Seff 32. 51 33. 00 --- Mprecmp/Sx+Mpost/Seff --- --- 41. 54 45. 00 --- --- Controlling 73 . 5 9.0 32 .51 33. 00 -- --- IIfc (ksi) = 0. 54 Fc = 1 . 80 REACTIONS (kips) : Left Right II Initial reaction 5.53 5453 DL reaction 7 . 33 7 . 33 Max + LL reaction 9. 00 9. 00 I/ Max + total reaction 16. 33 16. 33 DEFLECTIONS: II Initial load (in) at 9. 00 ft = -0.565 L/D = 383 Live load (in) at 9. 00 ft = -0.232 L/D = 932 Post Comp load (in) at 9. 00 ft = -0.278 L/D = 777 11 Total load (in) at 9. 00 ft = -0. 843 L/D = 256 II IIM417 4i LoA03 RC1Fb C% i RAMSBEAM V2. 0 - Gravity Beam Design ilLicensed to: ABHT Structural Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. r4' ISPAN INFORMATION: 26' Mezz. Beam Beam Size (Optimum) = W16X26 FY = 50. 0 ksi Total Beam Length (ft) = 26. 00 I,, COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) ' 2. 50 2 .50 Unit weight concrete (pcf) 145. 00 145. 00 I f'c (ksi) 4 .00 4 . 00 Decking Orientation perpendicular perpendicular Decking type ASC 3W ASC 3W II Distance to Adjacent (ft) Beam: 8 .00 _ Seam: 8 . 00 beff (in) 78 . 00 Y bar(in) 17. 05 Seff (in**3) = 57. 06 Str (in**3) - 68 . 56 I Ieff (in**4) - 838. 080 Itr (in**4) = 1169. 16 Stud length (in) 4. 5Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 11 . 3 11 4 of studs: Full = 46 Partial = 13 Actual = 13 Number of Stud Rows = 1, Percent of Full Composite Action = 38.27 I LOADS: Self Weight = 0. 026 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 II0.00 26. 00 0. 800 0. 800 0. 600 0. 600 1 . 000 1 . 000 SHEAR: Max V (kips) = 23. 74 fv (ksi) = 6. 33 Fv = 17. 90 11 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb I Center Pre DL 52. 9 13. 0 --- --- 16. 53 33. 00 16. 53 33. 00 Max + 154.3 13. 0 Morax/Seff 32. 45 33. 00 --- --- Mprecrp/Sx+Mpost/Seff --- __- 37. 86 45. 00 --- --- Controlling 154 .3 13 .0 32.45 33. 00 fc (ksi) = 0.54 Fc = 1. 80 REACTIONS (kips) : Left Right I Initial reaction 8 . 14 8 . 14 DL reaction 10. 74 10. 74 Max + LL reaction 13. 00 13. 00 I/ Max + total reaction 23. 74 23. 74 DEFLECTIONS: (Camber = 1/2) II Initial load (in) at 13 .00 ft = -0.738 L/D = 423 Live load (in) at 13. 00 ft = -0. 423 L/D = 737 Post Comp load (in) at 13. 00 ft = -0.508 LID = 615 Total load (in) at 13. 00 ft = -1.245 L/D = 251 II II 1 kW it- 1-0.03 Pk - op RAMSBEAM V2.0 - Gravity Beam Design I/ Licensed to: ABHT Structural Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. f 11 SPAN INFORMATION: 15' Mezz. Beam Beam Size (Optimum) = W10X12 Fy = 50. 0 ksi Total Beam Length (ft) = 15. 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145. 00 145. 00 If'c (ksi) 4 . 00 4 .00 Decking Orientation perpendicular perpendicular Decking type ASC 3W ASC 3W II Distance to Adjacent (ft) Beam: 8 .00 Beam: 8 . 00 beff (in) 45. 00 Y bar (in) = 12.28 Seff (in**3) - 20. 57 Str (in**3) = 24. 43 II Teff (in**4) Itr (in**4) = 300. 00 Stud length (in) 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 11 .3 II # of studs: Max = 15 Partial = 8 Actual = 8 Number of Stud Rows = 1, Percent of Full Composite Action = 51 . 09 II LOADS: Self Weight = 0. 012 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 15. 00 0. 800 0. 800 0. 600 0. 600 1 . 000 1 . 000 II SHEAR: Max V (kips) = 13. 59 fv (ksi) = 7 .25 Fv = 20. 00 II ) MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft -ft fb Fb fb Fb Center Pre DL 17.2 7 .5 --- 18 . 95 33. 00 18 . 95 33. 00 Max + 51. 0 7 . 5 --- --- Mmax/Seff 29. 73 33. 00 --- --- Mprecmp/Sx+Mpost/Seff 38 . 64 45. 00 --- --- II 51.0 7 . 5 --- --- 29. 73 33.00 --- --- IIfc (ksi) = 0.52 Fc = 1 . 80 REACTIONS (kips) : Left Right II Initial reaction 4 . 59 4 . 59 DL reaction 6. 09 6. 09 Max + LL reaction 7 . 50 7. 50 I/ Max + total reaction 13.59 13.59 DEFLECTIONS: II Initial load (in) at 7 . 50 ft = -0. 447 L/D = 403 Live load (in) at 7.50 ft = -0.171 L/D = 1053 Post Comp load (in) at 7 . 50 ft = -0.205 LID = 878 11 Total load (in) at 7.50 ft = -0. 652 L/D = 276 II IIOAT $. 10 21.03 P& F$ oV RAMSBEAM V2. 0 - Gravity Beam Design ril'. il Licensed to: ABHT Structural Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. IISPAN INFORMATION: 13' Mezz. Beam j Beam Size (User Selected) = W10X12 Fy = 50. 0 ksi Total Beam Length (ft) = 13.00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2 .50 Unit weight concrete (pcf) 145. 00 145 . 00 II f'c (ksi) 4 .00 4 .00 Decking Orientation perpendicular perpendicular Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Beam: 8 .00 = Beam: 8 . 00 beff (in) 39. 00 Y bar (in) 12. 06 Seff (in**3) = 19.79 Str (in**3) = 24 .20 I Teff (in**4) 212. 99 Itr (in**4) 291. 88 Stud length (in) 4.50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 11 .3 I # of studs: Max = 13 Partial = 7 Actual = 7 Number of Stud Rows = 1, Percent of Full Composite. Action = 44 . 71 II LOADS : Self Weight = 0. 012 k/ft Line Loads (k/ft) : Disti Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 13. 00 0. 800 0.800 0. 600 0.600 1. 000 1 . 000 II SHEAR: V Max (kips) = = 11. 78 fv (ksi) 6.28 Ev = 20. 00 11 ) MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb II Center Pre DL 12. 9 6. 5 --- -__ 14.23 33.00 14 .23 33. 00 Max + 38 . 3 6.5 Morax/Seff 23.21 33. 00 --- --- Mprecmp/Sx+Mpost/Seff29. 60 45.00 --- --- Controlling 38 . 3 6. S --- --_ 23.21 33.00 --- --- ilfc (ksi) = 0.43 Fc = 1 . 80 REACTIONS (kips) : Left Right II Initial reaction 3. 98 3 . 98 DL reaction 5.28 5.28 Max + LL reaction 6.50 6. 50 1 Max + total reaction 11. 78 11 . 78 DEFLECTIONS: II Initial load (in) at 6. 50 ft = -0.252 L/D = 619 Live load (in) at 6. 50 ft = -0. 104 L/D = 1499 Post Comp load (in) at 6. 50 ft = -0. 125 L/D = 1250 IITotal load (in) at 6. 50 ft = -0. 377 L/D = 414 ) II II ✓ Project, �I Job No. AClient T 11 f! .,{ Location ¢Q5 B IDesigned by (/i�/�, Date Ze i Page F 7 of n' STRUCTURAL ENGINEERS +� If' �Y 224 NW 13th Ave.,Suite 325•Portland,OR 97209 } Sheet description Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com I SSI Mc' tr51 'MSI > 17,51 4V1 IL t ►ut rut Iii(, tgit Y M t -6f 1.6c, t o ►oo f -iYA&) 3. kivuot, ) G 4-(4.. I ) T-(4-4 , se-„3kex, -Fs-, L.sZ:1 (6.0 4,0) = Mier, 11Z- I I I I I RAMSBEAM V2. 0 - Gravity Beam Design Licensed to: ABHT Structural Engineers Fy Job: Bridgeport Cinema Steel Code: AISC 9th Ed. IV ISPAN INFORMATION: Theater #1 Spandrel Beam Beam Size (Optimum) = W24X76 Fy = 50 , 0 ksi Total Beam Length (ft) = 48 . 00 IICOMPOSITE PROPERTIES (Not Shored) : • Left Right Concrete thickness (in) 2. 50 2.50 Unit weight concrete (pcf) 145. 00 145. 00 II f'c (ksi) 4 . 00 par4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Edge: 0.50 Beam: 18 . 00 beff (in) 78. 00 Y bar(in) = 21. 64 Seff (in**3) - 234 . 93 Str (in**3) = 253. 11 II Leff (in**4) 4681 . 84 Itr (in**4) = 5478.35 Stud length (in) = 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13.3 II # of studs: Full = 90 Partial = 52 Actual = 52 Number of Stud Rows = 1, Percent of Full Composite Action = 58 . 40 II LOADS: Self Weight = 0. 076 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 5. 50 4. 80 3. 60 6. 00 Yes Yes II 13.50 4 . 80 3. 60 6. 00 Yes Yes 21. 50 4 . 80 3. 60 6. 00 Yes Yes 29. 50 4 . 80 3. 60 6.00 Yes Yes I ) 37.50 4 . 80 3. 60 6. 00 Yes Yes 5. 50 5.30 0. 00 5. 30 Yes Yes 37. 50 5. 30 0. 00 5.30 Yes Yes II 21. 50 6.70 0. 00 6. 70 Yes Yes SHEAR: Max V (kips) = 50. 74 fv (ksi) = 4 . 82 Fv = 20. 00 IIMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Pre DL 149. 0 21 . 5 --- --- 10. 16 33. 00 10. 16 33. 00 Max + 644 . 6 21 . 5 --- --- I Mmax/Seff 32. 92 33.00 --- --.. Mprecmp/Sx+Mpost/Seff 35. 47 45. 00 --- --- Controlling 644 . 6 21 . 5 --- --- 32 . 92 33. 00 --- --- 41 fc (ksi) = 1. 06 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 11. 77 9. 89 DL reaction 24 . 63 20. 33 I Max + LL reaction 26. 11 21 . 19 Max + total reaction 50. 74 41 , 51 il DEFLECTIONS: (Camber = 3/4) Initial load (in) at 23.76 ft = -1. 001 L/D = 575 1 I Live load (in) at 23. 76 ft = -0.978 L/D = 589 c� I Post Comp load (in) at 23.76 ft = -1.447 LID = 398 �y Total load (in) at 23. 76 ft = -2. 448 L/D = 235 I I I I I 11 I I I I I I I I ) I Project Job No. Client -r-v Location 41,2467) A tar Designed by lti Date �� Page a of y STRUCTURAL ENGINEERS 4tz, 224 NW 13th Ave.,Suite 325•Portland,OR 97209 } Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn I 44i 4) ltd%l ("$.4 >/.40eic 4 N, M, alt Mt Kt I Ft r1 _ A m. ,�i )LBa r c� it,;) S. Tt�c, ) 4 9 �,abk.r)1,21z. �t -��Z42)C'z )600 (sz0) gz (.6' )C (vrz.) = 4,411:76. , 7 w2q-xss Ego3 z f I I I I I i I RAMSBEAM V2. 0 - Gravity Beam Design � I Licensed to: ABHT Structural Engineers N/fpz Job: Bridgeport Cinema Steel Code: AISC 9th Ed. II SPAN INFORMATION: Theater #2 Spandrel Beam Beam Size (Optimum) = W24X55 Fy = 50. 0 ksi Total Beam Length (ft) = 44 . 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2. 50 Unit weight concrete (pcf) 145. 00 145. 00 IIf'c (ksi) 4 . 00 parallel 4 . 00 Decking Orientation parallel Decking type ASC 3W ASC 3W II Distance to.Adjacent (ft) Edge: 0.50 Beam: 18 . 00 beff (in) = 72. 00 Y bar(in) = 22. 18 Seff (in**3) - 161 . 77 Str (in**3) = 178.27 11 Teff (in**4) = 3284 . 80 Itr (in**4) - 3953. 44 Stud length (in) 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13.3 II # of studs: Full = 73 Partial = 40 Actual = 40 Number of Stud Rows = 1, Percent of Full Composite Action = 55. 23 I LOADS: Self Weight = 0. 055 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom II 2. 00 4 . 80 3. 60 6. 00 Yes Yes 10.25 4 . 80 3. 60 6. 00 Yes Yes 18. 50 4 . 80 3. 60 6. 00 Yes Yes 26. 75 4. 80 3. 60 6. 00 Yes Yes 35. 00 4 . 80 3. 60 • 6. 00 Yes Yes 2. 00 3. 00 0. 00 3. 00 Yes Yes 18 . 50 4 .20 0.00 4 . 20 Yes Yes II35. 00 3. 00 0. 00 3. 00 Yes Yes SHEAR: Max V (kips) = 44 . 33 fv (ksi) = 4 . 97 Fv = 18 . 81 il ' MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Camp Flange Skip-ft ft ft fb Fb fb Fb Center Pre DL 116. 9 18 .5 --- --- 12 . 30 33. 00 12 .30 33. 00 Max + 444 . 4 18 . 5 --- -w- 11 Mmax/Seff 32. 97 33.00 --- --- Mprecmp/Sx+Mpost/Seff 36. 60 45. 00 --- --- Controlling 444 .4 18.5 --- --- 32.97 33. 00 --- --- IIfc (ksi) = 0.86 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 11. 64 8 . 78 DL reaction 21 .03 15.59 II Max + LL reaction 23.30 16. 90 Max + total reaction 44.33 32 .49 DEFLECTIONS: (Camber = 3/4 ) I Initial load (in) at 22. 00 ft = -1. 039 L/D = 508 I0/ Live load (in) at 22. 00 ft = -0. 830 L/D = 636 1 Post Comp load (in) at 22. 00 ft = -1 . 155 LID = 457 Total load (in) at 22. 00 ft = -2. 194 L/D = 241 I i I I t I I 1 I II I I I 1 I 1 I il 1 Project 'a �- 3 Job No. Client rt/4Location .197jt „„ A B H T Designed by Date ..y Page of STRUCTURAL ENGINEERS !/' 2�jG 71� 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structuralcom I I �-�2� g, mi VAI Wl, Ft, 1 Z s. TPC. )4-.77a?`l444- )rat �Z I C601 (PO (1,51?-m. ) 114— x. w24x-to z) ck I ) I I I a I 1 I RAMSBEAM V2.0 - Gravity Beam Design Ia/Licensed to: ABHT Structural Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. IISPAN INFORMATION: Theater #3 Spandrel Beam Beam Size (Optimum) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 42 . 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2 . 50 Unit weight concrete (pcf) 145. 00 145. 00 IIf'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Edge: 0. 50 Beam: 18 . 00 beff (in) 69. 00 Y bar(in) = 21.21 Seff (in**3) = 246. 02 Str (in**3) - 250. 87 II Teff (in**4) = 5111 . 46 Itr (in**4) - 5319.. 97 Stud length (in) - 4 . 50 Stud diameter (in) = 075 Stud Capacity (kips) q = 13.3 II # of studs: Full = 83 Partial = 72 Actual = 72 Number of Stud Rows = 1, Percent of Full Composite Action = 87 . 47 II LOADS: Self Weight = 0.076 k/ft Point. Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 2 . 00 5. 80 4.30 7 .20 Yes Yes II 10. 00 5. 80 4. 30 7. 20 Yes Yes 18 . 00 5. 80 4 .30 7.20 Yes Yes 26. 00 5. 80 4 .30 7. 20 Yes Yes 1 ) 34 . 00 5. 80 4 .30 . 7 . 20 Yes Yes 2. 00 7.20 0. 00 7.20 Yes Yes 34 . 00 7.20 0. 00 7 . 20 Yes Yes 1 18 . 00 11 .50 0. 00 11 . 50 Yes Yes SHEAR: Max V (kips) = 68 .34 fv (ksi) = 6.49 Fv = 20. 00 IIMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange I/ kip-ft ft _ft fb Fb fb Fb Center Pre DL 134 . 4 18 . 0 --- 9. 16 33. 00 9. 16 33. 00 Max + 675.4 18 . 0 --- --- IMmax/Seff 32. 95 33. 00 --- --- Mprecmp/Sx+Mpost/Seff 35.55 45. 00 --- --- Controlling 675. 4 18 . 0 --- --- 32 . 95 33. 00 --- --- I/ fc (ksi) = 1 .26Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 13. 89 10. 81 DL reaction 32 . 97 25. 13 11 Max + LL reaction 35. 37 26. 53 Max + total reaction 68.34 51. 66 DEFLECTIONS: (Camber = 1/2) II Initial load (in) at 20. 79 ft = -0. 698 L/D = 723 II J IProject _ ix�Fp� Job No. Client Location /2.c:463 ,■\ B 1---I T I 12.- Designed by Date 2.-1,- . Page (5 of 77_,. STRUCTURAL ENGINEERS Sheet description 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com I rl' ' 2S' -'i'y!t 401 nit, M, wl t M, I nit SQA - t 4-.3 c. kcit- et =6104 JL--,7_ )L60, bo) = 4.4pL 411A4A-- z ���t l�Z C 60 I coo ) �. �c. j2 u.. (A)2,4)(62 6.), c- I I I I I I I i I t✓ RAMSBEAM V2. 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers �! Job: Bridgeport Cinema Steel Code: AISC 9th Ed. 111. IISPAN INFORMATION: Theater #4 Spandrel Beam Beam Size (Optimum) = W24X62 Fy = 50. 0 ksi Total Beam Length (ft) = 40. 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2. 50 Unit weight concrete (pcf) 145. 00 145. 00 f'c (ksi) • 4. 00 p 4 . 00 Decking Orientation arallel parallel Decking type ASC 3W ASC 3W 11 Distance to Adjacent (ft) Edge: 0. 50 Beam: 18 . 00 beff (in) 66. 00 Y bar (in) = 21. 64 Seff (in**3) - 196. 14 Str (in**3) = 198. 94 Ieff (in**4) Itr (in**4) = 4304.76 Stud length (in) 4 . 50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13. 3 I/ # of studs: Full = 80 Partial = 73 Actual = 73 Number of Stud Rows = 1, Percent of Full Composite Action = 91. 94 LOADS: Self Weight = 0.062 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 1 . 00 5. 80 4 .30 7.20 Yes Yes 9. 00 5. 80 4. 30 7.20 Yes Yes 17. 00 5. 80 4.30 7 .20 Yes Yes 25. 00 5. 80 4. 30 7. 20 Yes Yes 33. 00 5.80 4 .30 7 .20 Yes Yes 1. 00 4. 90 0. 00 4 . 90 Yes Yes 33. 00 4 . 90 0.00 4 . 90 Yes Yes 17. 00 8 . 60 0. 00 8. 60 Yes Yes SHEAR: Max V (kips) = 59.77 fv (ksi) = 5. 86 Fv = 20. 00 II MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Pre DL 119. 1 17 . 0 --- --- 10. 91 33.00 10. 91 33. 00 Max + 538. 4 17. 0 --- • --- IIMorax/Seff 32. 94 33. 00 --- --- Mprecmp/Sx+Mpost/Seff 36.56 45. 00 --- --- Controlling 538. 4 17. 0 - --- 32. 94 33. 00 --- --- 1 . 12 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 13. 60 10. 38 DL reaction 28 . 49 21 .38 11 Max + LL reaction 31 .28 23. 12 Max + total reaction 59. 77 44 .50 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 20. 00 ft = -0. 760 L/D = 631 Project ry, py `^ Job No. AClient � jr �" Location ° B H T I Designed by Date o ��ff�J STRUCTURAL ENGINEERS 41,4_ 1-1)+o Page F t9f 7y 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn I if 151 22) 121‘ tois M. A, A, frig 14.C.312-1-DL 4 �i =0 F I',C z j ((oo ,(90) — *.ft2k. •t, t, r2.- = Mk(V )(IA) cvc, = L.2.1 Imo-- , G.� ILLA 1,0?--1 K I4 C2 ) c 1 I 1 I 1 1 i I RAMSBEAM V2. 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers F t� Job: Bridgeport Cinema Steel Code: AISC 9th Ed. 11 SPAN INFORMATION: Theater #5 Spandrel Beam Beam Size (User Selected) = W21X44 Fy = 50. 0 ksi Total Beam Length (ft) = 31. 00 ICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145. 00 145. 00 IIf'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W II Distance to Adjacent (ft) Edge: 0.50 Beam: 18 . 00 beff (in) 52. 50 Y bar (in) = 19. 43 Seff (in**3) = 116. 74 Str (in**3) = 128. 79 II Ieff (in**4) _ 2078 . 97 Itr (in**4) = 2502. 89 Stud length (in) 4.50 Stud diameter (in) = 0.75 Stud Capacity (kips) q = 13. 3 II # of studs: Full = 62 Partial = 28 Actual = 28 Number of Stud Rows = 1, Percent of Full Composite Action = 45. 19 11 LOADS: Self Weight = 0. 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 1 . 00 5. 80 4 .30 7 .20 Yes Yes I 8 . 00 5.80 4 . 30 7.20 Yes Yes 15. 00 5. 80 4 .30 7.20 Yes Yes 22 . 00 5. 80 4 .30 7 .20 Yes Yes I ) 8 . 00 6. 70 0.00 6.70 Yes Yes 22. 00 3. 80 0. 00 3. 80 Yes Yes IISHEAR: Max V (kips) = 45.54 fv (ksi) = 6. 59 Fv = 19. 03 MOMENTS: IISpan Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb ' Fb Center Pre DL 77 . 3 15.0 --- --- 11 .37 33. 00 11 . 37 33. 00 II Max + 311 . 4 15. 0 --- Mmax/Seff 32 . 01 33. 00 ---- Mprecmp/Sx+Mpost/Seff 35. 43 45. 00 --- --- IIControlling 311.4 15. 0 --- --- 32. 01 33. 00 --- _-_ fc (ksi) = 0. 95 Fc = . 1. 80 IIREACTIONS (kips) : Left Right Initial reaction 11 .51 7 . 07 II DL reaction 21.35 13.72 Max + LL reaction 24 . 19 15. 11 Max + total reaction 45. 54 28 . 83 IIDEFLECTIONS: Initial load (in) at 15.35 ft = -0.523 L/D = 711 Live load (in) at 15.35 ft = -0.466 L/D = 798 11 Post Comp load (in) at 15. 35 ft = -0. 671 L/D = 554 Project `/ 0 Job No. A B H T Client jf Location /04-03 IDesigned by I. Date f2. 2 „<4y Page r(9 of STRUCTURAL ENGINEERS .� Sheet description Lw /?J vV� 7fi 224 NW 13th Ave.,SuiteTel 503 243.6682 3Fax 03.243.662225.Portland,OR 97209 www.abht-structural.com -rtftgah-Tot.-14 cc, 041 rAt Int M. O1 1.4f %of MIs. ,7,2-k(A , , = z4-' , � % Z.Z � z�- I ) 2Zg)(16)0.4 , �� = ,,,e u , 31, 1%k- I,� 44 v � 24 �.SS C- > c 1. 1 I I I 1 1 I 1 team Size ��� a�er #6 S __ . ,nom ( 9th Ed. I Total Beam (Optimum) W24X5andrel Beam COMPOSITE PROPERTIES 5 Fy ' S0. Concrete thickness - 41 . 0: 0 ksi Zo/ ckness shored} : /�.r I Unit weight concrete(in) Left f'c !ksi} (pcf) 2. 50 Right } Decking Orientation 145. 00 2.50 Decking tion 4 . 00 145. fl0 Distance ttoe parallel 4 .00 beff (in) Adjacent (ft) ASC 3W II Seff (in**3) _ parallel ` 67.50 Edge= 0.50 ASC 3W Teff !in**4) 164 . 53 Y bar(in) Beam: 1$. Stud length ` 3379,28 Str 21. 97 0Q (in)II (in**3) Stud Capacity 4. 50 Itr (in**4) _ 177. 45 # of studs: (kips} g T 13. 3 Stud diameter (in) = 3897. 84 Number ofstuds: Stud Full = 70 Partial _ 0. 75 I Rows = 1, Percent`of 4 Actual LOADS: Self Full Composite Point Loads Weight = 0. 055 posits Action (kips} : k/ft = 63. 44 II Dist DL 10. 00 I 2. 00 5. 80 Pre 4.30 LL Flange Bracing 7.20 Yes 18. 5. 80 4, 30 7.20 op Bottom 26. 00 5.gQ 5. 80 4 .30 7.20 Yes Yes 18. 00 3, 8 4. 30 7.20 Yes Yes 2. 00 2.20 0. 00 3. 80 Yes Yes II 11 34. 00 0. 00. Yes Yes 34. 00 5. 80 4 . 3Q 2.2Q Yes Yes 2.20 0. 00 7.20 Yes 1 "SEAR: 2.20 Yes Yes Max VYes Yes (kips) = 46. 79 fv (ksi)) 5.25 = 18. Span Cond Fv 81 Moment enter Pre DL kip-ft ft Lb Cb 125. 3 ft Tension Flange Comp Fb Max + 18. 0 - .1fb .Fb0 . 19fb Flange 451. 0 18, 0 ontr pre mp/Sx+M --- II 13.19 33. 00 13. 19 3 oiling Post/Seff 3. 00 451. 0 32. 89 33.00 18. 0 36. 94 (ksi) 0, _ __- 32. 45. 00 89 Fc89 33, 00 --� "ACTIONS (kips 1 . 80 -__ ___ Initial ) � reaction Left ADL reaction Right II Max + LL r 13. 19 Max + reaction 22. 00 10. 57 total reaction' 24 . 80 17. 46 ELECTIONS: 46. 79 19. 40 • Initial (Camber -- 3/4) 36. 87 l load (in) at 20, 50 ft 1 II '0. 959 L/D 513 1 I i Project ,p�,�•� Job No. Client /�.�'1 Locationk�'•� A B H T IDesigned by Date el.�ry/� _ /, Page of y STRUCTURAL ENGINEERS 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn >`�t > ��t ,921' >4'> 111 Trivirmt, it-' ttvt �� til t NA, 111 1 �► (z,, R, 1 I ) I I I I I 1 111 i RAMSBEAM V2.0 Gravity Beam Design 11t724/Licensed to: ABHT Structural. Engineers Job: Bridgeport Cinema Steel Code: AISC 9th Ed. IISPAN INFORMATION: Theater #7 Spandrel Beam Beam Size (Optimum) = W24X68 Fy = 50 .0 ksi Total Beam Length (ft) = 44. 00 1 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2. 50 2.50 Unit weight concrete (pcf) 145. 00 145. 00 1 f'c (ksi) 4 .00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W 1 Distance to Adjacent (ft) Edge: 0.50 = Beam: 18 . 00 beff (in) 72. 00 Y bar (in) 21.59 Seff (in**3) = 201 . 32 Str (in**3) = 224 . 97 1 Teff (in**4) = 3847. 88 Itr (in**4) == 4856.56 Stud length (in) 4 . 50 Stud diameter (in) 0.75 Stud Capacity (kips) q = 13.3 1 # of studs: Full = 81 Partial = 36 Actual = 36 Number of Stud Rows = 1, Percent of Full Composite Action = 44 . 45 I LOADS: Self Weight = 0. 068 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 1 2 . 00 5. 80 4 .30 7 .20 Yes Yes 11. 00 5. 80 4 .30 7. 20 Yes Yes • 20. 00 5. 80 4 .30 7. 20 Yes Yes 29. 00 5. 80 4 .30 7.20 Yes Yes Ii 20. 00 6. 50 0. 00 6. 50 Yes Yes 2. 00 3. 60 0. 00 3. 60 Yes Yes 37 . 00 5.80 4 .30 7 .20 Yes Yes 1 ' 37. 00 3. 60 0. 00 3. 60 Yes Yes SHEAR: Max V (kips) = 52 .36 fv (ksi) = 5.59 Fv = 19. 76 1 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange 1 kip-ft ft -ft --- fb Fb fb Fb Center Pre DL 136. 8 20. 0 10. 66 33. 00 10. 66 33.00 Max + 553. 0 20. 0 --- --- 1 Mmax/Seff 32. 96 33. 00 `_� Mprecmp/Sx+Mpost/Seff 35. 47 45.00 Controlling 553. 0 20. 0 --- --- 32. 96 33. 00 --_ --- 1 fc (ksi) = 0. 99 Fc = 1 . 80 I REACTIONS (kips) : Left Right Initial reaction 13. 33 11. 18 DL reaction 25. 01 20.70 1 Max + LL reaction 27. 35 22 . 35 Max + total reaction 52. 36 43. 05 DEFLECTIONS: (Camber = 3/4) 1 Initial load (in) at 22. 00 ft = -0. 888 L/D = 595 •1 i Project Job No. Client Location ABH T 1 Designed by ( Date ,ovo) 4,_ Page F.2.3 of y STRUCTURAL ENGINEERS 224 NW 13th Ave.,Suite 325•Portland,OR 97209 j Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com 1 1 "i t 1. # 11 1' 14' el` 'l.40' !" >2?� `` $1 it4, AL M, Mti M-1 rJt t Vz , I�I= S. t � 4:2? C, ., 1,2-144., 2A -L C' M,+ � �c�� f®v, , I ca) t ) Cv,7Ar,,ct,) //.0k I ) /c- c7 ca'Alo`) (60,4Q0) - 7P/it, ) 7„Vitc . ,k9i-tyl Aabe44-64) CT:e7 Z : lN24-1(62(04) L=C) 1 1 1 1 1 1 1 RAMSBEAM V2. 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers ray Job: Bridgeport Cinema Steel Code: MSC 9th Ed. 'L IISPAN INFORMATION: Theater #8 Spandrel Beam 1 Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 26. 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2.50 2. 50 Unit weight concrete (pcf) 145. 00 145. 00 11 f'c (ksi) 4 . 00 para4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Edge: 0.50 Beam: 18 . 00 beff (in) 45. 00 Y bar (in) = 18. 96 Seff (in**3) = 118. 71 Str (in**3) = 127.21 II teff (in**4) _ 2119.28 Itr (in**4) = 2411 . 63 Stud length (in) 4 . 50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13.3 I # of studs: Full = 50 Partial = 33 Actual = 33 Number of Stud Rows = 1, Percent of Full Composite Action = 66.20 i LOADS: Self Weight = 0. 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 7 . 00 5. 80 4 .30 7.20 Yes Yes II 14 . 00 9. 00 6. 70 11 . 20 Yes Yes 7 . 00 7. 80 0. 00 7. 80 Yes Yes I21 . 00 9.00 6. 70 11.20 Yes Yes 21 . 00 8 . 40 0. 00 8. 40 Yes Yes SHEAR: Max V (kips) = 49. 04 • fv (ksi) = 7 . 09 Fv = 19. 03 II MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange II kip-ft ft ft fb Fb fb Fb Center Pre DL 78. 9 14 . 0 --- --- 11 . 61 33. 00 11 . 61 33. 00 Max + 326.3 14 . 0 --- --- II 32. 98 33. 00 --- Mprecmp/Sx+Mpost/Seff 36. 61 45. 00 --- Controlling 326. 3 14.0 --- --- 32 . 98 33. 00 -- --- IIfc (ksi) = 1. 11 Fc = 1. 80 1 REACTIONS (kips) : Left Right Initial reaction 8 . 10 10.75 DL reaction 18 . 01 23. 14 II Max + LL reaction 19. 90 25. 90 Max + total reaction 37. 91 49. 04 IIDEFLECTIONS: Initial load (in) at 13.26 ft = -0. 367 L/D = 850 Live load (in) at 13.26 ft = -0. 338 L/D = 924 \ I i Post Comp load (in) at 13.26 ft = -0. 491 L/D = 635 Total load (in) at 13.26, ft = -0. 858 L/D = 363 II / 0 IProject ���I(_-C'� Jb A B H T IDesigned by Date Page p2� of STRUCTURAL ENGINEERS I 2 2� ( 7?i- 224 NW 13th Ave.,Suite 325•Portland,OR 97209 I ' Sheet description 1 Tel 503.243.6682•Fax 503.243 6622 www.abht-structural.com n 44' its t& V ; ' �,,4.! Si `�` ti' It' Z ' Mc ��,,, v la, I I 4.1: �,- �y 2� 1 t� At "EL �)Ca 1 tom, tao-) z &.312.E (0.2[t- 4L. to.1- z1A- IA,--. IA,4 e 1(_ci )C e,c- )(-c7 , 41..) z 11.1 iirix, , 9P lakx-rx, ,to A-121A-0 I } �, -(-� 4-c.0)��' ���' ,( ?) d g/1-12-0t, �. �,�, I t2�. " i� (4-)Com'I �') _ 1.(0�,au , `�,to �,4. I IKA-A4411 : t/01-11-14*(1).0) C 919, 4% x I I I 1 1 1 II RAMSBEAN V2. 0 Gravity Beam Design Licensed to: ABHT Structural Engineers Ff/ Job: Bridgeport Cinema Steel Code: AISC 9th Ed. qv IISPAN INFORMATION: Theater #9 Spandrel Beam 2 Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 28. 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2.50 Unit weight concrete (pcf) 145.00 145. 00 II f'c (ksi) 4 . 00 para4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W IIDistance to Adjacent (ft) Edge: 0. 50 Beam: 18 .00 beff (in) = 48.00 Y bar(in) = 19. 16 Seff (in**3) = 118 .25 Str (in**3) = 127 . 88 1 Ieff (in**4) = 2115. 62 Itr (in**4) = 2450. 18 Stud length (in) 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13. 3 I # of studs: Full = 72 Partial = 39 Actual = 39 Number of Stud Rows = 1, Percent of Full Composite Action = 54 . 85 I LOADS: Self Weight = 0. 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom II 17 . 00 8 . 30 6.20 10. 40 Yes Yes 9. 00 12. 10 9. 00 10. 40 Yes Yes 5. 00 9. 60 0. 00 9. 60 Yes Yes 21. 00 8 .40 0. 00 8.40 Yes Yes SHEAR: Max V (kips) = 43.21 fv (ksi) = 6.25 Fv = 19. 03 IIMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange I - kip-ft ft ft fb Fb fb Fb Center Pre DL 80.7 9. 0 --- 11. 86 33. 00 11 . 86 33. 00 Max + 317. 7 17 . 0 --- --- Mmax/Seff . 32 .24 33.00 --- I Mprecmp/Sx+Mpost/Seff 35. 92 45. 00 --- --- Controlling 317. 7 17. 0 --- --- 32.24 33. 00 --- --- IIfc (ksi) = 1 .02 Fc = 1 . 80 REACTIONS (kips) : Left Right I Initial reaction 9. 16 7.28 DL reaction 22 . 08 17 .56 Max + LL reaction 21. 13 17 . 67 IMax + total reaction 43 .21 35.23 DEFLECTIONS: II Initial load (in) at 13. 72 ft = -0.455 L/D = 739 Live load (in) at 13. 86 ft = -0 .375 L/D = 897 Post Comp load (in) at 13.. 86 ft = -0. 571 L/D = 589 Total load (in) at 13. 86 ft = -1 . 026 L/D = 328 II II 4/ . I RAMSBEAM V2. 0 - Gravity Beam Design Licensed to: ABHT Structural Engineers f Zi Job: Bridgeport Cinema Steel Code: AISC 9th Ed. .71r liSPAN INFORMATION: Theater #9 Spandrel Beam 1 Beam Size (Optimum) = W24X68 Fy = 50.0 ksi Total Beam Length (ft) = 34 . 00 11 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2. 50 2 .50 Unit weight concrete (pcf) 145. 00 145. 00 II f'c (ksi) 4 . 00 4 .00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Edge: 0. 50 Beam: 18 . 00 beff (in) = 57. 00 Y bar(in} = 20.75 Seff (in**3) - '199. 90 Str (in**3) - 221 . 07 II teff (in**4) _ 3717 .25 Itr (in**4) = 4587. 88 Stud length (in) 4 .50 Stud diameter (in) 0,75 Stud Capacity (kips) q = 13 .3 I # of studs: Full = 63 Partial = 29 Actual = 29 Number of Stud Rows = 1, Percent of Full Composite Action = 46. 37 II LOADS: Self Weight = 0. 068 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 10. 00 8. 30 6.20 10.40 Yes Yes I 18 . 00 12. 10 9. 00 10. 40 Yes Yes 26. 50 12. 10 9. 00 10.40 Yes Yes 7. 50 8. 40 0. 00 8 . 40 Yes Yes 23. 00 9. 60 0.00 9. 60 Yes Yes SHEAR: Max V (kips) = 52. 81 fv (ksi) = 5. 64 Fv = 19. 76 IIMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange I kip-ft ft ft fb Fb fb Fb Center Pre DL 151 . 0 18 . 0 --- --- - 11.77 33. 00 11 .77 33. 00 Max + 548 . 9 18 . 0 --- --- I Mmax/Seff 32. 95 33. 00 -- --_ Mprecmp/Sx+Mpost/Seff 35. 65 45.00 --- --- Controlling 548. 9 18 . 0 --- --- 32. 95 33.00 ---- --- Ifc (ksi) = 1.11 Fc = 1. 80 I REACTIONS (kips) : Left Right Initial reaction 11.76 14 . 77 DL reaction 25. 04 27 . 79 I Max + LL reaction 24 . 18 25 . 02 Max + total reaction 49.22 52. 81 DEFLECTIONS: IIInitial load (in) at 17.34 ft = -0.555 L/D = 735 Live load (in) at 17 . 17 ft = -0. 500 L/D = 815 Post Comp load (in) at 17 . 17 ft = -0.761 L/D = 536 1 Total load (in) at 17. 17 ft = -1.316 L/D = 310 I Project VAiiptclaavortr, Job No. Client T -- Location 23 /•\ B H T IDesigned by 1 Date 1.QPage uu of STRUCTURAL ENGINEERS `�I:4- p2,5 �I' 224 NW 13th Ave.,Suite 325.Portland,OR 97209 } Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com I I I 1146A-roz- it to 1` v 24' ! ii 1 ¢' ,1 ?o 94' O \i/ N I° I, I v }„ \, I i, rZ 121 4?-ianA 3- 12-AgAGYA 1- Kik x-:-6.22124X, ) 6.74100CADti It)412-lot/ I X1 - '2.! 0I,d 10A-(..4, I ) 12 -:-Ce.4.--PC-2'1-)c ) 10.4) i ifii 12_, = IAC ) Com, 60) (1,51 , , 1J,5171.4. Iweikm 2.. v,,)i -dam CPA-) C44 ' mknA '2, : (i0 V1-)cito (0)4) c/q)I I I I I r I i RAMSBEAM V2. 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers F2q Job: Bridgeport Cinema Steel Code: AISC 9th Ed. �y SPAN INFORMATION: Theater #10 Spandrel Beam 1 II' Beam Size (User Selected) = W18X40 Fy = 50. 0 ksi Total Beam Length (ft) = 24 . 00 IICOMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2. 50 2. 50 Unit weight concrete (pcf) 145. 00 145. 00 I/ f'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W IIDistance to Adjacent (ft) Edge: 0. 50 Beam: 18 . 00 beff (in) = 42. 00 Y bar (in) = 16. 78 • Seff (in**3) = 92. 91 Str (in**3) - 106. 17 I Ieff (in**4) , 1370. 90 Itr (in**4) - 1781. 54 Stud length (in) 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) q = 13. 3 NI # of studs: Full = 74 Partial = 31 Actual = 31 Number of Stud Rows = 1, Percent of Full Composite Action = 42. 11 II LOADS: Self Weight = 0. 040 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 11 7 . 00 8. 30 6.20 10. 40 Yes Yes 16. 00 12.10 9. 00 10.40 Yes yes 7 . 00 10. 80 0.00 10. 80 Yes Yes SHEAR: Max V (kips) = 36.53 fv (ksi) = 6. 48 Fv = 20. 00 11 MOMENTS: Span Cond Moment @ Lb ' Cb Tension Flange Comp .Flange kip-ft ft ft fb Fb fb Fb Center Pre DL 65. 0 16. 0 --- --- 11 . 41 33. 00 11. 41 33. 00 Max + 254. 7 7 . 0 --- --- Mmax/Seff 32. 90 33. 00 - --- 11 --- Mprecmp/Sx+Mpost/Seff 35. 91 45. 00 -- Controlling 254 .7 7 . 0 32. 90 33. 00 fc (ksi) = 1 . 06 Fc = 1 . 80 IREACTIONS (kips) : Left Right Initial reaction 7 .87 8 .29 DL reaction - 18 . 04 14 .12 II Max + LL reaction 18.48 13. 12 Max + total reaction 36. 53 27 .24 IIDEFLECTIONS: Initial load (in) at 11. 88 ft = -0. 367 L/D = 786 I Live load (in) at 11. 76 ft = -0. 317 L/D = 908 Post Comp load (in) at 11. 76 ft = -0. 476 L/D = 605 Total load (in) at 11.76 ft = -0. 842 L/D = 342 I RAMSBEAM V2. 0 - Gravity Beam Design IILicensed to: ABHT Structural Engineers j 3/' Job: Bridgeport Cinema Steel Code: AISC 9th Ed. 11/ ISPAN INFORMATION: Theater #10 Spandrel Beam 2 ) • Beam Size (User Selected) = W24X76 Fy = 50 .0 ksi Total Beam Length (ft) = 34 . 00 I COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2. 50 2 .50 Unit weight concrete (pcf) 145. 00 145. 00 11 f'c (ksi) 4. 00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W II Distance to Adjacent (ft) Edge: 0. 50 = Beam: 18 . 00 beff (in) 57. 00 Y bar (in) 20.50 Seff (in**3) = 225. 34 Str (in**3) = 247 . 19 II , Teff (in**4) _ 4156. 85 Itr (in**4) == 5067. 60 Stud length (in) 4 .50 Stud diameter (in) 0.75 Stud Capacity (kips) q = 13.3 I # of studs: Full = 71 Partial = 34 Actual = 34 Number of Stud Rows = 1, Percent of Full Composite Action = 48. 04 LOADS: Self Weight = 0. 076 k/ft it Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 11 7. 00 12.10 9. 00 10. 40 Yes Yes 28. 00 10. 80 0. 00 10. 80 Yes Yes 14 . 00 12. 10 9. 00 10.40 Yes Yes 24 . 00 12. 10 9. 00 10.40 Yes Yes 1 ) 14 . 00 11 . 50 0.00 10. 80 Yes Yes lit SHEAR: Max V (kips) = 58. 05 fv (ksi) = 5. 52 Fv = 20. 00 II MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb - 4 Center Pre DL 158 . 9 14 . 0 --- 10. 83 33. 00 10. 83 33. 00 Max + 618 . 3 14 . 0 --- --- 1 Mmax/Seff 32. 92 33. 00 Y-- --- Mprecmp/Sx+Mpost/Seff 35. 30 45 . 00 Controlling 618 . 3 14 . 0 --- --- 32 . 92 33.00 --- --- fc (ksi) = 1.22 Fc = 1 . 80 il REACTIONS (kips) : Left Right Initial reaction 16.38 13.21 DL reaction 30.25 30. 94 II Max + LL reaction 25. 69 27 . 11 Max + total reaction 55. 95 58. 05 DEFLECTIONS: II Initial load (in) at 16. 83 ft = -0. 523 L/D = 780 Live load (in) at 16. 83 ft = -0. 469 L/D = 871 Post Comp load (in) at 16. 83 ft = -0.746 L/D = 547 I Total load (in) at 16.83 ft = -1 .269 L/D = 321 I vi ni l.i- M -■ I .__., 1 ,..„,,:_, _— _ __ __[ . ini__° Hi - _r _ _ _ __ __ __ ..... 3132._ „ . =,2,. 111111 IA4 a i 11X44 ✓ 1a. 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DL 4- 6.95 K NCDL - 11.33 IL t 11+L (I. 9 K Dt, '1' 9. 4 K Acct, 4 1�g.54 K LL I / Y 111 Project Job No. A Client Location H T Zv+o3 Designed by Date Page of STRUCTURAL ENGINEERS 5 6 MP L zoo 4 r7y 224 NW 13th Ave.,Suite 325•Portland,OR 97209 } Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com I 15 R89 = G k DL + 4,44 K. 4COL. -a' 1 f95 it. L.L. a,5' 1 7 ' 2 1 t 25 1 I P`(14(.,= 1/4Ic0l 4 9/ k 1IC9L+ 16/41-U... LL 0.2 g, )- l3.(o t Lo-3'a 17.07 J I Ott, I I 4116 qi .. 3.3 e 0 L + 2-,(O 1. N e-h L + 1 (95 it. L L. 7,4'' > !3 1 _' t7 I RL 1.42 Dl { 1.1214. NGD4 k 1.74 k LL i Ir 1 I 41/ ��t $.7' 14' N.3i zo t>r 3x ?7 ` '�, 5o , Bibi I0.9�K OV+ �.3� mut_ k 3.?9 t� �V R4g1 > t 51,Rfat3 ASI Mia Pto R 0,, .L. I.41.14 01,..+ I .I Z. 14 Nag. (. ►4 L."... �_ +P+46t P.,(40.. 461 0‘b5 I R6(e = 3 44 + 2,2.14 1.Ic0t_ + 3. b k t L_ I p,(1134 �ygt 11:44, 149L.+ G 3,.I-7 k nick, 1- 21 •.$3 v. L_L Rg 3. t 5 = l b IL Ol 1,35 K- IJcj L, 4 1/005 LL, IikEt14,1 = fb, y1VA--' 7,62 4c44 4 1Z, Is k Lei, Chi$ 5 2 6. R429,- 1S,/0'L ,* 12,1 man. -! !4,3 > > a(aZ I = CM fop> DL. + 51b et*-- 14wt. + Wo* LL) (6,-5'4 g 15'}(1. .046 K(,F Pt,.. 4" .4049 g4-1= rick L_4 too kt.F Ll. I 1 I I II F39/t Beam Results ems- RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: Pk I Beam Size (Optimum) = W12X19 Fy = 50 . 0 ksi Total Beam Length (ft) = 22 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 I Unit weight concrete (pcf ) 145 . 00 145. 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I/ Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 9 . 70 Beam: 10 . 30 beff (in) = 66 . 00 Y bar(in) = 14 . 22 Seff (in**3) = 39 . 71 Str (in**3) = 42 . 84 I Ieff (in**4) 539 . 70 Itr (in**4) = 609 . 31 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 22 Partial = 18 Actual = 18 11; Number of Stud Rows = 1, Percent of Full Composite Action = 73 . 06 LOADS: Self Weight = 0 . 019 k/ft Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 22 . 00 0 . 780 0 . 780 0 . 580 0 . 580 1 . 000 1 . 000 :: ) SHEAR: Max V (kips) = 19 . 79 fv (ksi) = 6 . 92 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan( I kip-f t ft -f t --- fb Fb fb Fl Center Pre DL 36 . 2 11 . 0 20 . 42 33 . 00 20 . 42 33 . 1 Max + 108 . 8 11 . 0 --- --- Mmax/Seff 32 . 89 33 . 00 Mprecmp/Sx+Mpost/Seff --- --- 42 . 35 45 . 00 --- -- Controlling 108 . 8 11 . 0 32 . 89 33 . 00 --- -- fc (ksi) = 0 . 62 Fc = 1. 80 I REACTIONS (kips) : Left Initial reaction Right 6 . 599 II DL reaction 8 . 79 8 . 79 Max + LL reaction 11 . 00 11 . 00 Max + total reaction 19 . 79 19 . 79 I DEFLECTIONS: (Camber = 3/4) = Initial load (in) at 11 . 00 ft = -0 . 837 L/D315 Live load (in) at 11 . 00 ft = -0 . 337 L/D = 784 Post Comp load (in) at 11 . 00 ft = -0 . 404 L/D = 653 I Total load (in) at 11 . 00 ft = -1 . 241 L/D = 213 II II I/ J 1 F146/72.- Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design .. ,..... Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. ISPAN INFORMATION: ,t7.- Beam Size (User Selected) = W10X12 Fy = 50 . 0 ksi Total Beam Length (ft) = 8. 30 COMPOSITE PROPERTIES (Not Shored) : Left Concrete thickness (in) Right Unit weight concrete2. 50 2 . 00 f 'c (ksi) (pcf) 145. 00 145 . 00 I Decking Orientation 4 . 00 4 . 00 Decking type parallel Distance to Adjacent ftASC 3W ASC 3W beff (in = { } parallel Beam: 12 . 30 Edge: 0 . 50 } 18. 45 Y bar(in) = 10 . 86 11 Seff (in**3) 17. 24 Str (in**3) 22 . 46 Ieff (in**4) 158 . 07 Itr (in 4) 244 . 00 Stud length (in) = 4. 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 1 # of studs: Full = 14 Partial = 4 Actual = 4 Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 05 LOADS: Self Weight = 0. 012 k/ft 11 Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 III LL2 0. 00 8 . 30 0 . 480 0 . 480 0 . 357 0 . 357 0 . 615 0 . 615 I1 SHEAR: Max V (kips) = 4 . 59 fv (ksi) = 2 . 45 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Camp Flange II kip-ft ft ft fb Fb fb Fb - Center Pre DL 3 . 2 4 . 2 --- 3 . 50 33 . 00 3 . 50 33 . 00 Max + 9 . 5 4 . 2 ---Mmax/Seff 6 . 64 33 . 00 I Controlling Mprecmp/Sx+Mpost/Seff 9 . 5 4 . 2 -- 7. 92 45 . 00 --- --- - --- 6 . 64 33 . 00 --- --- fc (ksi) = 0 . 18 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 1 . 53 1 . 53 DL reaction 2. 04 2 . 04 II Max + LL reaction 2 . 55 2 . 55 Max + total reaction 4 . 59 4 . 59 DEFLECTIONS: I Initial load (in) at 4 . 15 ft = -0 . 025 L/D = 3943 Live load (in) at 4 . 15 ft = -0 . 014 L/D = 6953 Post Comp load (in) at 4 . 15 ft = -0 . 017 L/D = 5794 IITotal load (in) at 4 . 15 ft = -0 . 042 L/D = 2346 I II 4/ II Fei thy Beam Results ,, .. RAMSBEAM V2 . 0 - Gravity Beam Designe,r� II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: MSC 9th Ed. SPAN INFORMATION: B3 I/ Beam Size (Optimum) = W1219 Fy = 50 . 0 ksi Total Beam Length (ft) = 24 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 I Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 8 . 00 Beam: 8 . 00 beff (in) = 72 . 00 Y bar(in) = 14 . 37 Seff (in**3) = 38 . 28 Str (in**3) = 43 . 06 11 Ieff (in**4) = 511 . 34 Itr (in**4) = 618 . 70 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 24 Partial = 15 Actual = 15 11 Number of Stud Rows = 1, Percent of Full Composite Action = 60 . 89 LOADS: Self Weight = 0 . 019 k/ft Line Loads (k/ft) : I Dist' Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 24 . 00 0 . 624 0 . 624 0 . 464 0 . 464 0 . 800 0 . 800 I ) SHEAR: Max V (kips) = 17 . 32 fv (ksi) = 6 . 06 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan I kip-ft ft -ft ----- fb Fb fb F] Center Pre DL Max + 34 . 8 12 . 0 103 . 9 12 . 0 19 . 59 33 . 00 19 . 59 33 . 1 --- --- Mmax/Seff 32 . 57 33 . 00 Mprecmp/Sx+Mpost/Seff --- --- 41 . 26 45 . 00 -- Controlling 103 . 9 12 . 0 32 . 57 33. 00 --- -- fc (ksi) = 0 . 55 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 5 . 80 5 . 80 II DL reaction 7 . 72 7 . 72 Max + LL reaction 9 . 60 9 . 60 Max + total reaction 17 . 32 17 . 32 II DEFLECTIONS: (Camber = 3/4) Initial load (in) at 12 . 00 ft = -0 . 956 L/D = 301 Live load (in) at 12 . 00 ft = -0 . 403 L/D = 715 Post Comp load (in) at 12 . 00 ft = -0 . 483 L/D = 596 II Total load (in) at 12 . 00 ft = -1 . 440 L/D = 200 I r I/ F 42-4 11 -'Beam Results RAMSBEAM V2. 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B4 I/ Beam Size (Optimum) = W1012 Fy = 50 . 0 ksi Total Beam Length (ft) = 18 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 11 Unit weight concrete (pcf ) 145 . 00 145. 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 8 . 25 Beam: 9 . 00 beff (in) = 54 . 00 V bar(in) = 12 . 53 Seff (in**3) = 22 . 99 Str (in**3) = 24 . 71 II Ieff (in**4) Itr (in**4) = 309 . 72 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Full = 16 Partial = 12 Actual = 12 11 Number of Stud Rows = 1, Percent of Full Composite Action = 76. 64 LOADS: Self Weight = 0 . 012 k/ft Line Loads (k/ft) : IIDistl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 18 . 00 0 . 673 0 . 673 0 . 500 0 . 500 0 . 863 0 . 863 SHEAR: Max V (kips) = 13 . 93 fv (ksi) = 7 . 43 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flanc I kip-ft ft -ft-- --- fb Fb fb Ft Center Pre DL Max + 20 . 7 9 . 0 62 . 7 9 . 0 22 . 83 33 . 00 22 . 83 33 . ( --- --- Mmax/Seff 32 . 72 33 . 00 I Hprecmp/Sx+Mpost/Seff --- --- 44 . 73 45 . 00 --- -- Controlling 62 . 7 9 . 0 44 . 73 45 . 00 - -- fc (ksi) = 0 . 58 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction g 4 . 61 4 . 61 II DL reaction 6 . 17 6 . 17 Max + LL reaction 7 . 77 7 . 77 Max + total reaction 13 . 93 13. 93 I, DEFLECTIONS: (Camber = 3/4) Initial load (in) at 9 . 00 ft = -0 . 775 L/D = 279 Live load (in) at 9 . 00 ft = -0 . 253 L/D = 854 Post Comp load (in) at 9 . 00 ft = -0 . 304 L/D = 711 IITotal load (in) at 9 . 00 ft = -1 . 079 L/D = 200 I II j 4 I iF.4-yv, ii _Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design ..... .... . II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B5 II Beam Size (Optimum) = W810 Fy = 50 . 0 ksi Total Beam Length (ft) = 9 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 9 . 00 Beam: 9 . 00 beff (in) = 27 . 00 Y bar(in) = 10 . 02 Seff (in**3) = 13 . 56 Str (in**3) = 18 . 22 II Ieff (in**4) Itr (in 4) = 182 . 58 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 9 Partial = 4 Actual = 4 II Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 55 LOADS: Self Weight = 0 . 010 k/ft II Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DLA Pre DL2 LL1 112 0 . 00 9 . 00 0 . 702 0 . 702 0 . 522 0 . 522 0 . 900 0 . 900 ISHEAR: Max V (kips) = 7 . 25 fv (ksi) = 5 . 41 Fv = 20 . 00 MOMENTS: Span Cond • Moment @ Lb Cb Tension Flange Comp Flar ■1 �` kip-ft ft -ft fb Fb fb F Center Pre DL 5 . 4 4 . 5 --- 8 . 28 33 . 00 8 . 28 33 . Max + 16 . 3 4 . 5 --- --- Mmax/Seff 14 . 44 33 . 00 --- - Mprecmp/Sx+Hpost/Seff 17 . 95 45 . 00 Controlling 16 . 3 4 . 5 --- --- 14 . 44 33 . 00 --- - Ifc (ksi) = 0 . 30 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 2 . 39 2 . 39 II DL reaction 3 . 20 3 . 20 Max + LL reaction 4 . 05 4 . 05 Max + total reaction 7 . 25 7 . 25 IIDEFLECTIONS: Initial load (in) at 4 . 50 ft = -0 . 088 L/D = 1228 Live load (in) at 4 . 50 ft = -0 . 040 L/D = 2704 II Post Comp load (in) at 4 . 50 ft = -0 . 048 L/D = 2253 Total load (in) at 4 . 50 ft = -0 . 136 L/D = 795 "/ III I 4( I IIF 41-4-h i, -Beam Resultsz , RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B6 II Beam Size (Optimum) = W810 Fy = 50 . 0 ksi Total Beam Length (ft) = 12 . 50 COMPOSITE PROPERTIES (Not Shored) : Left Right I Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 6 . 00 Beam: 6 . 00 beff (in) = 37. 50 V bar(in) = 10 . 49 Seff (in**3) = 13 . 81 Str (in**3) = 18 . 66 II Ieff (in**4) _ 122 . 01 Itr (in**4) = 195 . 81 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 11 # of studs: Max = 12 Partial = 4 Actual = 4 Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 55 LOADS: Self Weight = 0 . 010 k/ft II Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 12 . 50 0 . 468 0 . 468 0 . 348 0 . 348 0 . 600 0 . 600 I ) :SHEARMax V (kips) = 6 . 74 fv (ksi) = 5 . 02 Fv = 20 . 00 i MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar I kip-f t ft -f t --- f b FLS f b f Center Pre DL 7 . 0 6 . 3 10 . 75 33 . 00 10 . 75 33 . Max + 21 . 1 6 . 3 --- --- Mmax/Seff 18 . 30 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 22 . 97 45 . 00 Controlling 21 . 1 6 . 3 --- --- 18 . 30 33 . 00 --- IIfc (ksi) = 0 . 31 Fc = 1 . 80 REACTIONS (kips): Left Right Initial reaction 2 . 24 2 . 24 II DL reaction 2 . 99 2 . 99 Max + LL reaction 3 . 75 3 . 75 Max + total reaction 6 . 74 6 . 74 II DEFLECTIONS: Initial load (in) at 6 . 25 ft = -0 . 220 L/D = 681 Live load (in) at 6 . 25 ft = -0 . 093 L/D = 1610 II Post Comp load (in) at 6 . 25 ft = -0 . 112 L/D = 1342 Total load (in) at 6 . 25 ft = -0 . 332 L/D = 452 II II II • ' I/ 4'Mir ', . Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B7 II Beam Size (User Selected) = W1012 Fy = 50 . 0 ksi Total Beam Length (ft) = 13 . 50 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 0 . 50 Beam: 6 . 25 beff (in) = 26 . 25 V bar(in) = 11 . 39 Seff (in**3) = 17 . 77 Str (in**3) = 23 . 44 II Ieff (in**4) 170 . 73 Itr (in**4) = 267 . 09 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 14 Partial = 4 Actual = 4 II Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 06 LOADS: Self Weight = 0 . 012 k/ft I Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 13 . 50 0 . 488 0 . 488 0 . 383 0 . 383 0 . 625 0 . 625 II SHEAR: Max V (kips) = 7 . 59 fv (ksi) = 4 . 05 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar II kip-ft ft -f t --- fb Fb fb F Center Pre DL 9 . 0 6 . 8 9 . 91 33 . 00 9 . 91 33 . Max + 25 . 6 6 . 8 --- --- Mmax/Seff 17 . 30 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 21 . 14 45 . 00 Controlling 25 . 6 6 . 8 --- --- 17 . 30 33 . 00 --- - Ifc (ksi) = 0 . 37 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 2 . 67 2 . 67 I DL reaction 3 . 38 3 . 38 Max + LL reaction 4 . 22 4 . 22 Max + total reaction 7 . 59 7 . 59 1 DEFLECTIONS: Initial load (in) at 6 . 75 ft = -0 . 189 L/D = 856 Live load (in) at 6 . 75 ft = -0 . 094 L/D = 1717 II Post Comp load (in) at 6 . 75 ft = -0 . 110 L/D = 1470 Total load (in) at 6 . 75 ft = -0 . 299 L/D = 541 II I II IIF-4._&) v Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B8 II Beam Size (Optimum) = V101112 Fy = 50 . 0 ksi Total Beam Length (ft) = 18 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I/ Decking type ASC 34T ASC 3U Distance to Adjacent (ft) Beam: 8 . 40 Beam: 8 . 50 beff (in) = 54 . 00 V bar(in) = 12 . 53 Seff (in**3) = 22 . 48 Str (in**3) = 24 . 71 II Ieff (in**4) Itr (in**4) = 309 . 725 Stud length (in) 4 . 50 Stud diameter (in) = 0 , 7 Stud Capacity (kips) q = 11 . 3 # of studs: Full = 16 Partial = 11 Actual = 11 II Number of Stud Rows = 1, Percent of Full Composite Action = 70 . 25 LOADS: Self 1Jeight = 0 . 012 k/ft II Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 18 . 00 0 . 663 0 . 663 0 . 493 0 . 493 0 . 850 0 . 850 I/ I SHEAR: Max V (kips) = 13 . 73 fv (ksi) = 7 . 32 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar I kip-ft ft ---ft fb Fb fb F Center Pre DL 20 . 5 9 . 0 --- 22 . 52 33 . 00 22 . 52 33 . Max + 61 . 8 9 . 0 --- --- Morax/Seff 32 . 98 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 44 . 57 45. 00 Controlling 61 . 8 9 . 0 --- --- 32 . 98 33 . 00 --- IIfc (ksi) = 0 . 57 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 4 . 55 4 . 55 I DL reaction 6 . 08 6 . 08 Max + LL reaction 7 . 65 7 65 Max + total reaction 13 . 73 13 . 73 II DEFLECTIONS: (Camber = 3/4) Initial load (in) at 9 . 00 ft = -0 . 765 L/D = 283 Live load (in) at 9 . 00 ft = -0 . 258 L/D = 837 II Post Comp load (in) at 9 . 00 ft = -0 . 310 L/D = 698 Total load (in) at 9 . 00 ft = -1 . 074 L/D = 201 I 11 i ✓ I -IIF4-1/2- Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B9 I Beam Size (Optimum) = W810 Fy = 50 . O ksi Total Beam Length (ft) = 13 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 11 Unit weight concrete (pcf) 145 . 00 145. 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I/ Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 7 . 00 Beam: 7 . 00 beff (in) = 39 . 00 Y bar(in) = 10 . 55 Seff (in**3) = 13 . 83 Str (in**3) = 18 . 71 II Ieff (in**4) Itr (in**4) = 197 . 29 Stud length (in) 4 . 50 Stud diameter (in) _ 0 . 75 Stud Capacity (kips) q = 11 . 3 I # of studs: Max = 13 Partial = 4 Actual = 4 Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 55 LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : 11 Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 13 . 00 0 . 546 0 . 546 0 . 406 0 . 406 0 . 700 0 . 700 I 1 SHEAR: Max V (kips) = 8 . 16 fv (ksi) = 6 . 09 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flanc II Center Pre DL kip-ft ft -f t fb Fb fb Fl 8 . 8 6 . 5 --- 13 . 51 33 . 00 13 . 51 33 . 1 Max + 26 . 5 6 . 5 --- --- Mmax/Seff 23. 02 33 . 00 ----1/ -- -- Mprecmp/Sx+Mpost/Seff 28 . 90 45 . 00 Controlling 26 . 5 6 . 5 --- --- 23 . 02 33 . 00 --- fc (ksi) = 0 . 39 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 2 . 70 2 . 70 I DL reaction 3 . 61 3 . 61 Max + LL reaction 4 . 55 4 . 55 Max + total reaction 8 . 16 8 . 16 I DEFLECTIONS: = Initial load (in) at 6 . 50 ft = -0 . 299 L/D 521 Live load (in) at 6 . 50 ft = -0 . 126 L/D = 1235 Post Comp load (in) at 6 . 50 ft = -0 . 152 L/D = 1029 II Total load (in) at 6 . 50 ft = -0 . 451 L/D = 346 II II II 4( II F4-8 7y Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B10 II Beam Size (Optimum) = W10)112 Fy = 50 . 0 ksi Total Beam Length (ft) = 19 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Beam: 7 . 00 Beam: 8 . 00 beff (in) = 57 . 00 I' bar(in) = 12 . 60 Seff (in**3) = 22. 54 Str (in**3) = 24 . 79 11 Ieff (in**4) Itr (in**4) = 312 . 48 0 . 75 Stud length (in) 4 . 50 Stud diameter (in) = Stud Capacity (kips) q = 11 . 3 # of studs: Full = 16 Partial = 11 Actual = 11 I Number of Stud Rows = 1, Percent of Full Composite Action = 70 . 25 LOADS: Self Weight = 0 . 012 k/ft Line Loads (k/ft) : Dist1 Dist2 DL1 . DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 19 . 00 0 . 585 0 . 585 0 . 435 0 . 435 0 . 750 0 . 750 SHEAR: Max V (kips) = 12 . 80 fv (ksi) = 6 . 82 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flanc I kip-ft ft -f t ----- fb Fb fb F2 Center Pre DL Max + 20 . 2 9 . 5 60 . 8 9 . 5 22 . 21 33 . 00 22 . 21 33 . t --- --- Mmax/Seff 32 . 36 33 . 00 I Mprecmp/S Cantralling x+Mpost/Seff 60 . 8 9 . 5 ----- _ 43 . 83 45. 00 --- -- 32 . 36 33 . 00 --- -- fc (ksi) = 0 . 54 , Fc = 1 . 80 IIREACTIONS (kips) : Left Right Initial reaction g 4 . 25 4 . 25 DL reaction 5 . 67 5 . 67 I Max + LL reaction 7 . 12 7 . 12 Max + total reaction 12 . 80 12 . 80 I DEFLECTIONS: (Camber = 3/4) Initial load (in) at 9 . 50 ft = -0 . 840 L/D = 271 Live load (in) at 9 . 50 ft = -0 . 280 L/D = 814 Post Comp load (in) at 9 . 50 ft = -0 . 336 L/D = 678 IITotal load (in) at 9 . 50 ft = -1 . 176 L/D = 194 r II I 4( I IIP4q/Ves Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design � .g , , II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B11 I Beam Size (Optimum) = W8 10 Fy = 50 . 0 ksi Total Beam Length (ft) = 4 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 9 . 40 Beam: 8 . 40 beff (in) = 12 . 00 ' bar(in) = 8 . 54 Seff (in**3) = 13 . 04 Str (in**3) = 16 . 88 11 Ieff (in**4) 96 . 14 Itr (in**4) = 144 . 12 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 4 Partial = 3 Actual = 3 INumber of Stud Rows = 1, Percent of Full Composite Action = 33 . 24 LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : IIDist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 4 . 00 0 . 695 0 . 695 0 . 525 0 . 525 0 . 890 0 . 890 SHEAR: Max V (kips) = 3 . 19 fv (ksi) = 2 . 38 Fv = 20 . 00 Ij MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan{ II kip-ft ft ---ft --- fb Fb fb Fl Center Pre DL 1 . 1 2 . 01 . 64 33 . 00 1 . 64 33 . E Max + 3 . 2 2 . 0 --- --- Mmax/Seff 2 . 94 33 . 00 Mprecmp/Sx+Mpost/Seff 3 . 59 45 . 00 --- _. Controlling 3 . 2 2 . 0 --- --- 2 . 94 33 . 00 --- fc (ksi) = 0 . 11 Fc = 1 . 80 IREACTIONS (kips) : Left Right Initial reaction Right 1 . 07 II DL reaction 1 . 41 1 . 41 Max + LL reaction 1 . 78 1 . 78 Max + total reaction 3 . 19 3 . 19 II DEFLECTIONS: Initial load (in) at 2 . 00 ft = -0 . 003 L/D = 13911 Live load (in) at 2 . 00 ft = -0 . 002 L/D = 26105 Post Comp load (in) at 2 . 00 ft = -0 . 002 L/D = 21918 IITotal load (in) at 2 . 00 ft = -0 . 006 L/D = 8510 II II i I ✓ I II F5v/y _'Beam Results I RAHSBEAM V2. 0 - Gravity Beam Design Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. I SPAN INFORMATION: B12 Beam Size (User Selected) = W103112 Fy = 50 . 0 ksi Total Beam Length (ft) = 10 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 8 . 00 Edge: 0 . 50 beff (in) = 21 . 00 V bar(in) = 11 . 07 II Seff (in**3) 17. 43 Str (in**3) 22 . 81 Ieff (in**4) 162 . 73 Itr (in**4) 252 . 49 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 I # of studs: Full = 14 Partial = 4 Actual = 4 Number of Stud Rows = 1, Percent of Full Composite Action = 30 . 05 LOADS: Self Weight = 0. 012 k/ft II Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 10 . 00 0 . 312 0 . 312 0 . 232 0 . 232 0 . 400 0 . 400 ISHEAR: Max V (kips) = 3 . 62 fv (ksi) = 1 . 93 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange I kip-ft ft ---ft --- fb Fb fb Fb Center Pre DL 3 . 1 5 . 03 . 36 33 . 00 3 . 36 33 . 00 Max + 9. 1 5 . 0 --- --- Mmax/Seff 6 . 23 33 . 00 --- --- Mprecmp/Sx+Mpost/Seff 7. 49 45 . 00 --- --- Controlling 9 . 1 5 . 0 --- --- 6 . 23 33 . 00 --- --- fc (ksi) = 0 . 15 Fc = 1 . 80 IIREACTIONS (kips) : Left Right Initial reaction 1. 22 1 . 22 DL reaction 1 . 62 1 . 62 I Max + LL reaction 2 . 00 2 . 00 Max + total reaction 3 . 62 3 . 62 DEFLECTIONS: I Initial load (in) at 5 . 00 ft = -0 . 035 L/D 3410 Live load (in) at 5 . 00 ft = -0 . 019 L/D = 6292 Post Comp load (in) at 5 . 00 ft = -0 . 023 L/D = 5243 Total load (in) at 5 . 00 ft = -0 . 058 L/D = 2066 II I r II I 4/ i IIr'5� -'BeamResults 1 RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B13 I Beam Size (Optimum) = W8X10 Fy = 50 . 0 ksi Total Beam Length (ft) = 13 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 11 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 4 . 70 Edge: 0 . 50 beff (in) = 25 . 50 Y bar(in) = 9 . 89 Seff (in**3) = 14 . 06 Str (in**3) = 18 . 24 II Ieff (in**4) = 120 . 44 Itr (in**4) = 180 . 32 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 12 Partial = 4 Actual = 4 INumber of Stud Rows = 1, Percent of Full Composite Action = 35 . 94 LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : IIDist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 13 . 00 0 . 184 0 . 184 0 . 137 0 . 137 0 . 235 0 . 235 I ) SHEAR: Max V (kips) = 2 . 79 fv (ksi) = 2 . 08 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan( I kip-ft ft ---ft --- fb Fb fb Fl Center Pre DL 3 . 1 6 . 54 . 77 33 . 00 4 . 77 33 . 1 Max + 9 . 1 6 . 5 --- --- Mmax/Seff 7 . 74 33 . 00 --- -- Mprecmp/Sx+Mpost/Seff 9 . 86 45 . 00 --- -- Controlling 9 . 1 6 . 5 --- --- 7 . 74 33 . 00 --- fc (ksi) = 0 . 17 Fc = 1 . 80 I/ REACTIONS (kips) : Left Right Initial reaction 0 . 96 0 . 96 I DL reaction 1 . 26 1 . 26 Max + LL reaction 1 . 53 1 . 53 Max + total reaction 2 . 79 2 . 79 II DEFLECTIONS: Initial load (in) at 6 . 50 ft = -0 . 106 L/D = 1474 Live load (in) at 6 . 50 ft = -0 . 043 L/D = 3608 Post Comp load (in) at 6 . 50 ft = -0 . 052 L/D = 3007 11 Total load (in) at 6 . 50 ft = -0 . 158 L/D = 989 I II I I I F 5Z/4Z 1 -'Beam Results � `� - RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B14 I Beam Size (User Selected) = 1.1810 Fy = 50 . 0 ksi Total Beam Length (ft) = 10 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 11 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 3 . 00 Edge: 0 . 50 beff (in) = 21 . 00 Y bar(in) = 9 . 59 Seff (in**3) = 13 . 04 Str (in**3) = 17 . 88 ' Ieff (in**4) Itr (in 4) = 171 . 47 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 12 Partial = 3 Actual = 3 I Number of Stud Rows = 1, Percent of Full Composite Action = 26 . 96 LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : II Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 10 . 00 0 . 117 0 . 117 0 . 087 0 . 087 0 . 150 0 . 150 SHEAR: Max V (kips) = 1 . 39 fv (ksi) = 1 . 03 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flanc I kip-ft ft -f t --- fb Fb fb Fl Center Pre DL 1 . 2 5 . 0 1 . 86 33 . 00 1 . 86 33 . J Max + 3 . 5 5 . 0 --- --- Mmax/Seff 3 . 19 33 . 00 --- -- ' Mprecmp/Sx+Mpost/Seff 3 . 5 5 . 0 --- --- 3 . 94 45 . 00 --- -- Controlling 3 . 19 33 . 00 fc (ksi) = 0 . 08 Fc = 1 . 80 I/ REACTIONS (kips) : Left Right Initial reaction 0 . 49 0 .49 ' DL reaction 0 . 64 0 . 64 Max + LL reaction 0 . 75 0 . 75 Max + total reaction 1 . 39 1 . 39 I DEFLECTIONS: Initial load (in) at 5 . 00 ft = -0 . 024 L/D = 4907 Live load (in) at 5 . 00 ft = -0 . 011 L/D = 10707 Post Comp load (in) at 5 . 00 ft = -0 . 013 L/D = 8922 11 Total load (in) at 5 . 00 ft = -0 . 038 L/D = 3166 II II I ,p/ 1 F53/y. _Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B15 II Beam Size (Optimum) = W810 Fy = 50 . 0 ksi Total Beam Length (ft) = 14 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 3 . 00 Edge: 0 . 50 beff (in) = 24 . 00 Y bar(in) = 9 . 80 Seff (in**3) = 14 . 00 Str (in**3) = 18 . 13 ' Ieff (in**4) Itr (in**4) = 1779 Stud length (in) 4 . 50 Stud diameter (in) = 0 .. 575 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 12 Partial = 4 Actual = 4 Number of Stud Rows = 1, Percent of Full Composite Action = 35 . 94 :: LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 14 . 00 '0 . 117 0 . 117 0 . 087 0 . 087 0 . 150 0 . 150 SHEAR: Max V (kips) = 1 . 94 fv (ksi) = 1 . 45 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar kip-ft ft ft fb Fb fb F Center Pre DL 2 . 4 7 . 0 --- --- 3 . 65 33 . 00 3 . 65 33 . Max + 6 . 8 7 . 0 --- --- Mmax/Seff 5 . 82 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 7 . 44 45 . 00 Controlling 6 . 8 7 . 0 --- --- 5 . 82 33 . 00 --- ' fc (ksi) = 0 . 13 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 0 . 68 0 . 68 1 DL reaction 0 . 89 0 . 89 Max + LL reaction 1 . 05 1 . 05 Max + total reaction 1 . 94 1 . 94 I DEFLECTIONS: Initial load (in) at 7 . 00 ft = -0 . 094 L/D = 1788 Live load (in) at 7 . 00 ft = -0 . 038 L/D = 4464 Post Comp load (in) at 7 . 00 ft = -0 . 045 L/D = 3720 II Total load (in) at 7 . 00 ft = -0 . 139 L/D = 1208 I II i 11 II I 1 II IIBeam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: B16 II Beam Size (Optimum) = W810 Fy = 50 . 0 ksi Total Beam Length (ft) = 6 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 4 . 00 Edge: 0 . 50 beff (in) = 15 . 00 Y bar(in) = 9 . 04 Seff (in**3) = 12 . 69 Str (in**3) = 17 . 20 II Ieff (in**4) 95 . 60 Itr (in**4) = 155 . 61 Stud length (in) 4 . 50 Stud diameter (in)" = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 12 Partial = 3 Actual = 3 II Number of Stud Rows = 1, Percent of Full Composite Action = 26 . 96 LOADS: Self Weight = 0 . 010 k/ft Line Loads (k/ft) : II Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 6 . 00 0 . 156 0 . 156 0 . 116 0 . 116 0 . 200 0 . 200 ISHEAR: Max (kips) = 1 . 10 fv (ksi) = 0 . 82 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar I kip-ft ft -f t --- fb Fb fb F Center Pre DL 0 . 6 3 . 0 0 . 87 33 . 00 0 . 87 33 . Max + 1 . 6 3 . 0 --- --- Mmax/Seff 1 . 56 33 . 00 ------ - Mprecmp/Sx+Mpost/Seff 1 . 89 45 . 00 Controlling 1 . 6 3 . 0 --- --- 1 . 56 33 . 00 --- - IIfc (ksi) = 0 . 05 Fc = 1 . 80 REACTIONS (kips) : Left Right' Initial reaction 0 . 38 0 . 38 II DL reaction 0 . 50 0 . 50 Max + LL reaction 0 . 60 0 . 60 Max + total reaction 1 . 10 1 . 10 I DEFLECTIONS: Initial load (in) at 3 . 00 ft = -0 . 004 L/D = 17493 Live load (in) at 3 . 00 ft = -0 . 002 L/D = 34228 Post Comp load (in) at 3 . 00 ft = -0 . 003 L/D = 28523 II Total load (in) at 3 . 00 ft = -0 . 007 L/D = 10843 I 1 1 II P55/7y Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G1 II Beam Size (User Selected) = W810 Fy = 50 . 0 ksi Total Beam Length (ft) = 6 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right I Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 0 . 50 Beam: 6 . 40 beff (in) = 15 . 00 Y bar(in) = 9 . 04 Seff (in**3) = 13 . 76 Str (in**3) = 17 . 20 IIIeff (in**4) 109 . 88 Itr (in**4) = 155 . 61 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 16 Partial = 5 Actual = 5 II Number of Stud Rows = 1, Percent of Full Composite Action = 28 . 58 LOADS: Self Weight = 0 . 010 k/ft II Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 1 . O0 0 . 49 0 . 35 0 . 60 Yes No Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 6 . 00 0 . 250 0 . 250 0 . 186 0 . 186 0 . 320 0 . 320 SHEAR: Max V (kips) = 2 . 64 fv (ksi) = 1 . 97 Fv = 20 . 00 IMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar kip-ft ft -ft --- fb Fb fb F Center Pre DL Max + 1 . 1 2 . 7 3 . 2 2 . 7 1 . 64 33 . 00 1 . 64 33 . --- --- Mmax/Seff 2 . 77 33 . 00 --- - Mprecmp/Sx+Mpost/Seff --- --- 3 . 48 45 . 00 --- - Controlling 3 . 2 2 . 7 2 . 77 33 . Oa fc (ksi) = 0 . 09 Fc = 1 . 80 IREACTIONS (kips) : Left Right Initial reaction 0 . 88 0 . 65 DL reaction 1 . 18 0 . 86 I Max + LL reaction 1 . 46 1 . 06 Max + total reaction 2 . 64 1 . 92 IIDEFLECTIONS: Initial load (in) at 2 . 94 ft = -0 . 008 L/D 9154 Live load (in) at 2 . 94 ft = -0 . 004 L/D = 19802 Post Comp load (in) at 2 . 94 ft = -0 . 004 L/D = 16426 11 Total load (in) at 2 . 94 ft = -0 . 012 L/D = 58-78 } I i J II II 56/y Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G2 II - Beam Size (Optimum) = 1.121X50Total Beam Length (ft) 36 . 00 Fy = 50 . 0 ksi COMPOSITE PROPERTIES (Not Shored) : Left Right I Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel perpendicular I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 0 . 50 Beam: 6 . 40 beff (in) = 44 . 40 Y bar(in) = 17 . 74 Seff (in**3) = 132. 26 Str (in**3) = 144 . 10 II Ieff (in**4) Itr (in**4) = 2556 . 39 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 35 Partial = 20 Actual = 20 IINumber of Stud Rows = 1, Percent of Full Composite Action = 57 . 95 LOADS: Self weight = 0 . 050 k/ft IIPoint Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 5 . 40 0 . 85 0 . 63 1 . 08 Yes No 30 . 00 0 . 85 0 . 63 1 . 08 Yes No 10 . 70 8 . 58 6 . 38 11 . 00 Yes No 20 . 00 8 . 58 6 . 38 11 . 00 Yes No 29 . 00 8 . 58 6 . 38 11 . 00 Yes No IISHEAR: Max V (kips) = 35 . 27 fv (ksi) = 4 . 46 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flanc I kip-f t ft -f t --- fb Fb fb Fl Center Pre DL 123 . 5 20 . 0 15 . 68 33 . 00 15 . 68 33 . 1 Max + 362 . 4 20 . 0 --- --- I Mmax/Seff 32 . 88 33 . 00 ------ -- Mp /Sx+Mpost/Seff 37 . 35 45 . 00 Controlling recmp 362 . 4 20 . 0 --- --- 32 . 88 33 . 00 --- -- Ifc (ksi) = 1 . 21 Fc = 1 . 80 REACTIONS (kips) . Left Right Initial reaction 10 . 10 12 . 10 I DL reaction 13 . 27 15 . 96 Max + LL reaction 15 . 86 19 . 30 Max + total reaction 29 . 13 35 . 27 II DEFLECTIONS: (Camber = 3/4) Initial load (in) at 18 . 18 ft = -0 . 973 L/D = 444 Live load (in) at 18 . 18 ft = -0 . 705 L/D = 613 Post Comp load (in) at 18 . 18 ft = -0 . 846 L/D = 511 II Total load (in) at 18 . 18 ft = -1 . 819 L/D = 238 I II F57/ 'Beam Results a RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G3 I Beam Size (Optimum) = W1631 Fy = 50 . 0 ksi Total Beam Length (ft) = 23 . 50 COMPOSITE PROPERTIES (Not Shored) : Left Right IIConcrete thickness (in) 2 . 50 2. 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 0 . 50 Beam: 6 . 40 beff (in) = 41 . 25 Y bar(in) = 15 . 21 Seff (in**3) = 66 . 54 Str (in**3) 77 . 79 II Ieff (in**4 = 886 . 03 Itr (in**4) = 1183 . 30 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 31 Partial = 12 Actual = 12 1 Number of Stud Rows = 1, Percent of Full Composite Action = 39 . 97 LOADS: Self Weight = 0 . 031 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 12 . 50 2 . 00 1 . 50 2 . 56 Yes No Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 12 . 50 1 . 248 1 . 248 0 . 928 0 . 928 1 . 600 1 . 600 12 . 50 23 . 50 0 . 624 0 . 624 0 . 464 0 . 464 0 . 800 0 . 800 ISHEAR: Max V (kips) = 32 . 30 fv (ksi) = 7 . 83 Fv = 19. 69 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan ' kip-ft ft -ft --- fb Fb fb Fi Center Pre DL 60 . 5 11 . 2 15 . 39 33 . 00 15 . 39 33 . 1 Max + 181 . 2 11 . 2 --- --- Mmax/Seff 32 . 67 33 . 00 --- -. Mprecmp/Sx+Mpost/Seff 37 . 14 45 . 00 Controlling 181 . 2 11 . 2 --- --- 32 . 67 33 . 00 --- -. IIfc (ksi) = 0 . 95 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 10 . 78 8 . 16 I DL reaction 14 . 36 10 . 83 Max + LL reaction 17 . 94 13 . 42 Max + total reaction 32 . 30 24 . 26 II DEFLECTIONS: (Camber = 1/2) Initial load (in) at 11 . 52 ft = -0 . 538 L/D = 524 Live load (in) at 11 . 52 ft = -0 . 378 L/D = 746 Post Comp load (in) at 11 . 52 ft = -0 . 453 L/D = 622 II Total load (in) at 11 . 52 ft = -0 . 991 L/D = 285 li 4/ I 1 IIV58.4 Beam Results 7- ) Job: Bridgeport CinemasSteel Ed. Code. A.ISC 99th th Ed. I SPAN INFORMATION: G4 Beam Size (User Selected) = W2144 Fy = 50 . 0 ksi Total Beam Length (ft) = 33 . 00 I COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 IIf 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 8 . 00 Edge: 0 . 50 II beff (in) = 54 . 00 V bar(in) 18 . 72 Seff (in**3)in** 129 . 82 Str ** ) 129 . 88 Ieff (in 3 ( 4) = 2429 . 31 Itr (in**4) = 2431 . 14 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 I Stud Capacity (kips) q = 13 . 3 # of studs: Full = 46 Partial = 40 Actual = 40 Number of Stud Rows = 1, Percent of Full Composite Action = 87 . 91 I LOADS: Self Weight = 0 . 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom I 7 . 40 6 . 06 4 . 50 7 . 80 Yes No 3 . 00 0 . 60 0 . 50 0 . 75 Yes No 0 . 50 3 . 16 2 . 35 2 . 70 Yes No 24 . 50 0 . 82 0 . 61 1 . 05 Yes No Line Loads (k/ft) : Dist1 Dist2 DL1 D12 Pre DL1 Pre DL2 LL1 LL2 0 . 00 33 . 00 0 . 624 0 . 624 0 . 464 0 . 464 0 . 800 0 . 800 0 . 00 13 . 00 0 . 312 0 . 312 0 . 232 0 .232 0 . 400 0 . 400 I 24 . 50 33 . 00 0 . 312 0 . 312 0 . 232 0 . 232 0 . 400 0 . 400 SHEAR: Max V (kips) = 46 . 71 fv (ksi) = 6 . 75 Fv = 19 . 03 I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan( kip-ft ft ft fb Fb fb Fl ICenter Pre DL 120 . 6 15 . 5 ------ ------ 17 . 74 33 . 00 17 . 74 33 . 1 Max + 348 . 8 15 . 2 Mmax/Seff 32 . 24 33. 00 Mprecmp/Sx+Mpost/Seff 38 . 83 45. 00 --- -- Controlling 348 . 8 15 . 2 --- --- 32 . 24 33 . 00 --- -- II fc (ksi) = 1 . 05 Fc = 1 . 80 I REACTIONS (kips) : Left Right Initial reaction DL reaction 15 . 90 13 . 8221 . 10 18 . 30 Max + LL reaction 25 . 61 21 . 69 IIMax + total reaction 46 . 71 39 . 99 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 16 . 33 ft = -0 . 989 L/D = 400 II Live load (in) at 16 . 33 ft = -0 . 539 L/D = 735 Post Comp load (in) at 16 . 33 ft = -0 . 650 L/D = 609 Total load (in) at 16 . 33 ft = -1 . 639 L/D = 242 1 II 4( II II v5yy __Beam Results Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. IISPAN INFORMICIION: G5 Beam Size (Optimum) = W30 108 Fy = 50 . 0 ksi Total Beam Length (ft) = 41 . 40 I COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 I fc (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 12 . 00 Beam: 26 . 00 I beff (in) _ 124 . 20 Y bar(in) 26 . 97 Seff (in**3) 401 . 09 Str (in**3) 427 . 77 Ieff (in**4) = 10071 . 71 Itr (in**4) = 11535 . 99 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 I Stud Capacity (kips) q = 13 . 3 # of studs: Full = 127 Partial = 76 Actual = 76 Number of Stud Rows = 1, Percent of Full Composite Action = 59 . 93 I LOADS: Self Weight = 0 . 108 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom t 6 . 40 10 . 97 8 . 32 13 . 29 Yes No 8 . 50 7 . 50 5 . 60 9 . 60 Yes No 12 . 70 10 . 97 8 . 32 13 . 29 Yes No 17 . 00 6 . 06 4 . 50 7 . 80 Yes No I 21 . 00 10 . 97 8 . 32 13 . 29 Yes No 26 . 00 3 . 16 2 . 32 2 . 70 Yes No 29 . 00 10 . 97 8 . 32 13 . 29 Yes No 35 . 00 10 . 97 8 . 32 13 . 29 Yes No I 35 . 00 17 . 60 13 . 10 21 . 70 Yes No SHEAR: Max V (kips) = 109 . 34 fv (ksi) = 6 . 73 Fv = 20 . 00 I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan{ kip-ft ft ft fb Fb fb Fl Center Pre DL 388 . 6 21 . 0 --- --- 15 . 60 33 . 00 . 15 . 60 33 . 1 I Max + 1094 . 9 21 . 0 --- --- Mmax/Seff 32 . 76 33 . 00 --- -- Mprecmp/Sx+Mpost/Seff 36 . 73 45. 00 --- -- Controlling 1094 . 9 21 . 0 --- --- 32 . 76 33. 00 --- -- ' fc (ksi) = 0 . 77 Fc = 1 . 80II . REACTIONS (kips) : Left Right Initial reaction 32 . 90 38 . 68 DL reaction 42 . 93 50 . 71 Max + LL reaction 49 . 62 58 . 63 IMax + total reaction 92 . 54 109 . 34 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 20 . 91 ft = -0 . 934 L/D = 532 I Live load (in) at 20 . 91 ft = -0 . 627 L/D = 793 Post Comp load (in) at 20 . 91 ft = -0 . 755 L/D = 658 l Total load (in) at 20 . 91 ft = -1 . 689 L/D = 294 i II Foy Beare Results ; x RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G6 I Beam Size (Optimum) = W12 14 Fy = 50 . 0 ksi Total Beam Length (ft) = 18 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right IIConcrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145. 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular II Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 3 . 00 Beam: 8 . 00 beff (in) = 45 . 00 Y bar(in) = 13 . 84 Seff (in**3) = 26 . 68 Str (in**3) = 31 . 12 II Ieff (in**4) _ 336 . 96 Itr (in**4) = 430 . 69 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 18 Partial = 10 Actual = 10 I Number of Stud Rows = 1, Percent of Full Composite Action = 48 . 59 LOADS: Self Weight = 0 . 014 k/ft I Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 11 . 00 1 . 20 0 . 90 1 . 53 Yes No Line Loads (k/ft) : I Dist1 Dist2 DL1 DL2 Fre DL1 Pre DL2 LL1 LL2 0 . 00 18 . 00 0 . 312 0 . 312 0 . 232 0 . 232 0 . 400 0 . 400 0 . 00 11 . 00 0 . 507 0 . 507 0 . 377 0 . 377 0 . 650 0 . 650 I SHEAR: Max V (kips) = 16 . 44 fv (ksi) = 7 . 17 Fv = 18 . 75 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan( I kip-ft ft -ft --- fb Fb fb Fl Center Pre DL 23 . 8 8 . 7 19 . 16 33 . 00 19 . 16 33 . ' Max + 71 . 7 8 . 7 --- --- ' Mmax/Seff 32 . 26 33 . 00 ------ -- Mprecmp/Sx+Mpost/Seff 40 . 72 45 . 00 Controlling 71 . 7 8 . 7 --- --- 32 . 26 33 . 00 --- -- ' fc (ksi) = 0 . 60 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 5 . 45 4 . 03 I DL reaction 7 . 27 5 . 37 Max + LL reaction 9 . 16 6 72 Max + total reaction 16 . 44 12 . 09 II DEFLECTIONS: (Camber = 1/2) Initial load (in) at 8 . 91 ft = -0 . 528 L/D = 409 Live load (in) at 8 . 91 ft = -0 . 233 L/D = 926 Post Comp load (in) at 8 . 91 ft = -0 . 280 L/D = 772 II Total load (in) at . 8 . 91 ft = -0 . 808 L/D = 267 I I IF GA4 Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G7 11 Beam Size (Optimum) = W1835 Fy = 50 . 0 ksi Total Beam Length (ft) = 30 . 70 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 18 . 00 Beam: 2 . 00 beff (in) = 58 . 05 Y bar(in) = 17 . 80 Seff (in**3) = 94 . 41 Str (in**3) = 94 . 58 I Ieff (in**4) Itr (in**4) = 1683 . 38 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 44 Partial = 43 Actual = 43 il Number of Stud Rows = 1, Percent of Full Composite Action = 99 . 11 LOADS: Self Weight = 0 . 035 k/ft Point Loads (kips) : Flange Bracing I Dist DL Pre DL LL Top Bottom 6 . 00 3 . 55 2 . 64 4 . 55 Yes No 8 . 00 6 . 00 4 . 44 7 . 65 Yes No I ) 17 . 00 6 . 00 4 . 44 7 . 65 Yes No 25 . 30 7 . 15 5 . 30 9 . 16 Yes No 14 . 40 1 . 40 1 . 10 1 . 80 Yes No 24 . 00 1 . 40 1 . 10 1 . 80 Yes No ISHEAR: Max V (kips) = 30 . 68 fv (ksi) = 6 . 07 Fv = 19 . 13 MOMENTS: II Span Cond Moment @Lb Cb Tension Flange Comp Flan{ kip-ft ft ft fb Fb fb Fl Center Pre DL 87 . 7 17 . 0 --- --- 18 . 27 33 . 00 18 . 27 33 . 1 ii Max + 259 . 3 17 . 0 --- --- 11 Mmax/Seff 32 . 95 33 . 00 --- -- --- Mprecmp/Sx+Mpost/Seff 40 . 07 45 . 00 --- -- Controlling 259 . 3 17 . 0 --- 32 . 95 33 . 00 --- -- Ifc (ksi) = 0 . 83 Fc = 1 . 80 REACTIONS (kips) : Left Right II Initial reaction 9 . 68 10 . 41 DL reaction 12 . 81 13 . 76 Max + LL reaction 15 . 69 16 . 92 Max + total reaction 28 . 51 30 . 68 IIDEFLECTIONS: (Camber = 3/4) Initial load (in) at 15 . 35 ft = -0 . 994 L/D = 371 Live load (in) at 15 . 35 ft = -0 . 493 L/D = 748 li Post Comp load (in) at 15 . 35 ft = -0 . 590 L/D = 624 Total load (in) at 15 . 35 ft = -1 . 585 L/D = 233 II I of II FCy I Beam Results RAMSBEAM V2 . 0 - r Gravity Beam Design Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: RISC 9th Ed. :: SPAN INFORMATION: G8 Beam Size (Optimum) = W12 14 Fy = 50 . 0 ksi Total Beam Length (ft) = 13 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right 1 Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145. 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular 1 Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 13 . 00 Beam: 19 . 00 beff (in) = 39 . 00 Y bar(in) = 13 . 57 Seff (in**3) = 24 . 65 Str (in**3) = 30 . 83 II Ieff (in**4) Itr (in**4) == 418 . 40 Stud length (in) 4 . 50 Stud diameter (in) 0 . 75 Stud Capacity (kips) q = 11 . 3 of studs: Max = 13 Partial = 7 Actual = 7 I Number of Stud Rows = 1, Percent of Full Composite Action = 37. 46 LOADS: Self Weight = 0 . 014 k/ft Point Loads (kips) : Flange Bracing li Dist DL Pre DL LL Top Bottom 6 . 00 3 . 55 2 . 64 4 . 55 Yes No 6 . 40 5 . 60 4 . 13 7 . 13 Yes No II ) SHEAR: Max V (kips) = 10 . 92 fv (ksi) = 4 . 76 Fv = 18 . 75 MOMENTS: 11 Span Cond Moment @ Lb Cb Tension Flange Comp Flanc kip-ft ft ft fb Fb fb F] Center Pre DL 21 . 8 6 . 4 --- --- 17 . 52 33 . 00 17 . 52 33 . 1 Max + 66 . 3 6 . 4 --- --- 11 Mmax/Seff 32 . 30 33 . 00 --- Mprecmp/Sx+Mpost/Seff 39 . 23 45 . 00 Controlling 66 . 3 6 . 4 --- --- 32 . 30 33 . 00 --- -- IIfc (ksi) = 0 . 62 Fc = 1 . 80 REACTIONS (kips) : Left Right I il Initial reaction 3 . 61 3 . 34 DL reaction 4 . 85 4 . 49 Max + LL reaction 6 . 07 5 . 61 Max + total reaction 10 . 92 10 . 10 lDEFLECTIONS: Initial load (in) at 6 . 43 ft = -0 . 211 L/D = 739 Live load (in) at 6 . 43 ft = -0 . 109 L/D = 1427 I Post Comp load (in) at 6 . 43 ft = -0 . 132 L/D = 1186 Total load (in) at 6 . 43 ft = -0 . 343 L/D = 455 I J 4( II I II FW, -"Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design I Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G9 II Beam Size (User Selected) = V24X62 Fy = 50 . 0 ksi Total Beam Length (ft) = 25 . 40 COMPOSITE PROPERTIES (Not Shored) : Left Right /I Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular ilDecking type ASC 3W ASC 3VDistance to Adjacent (ft) Beam: 12 . 00 Beam: 18 . 00 beff (in) = 76 . 20 7 bar(in) = 21 . 03 Seff (in**3) = 166 . 82 Str (in**3) = 202 . 08 I Ieff (in**4) = 2910 . 27 Itr (in**4) = 4249 . 16 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 50 Partial = 22 Actual = 22 11 Number of Stud Rows = 1, Percent of Full Composite Action = 25 . 40 LOADS: Self Veight = 0 . 062 k/ft II Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 8 . 00 14 . 10 10 . 50 17 . 94 Yes No 8 . 00 6 . 00 4 . 44 7 . 65 Yes No I ) 17 . 00 6 . 00 4 . 44 7 . 65 Yes No 17. 00 7 . 50 5 . 60 9 . 60 Yes No 20. 60 20 . 40 15 . 20 25 . 61 Yes No 11 SHEAR: Max V (kips) = 73 . 07 fv (ksi) = 7 . 16 Fv = 20 . 00 MOMENTS: II Span Cond Moment @ Lb Cb Tension Flange Comp Flar. kip-ft ft ft fb Fb fb E Center Pre DL 149 . 2 17 . 0 --- --- 13 . 67 33 . 00 13 . 67 33 . Max + 446 . 0 17 . 0 --- --- 11 Mmax/Seff 32 . 08 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 35 . 02 45 . 00 Controlling 446 . 0 17 . 0 --- --- 32 . 08 33 . 00 --- - IIfc (ksi) = 0 . 86 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 17 . 21 24 . 54 I DL reaction 22 . 88 32 . 70 Max + LL reaction 28 . 07 40 38 Max + total reaction 50 . 95 73 . 07 IIDEFLECTIONS: Initial load (in) at 12 . 95 ft = -0 . 393 L/D = 775 Live load (in) at 12 . 95 ft = -0 . 346 L/D = 882 I Post Comp load (in) at 12 . 95 ft = -0 . 415 L/D = 734 Total load (in) at 12 . 95 ft = -0 . 809 L/D = 377 t/ 4 1 RZ 7 beam F �sults RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G10 II Beam Size (Optimum) = W2144 Fy = 50 . 0 ksi Total Beam Length (ft) = 30 . 60 COMPOSITE PROPERTIES (Not Shored) : Left Right II Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 4 . 00 Beam: 18 . 00 beff (in) = 91 . 80 Y bar(in) = 20 . 93 Seff (in**3) = 116 . 69 Str (in**3) = 134 . 07 I/ Ieff (in**4) Itr (in**4) = 2806 . 31 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 55 Partial = 22 Actual = 22 il Number of Stud Rows = 1, Percent of Full Composite Action = 40 . 59 LOADS: Self Weight = 0 . 044 k/ft 11 Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 6 . 50 3 . 55 2 . 64 4 . 55 Yes No 13 . 40 3 . 55 2 . 64 4 . 55 Yes No II j 8 . 50 6 . 00 4 . 44 7 . 65 Yes No 17 . 00 6 . 00 4 . 44 7 . 65 Yes No 15 . 40 1 . 40 1 . 10 1 . 80 Yes No 24 . 00 1 . 40 1 . 10 1 . 80 Yes No 11 25 . 25 7 . 15 5 . 30 9 . 16 Yes No SHEAR: Max V (kips) = 34 . 90 fv (ksi) = 5 . 05 Fv = 19 . 03 11 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flat kip-ft ft ft fb Fb fb F 11 Center Pre DL 106 . 7 15 . 4 --- ---- -- 15 . 70 33 . 00 15 . 70 33 . Max + 315 . 3 15 . 4 Mmax/Seff 32 . 43 33 . 00 --- Mprecmp/Sx+Mpost/Seff37 . 15 45 . 00 --- - 11 Controlling 315 . 3 15 . 4 --- --- 32 . 43 33 . 00 --- - fc (ksi) = 0 . 59 Fc = 1 . 80 11 REACTIONS (kips) : Left Right Initial reaction 11 . 13 11 . 88 DL reaction 14 . 72 15 . 69 II Max + LL reaction 17 . 95 19 . 21 Max + total reaction 32 . 67 34 . 90 DEFLECTIONS: (Camber = 1/2) 11 Initial load (in) at 15 . 30 ft = -0 . 722 L/D = 508 Live load (in) at 15 . 30 ft = -0 . 460 L/D = 798 Post Comp load (in) at 15 . 30 ft = -0 . 552 L/D = 665 Total load (in) at 15 . 30 ft = -1 . 274 L/D = 288 4( I II FW I/ v Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G11 /I Beam Size (User Selected) = W10X12 Fy = 50 . 0 ksi Total Beam Length (ft) = 25 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right 11 Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 4 . 00 Edge: 0 . 50 beff (in) = 30 . 00 Y bar(in) = 11 . 57 Seff (in**3) = 17 . 85 Str (in**3) = 23 . 84 II Ieff (in**4) Itr (in**4) = 275 . 89 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 21 Partial = 6 Actual = 6 II Number of Stud Rows = 1, Percent of Full Composite Action = 28 . 85 LOADS: Self Weight = 0 . 012 k/ft I Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 17 . 00 1 . 56 1 . 16 2 . 00 Yes No I1 SHEAR: Max V (kips) = 2 . 57 fv (ksi) = 1 . 37 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar. 11 Center Pre DL kip-ft ft ---ft --- fb Fb fb 1 7 . 1 17'. 07 . 85 33 . 00 7 . 85 33 . Max + 20 . 2 17 . 0 --- --- Mmax/Seff 13 . 57 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 16 . 62 45 . 00 Controlling 20 . 2 17 . 0 --- --- 13 . 57 33 . 00 --- - IIfc (ksi) = 0 . 27 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 0 . 52 0 . 94 II DL reaction 0 . 65 1 . 21 Max + LL reaction 0 . 64 1 . 36 Max + total reaction 1 . 29 2 . 57 I DEFLECTIONS: = Initial load (in) at 13 . 50 ft = -0 . 418 L/D 718 Live load (in) at 13 . 50 ft = -0 . 188 L/D = 1598 I Post Comp load (in) at 13 . 50 ft = -0 . 225 L/D = 1332 Total load (in) at 13 . 50 ft = -0 . 643 L/D = 467 I I li -'Beam Results s °` RAMSBEAM V2 . 0 - Gravity Beam Design 11 Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G12 Beam Size (User Selected) = W1012 Fy = 50 . 0 ksi It Total Beam Length (ft) = 12 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 I Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation parallel parallel I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Edge: 0 . 50 Beam: 12 . 00 beff (in) = 24 . 00 Y bar(in) = 11 . 27 Seff (in**3) = 17 . 52 Str (in**3) = 23 . 18 II Ieff (in**4) Itr (in**4) = 261 . 22 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 14 Partial = 4 Actual = 4 INumber of Stud Rows = 1, Percent of Full Composite Action = 29 . 05 LOADS: Self Weight = 0 . 012 k/ft Point Loads (kips) : Flange Bracing II Dist DL Pre DL LL Top Bottom 6 . 20 3 . 00 2 . 20 3 . 80 Yes No 9 . 00 1 . 56 1 . 16 2 . 00 Yes No I1 SHEAR: Max V (kips) = 6 . 26 fv (ksi) = 3 . 34 Fv = 20 . 00 MOMENTS: 11 Span Cond Moment @ Lb Cb Tension Flange Comp Flanc ft ft fb Fb fb Fl Center Pre DL kip-ft 8 . 6 6 . 2 --- --- 9 . 48 33 . 00 9 . 48 33 . 1 Max + 26 . 1 6 . 2 --- --- II Mmax/Seff 17 . 89 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 21 . 47 45 . 00 Controlling 26 . 1 6 . 2 --- --- 17 . 89 33 . 00 --- -- 11 fc (ksi) = 0 . 41 Fc = 1 . 80 REACTIONS (kips) : Left Right I Initial reaction 1 . 43 2 . 08 DL reaction 1 . 91 2 . 79 Max + LL reaction 2 . 34 3 . 46 Max + total reaction 4 . 25 6 . 26 ilDEFLECTIONS: Initial load (in) ,at 6 . 18 ft = -0 . 123 L/D = 1169 Live load (in) at 6 . 18 ft = -0 . 067 L/D = 2147 II Post Comp load (in) at 6 . 18 ft = -0 . 081 L/D = 1778 Total load (in) at 6 . 18 ft = -0 . 204 L/D = 705 11 I AI a II 11 FG✓ 72 Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design 11 Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G13 II Beam Size (User Selected) = W1214 Fy = 50 . 0 ksi Total Beam Length (ft) = 19 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right 11 Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 ' 4 . 00 Decking Orientation perpendicular perpendicular I Decking type ASC 3W ASC 3W Beam:to Adjacent (ft) Beam: 6 . 00 8 . 00 beff (in) = 57 . 00 Y bar(in) = 14 . 24 Seff (in**3) = 30 . 18 Str (in**3) = 31 . 57 II Ieff (in**4) Itr (in**4) = 449 . 48 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 19 Partial = 18 Actual = 18 1 Number of Stud Rows = 1, Percent of Full Composite Action = 73 . 66 LOADS: Self Weight = 0 . 014 k/ft II Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 12 . 00 2 . 72 2 . 00 3 . 46 Yes No Line Loads (k/ft) : I ) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 19 . 00 0 . 429 0 . 429 0 . 319 0 . 319 0 . 550 0 . 550 0 . 00 12 . 00 0 . 156 0 . 156 0 . 116 0 . 116 0 . 200 0 . 200 IISHEAR: Max V (kips) = 14 . 69 fv (ksi) = 6 . 41 Fv = 18 . 75 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flax II kip-ft ft ft fb Fb fb F Center Fre DL 26 . 2 10 . 8 --- --- 21 . 13 33 . 00 21 . 13 33 . Max + 79 . 4 10 . 8 --- --- I Mmax/Seff 31 . 56 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 42 . 26 45 . 00 --- - Controlling 79 . 4 10 . 8 --- --- 31 . 56 33 . 00 --- - 11 fc (ksi) = 0 . 57 Fc = 1 . 80 REACTIONS (kips) : Left Right I Initial reaction 4 . 85 4 . 87 DL reaction 6 . 49 6 . 52 Max + LL reaction 8 . 14 8 . 17 Max + total reaction 14 . 63 14 . 69 11 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 9 . 60 ft = -0 . 647 L/D = 352 Live load (in) at 9 . 60 ft = -0 . 230 L/D = 990 ii II Post Comp load (in) at 9 . 60 ft = -0 . 277 L/D = 824 Total load (in) at 9 . 60 ft = -0 . 924 L/D = 247 ii 4 II RV i 71 Beam Results ,� Licensed to: ABHT Structural Engineers IIJob: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G14 Beam Size (User Selected) = W2144 Fy = 50 . 0 ksi II Total Beam Length (ft) = 33 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 I Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular parallel Decking type ASC 3W ASC 3W I Distance to Adjacent (ft) Beam: 7 . 00 _ Edge: 0 . 50 beff (in) 48 . 00 Y bar(in) 18 . 32 Seff (in**3) = 109 . 00 Str (in**3) = 128 . 46 Ieff (in**4) = 1726 . 04 Itr (in**4) = 2353 . 23 I Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 13 . 3 # of studs: Full = 45 Partial = 12 Actual = 12 Number of Stud Rows = 1, Percent of Full Composite Action = 27 . 05 11 LOADS: Self Weight = 0 . 044 k/ft Point Loads (kips) : Flange Bracing II Dist DL Pre DL LL Top Bottom 5 . 00 1 . 21 0 . 94 2 . 00 Yes No 7 . 00 6 . 38 4 . 73 8 . 17 Yes No 13 . 00 0 . 60 0 . 50 0 . 75 Yes No II ; 20 . 00 3 . 16 2 . 35 4 . 05 Yes No 24 . 00 0 . 82 0 . 61 1 . 05 Yes No Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 II0 . 00 33 . 00 0 . 312 0 . 312 0 . 232 0 . 232 0 . 400 0 . 400 SHEAR: Max V (kips) = 30 . 83 fv (ksi) = 4 . 46 Fv = 19 . 03 I/ MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flax kip-ft ft ft fb Fb fb F il Center Pre DL 77 . 8 15 . 6 --- ---- -- 11 . 45 33 . 00 11 . 45 33 . Max + 226 . 3 15 . 5 Mmax/Seff 24 . 92 33 . 00 --- - Mprecmp/Sx+Mpost/Seff -- 27 . 80 45 . 00 --- - IControlling 226 . 3 15 . 5 --- - 24 . 92 33 . 00 --- - fc (ksi) = 0 . 75 Fc = 1 . 80 I REACTIONS (kips) : Left Right Initial reaction 10 . 48 7 . 77 DL reaction 13 . 76 10 . 16 Max + LL reaction 17 . 07 12 . 15 II Max + total reaction 30 . 83 22 . 31 DEFLECTIONS: (Camber = 1/2) 11 Initial load (in) at 16 . 17 ft = -0 . 639 L/D = 620 Live load (in) at 16 . 17 ft = -0 . 499 L/D = 794 Post Comp load (in) at 16 . 17 ft = -0 . 596 L/D = 664 II I Total load (in) at 16 . 17 ft = -1 . 235 L/D = 321 111 I 44 1 F/ II71- Beam Results _.. RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: MSC 9th Ed. SPAN INFORMATION: G15 II Beam Size (User Selected) = W1835 Fy = 50 . 0 ksi Total Beam Length (ft) = 25 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 18 . 00 Beam: 4 . 00 beff (in) = 61 . 50 Y bar(in) = 17 . 39 Seff (in**3) = 77 . 53 Str (in**3) = 96 . 18 II Ieff (in**4) 1110 . 86 Itr (in 4) = 1673 . 00 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 50 Partial = 19 Actual = 19 1 Number of Stud Rows = 1, Percent of Full Composite Action = 25 . 06 LOADS: Self Weight = 0 . 035 k/ft II Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 8 . 50 6 . 00 4 . 44 7 . 65 Yes No 17 . 00 6 . 00 4 . 44 7 . 65 Yes No 1 1 21 . 00 13 . 61 10 . 33 17 . 07 Yes No SHEAR: Max V (kips) = 40 . 13 fv (ksi) = 7 . 94 Fv = 19 . 13 I/ MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flar kip-ft ft ft fb Fb fb F Center Pre DL 66 . 7 17 . 0 --- 13 . 90 33 . 00 13 . 90 33 . Max + 197 . 2 17 . 0 --- --- Mmax/Seff 30 . 52 33 . 00 --- - Mprecmp/Sx+Mpost/Seff34 . 10 45 . 00 --- - IIControlling 197 . 2 17 . 0 --- --- 30 . 52 33 . 00 --- - fc (ksi) = 0 . 68 Fc = 1 . 80 I REACTIONS (kips) : Left Right Initial reaction 6 . 44 13 . 64 DL reaction 8 . 50 17 . 99 Max + LL reaction 10 . 23 22 . 14 1 Max + total reaction 18 . 72 40 . 13 DEFLECTIONS: 1/ Initial load (in) at 13 . 13 ft = -0 . 490 L/D = 612 Live load (in) at 13 . 13 ft = -0 . 365 L/D = 821 Post Comp load (in) at 13 . 13 ft = -0 . 438 L/D = 685 Total load (in) at 13 . 13 ft = -0 . 928 L/D = 323 II 1 II I i 1 I/ F7` 7ZII . "Beam Results RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G16 II Beam Size (User Selected) = W10112 Fy = 50 . 0 ksi Total Beam Length (ft) = 13 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I Decking type Distance to Adjacent (ft) ASC 3W ASC 3W Beam: 6 . 00 Beam: 14 . 00 beff (in) = 39 . 00 Y bar(in) = 12 . 06 Seff (in**3) = 17 . 88 Str (in**3) = 24 . 20 II Ieff (in**4) 178 . 68 Itr (in**4) = 291 . 88 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q = 11 . 3 # of studs: Max = 13 Partial = 5 Actual = 5 11 Number of Stud Rows = 1, Percent of Full Composite Action = 27 . 51 LOADS: Self Weight = 0 . 012 k/ft II Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 7 . 40 3 . 30 2 . 60 4 . 22 Yes No IIJ SHEAR: Max V (kips) = 4 . 36 fv (ksi) = 2 . 32 Fv = 20 . 00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flan I/ kip-ft ft -ft --- fb Fb fb F Center Pre DL 8 . 5 7 . 4 9 . 40 33 . 00 9 . 40 33 . Max + 24 . 2 7 . 4 --- --- Mmax/Seff 16 . 26 33 . 00 --- - Mprecmp/Sx+Mpost/Seff 19 . 93 45 . 00 Controlling 24 . 2 7 . 4 --- --- 16 . 26 33 . 00 --- IIfc (ksi) = 0 . 27 Fc = 1 . 80 REACTIONS (kips) : Left Right Initial reaction 1 . 20 1 . 56 I DL reaction1 . 50 1 . 96 Max + LL reaction 1 . 82 2 . 40 Max + total reaction 3 . 32 4 . 36 II DEFLECTIONS: Initial load (in) at 6 . 76 ft = -0 . 133 L/D = 1169 Live load (in) at 6 . 76 ft = -0 . 063 L/D = 2484 Post Comp load (in) at 6 . 76 ft = -0 . 073 L/D = 2131 II Total load (in) at 6 . 76 ft = -0 . 207 L/D = 755 II )II I -BeamResults Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. ISPAN INFORMATION: G17 Beam Size (Optimum) = W33X118 Fy = 50 . 0 ksi Total Beam Length (ft) = 50 . 40 I COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 II Decking Orientation parallel parallel Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 12 . 00 Beam: 26 . 00 II beff (in) Y bar(in) 29 . 84 Seff (in**3) 493 . 88 Str (in**3) 509 . 64 Ieff (in**4) 14235 . 29 Itr (in**4) = 15209 . 76 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 II Stud Capacity (kips) q = 13 . 3 # of studs: Full = 135 Partial = 108 Actual = 108 Number of Stud Rows = 1, Percent of Full Composite Action = 80 . 16 11 LOADS: Self Weight = 0 . 118 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 8 . 70 10 . 97 8 . 32 13 . 29 Yes No il 19 . 30 10 . 97 8 . 32 13 . 29 Yes No 33 . 00 10 . 97 8 . 32 13 . 29 Yes No 44 . 60 10 . 97 8 . 32 13 . 29 Yes No I ) 14 . 00 1 . 42 1 . 12 1 . 74 Yes No 20 . 00 3 . 00 2 . 20 3 . 80 Yes No 26 . 00 17 . 46 13 . 70 21 . 43 Yes No 35 . 00 3 . 16 2 . 35 4 . 05 Yes No II44 . 60 10 . 01 7 . 62 12. 15 Yes No SHEAR: Max V (kips) = 102 . 06 fv (ksi) = 5 . 91 Fv = 18 . 83 IIMOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flax kip-ft ft ft fb Fb fb I I Center Pre DL 492 . 6 26 . 0 --- ------ 16 . 47 33 . 00 16 . 47 33 . Max + 1357 . 0 26 . 0 Mmax/Seff 32 . 97 33. 00 --- - Mprecmp/Sx+Mpost/Seff 37 . 47 45 . 00 --- - IIControlling 1357 . 0 26 . 0 --- --- 32 . 97 33 . 00 --- fc (ksi) = 0 . 73 Fc = 1 . 80 II REACTIONS (kips) : Left Right Initial reaction 29 . 19 37 . 03 DL reaction 37 . 28 47 . 60 Max + LL reaction 41 . 87 54 . 46 II Max + total reaction 79 . 15 102 . 06 DEFLECTIONS: (Camber = 1-1/4) 11 Initial load (in) at 25 . 45 ft = -1 . 257 L/D = 481 Live load (in) at 25 . 45 ft = -0 . 766 L/D = 789 Post Comp load (in) at 25 . 45 ft = -0 . 913 L/D = 662 Total load (in) at 25 . 45 ft = -2 . 170 L/D = 279 II I I II "Beam Results � �Z RAMSBEAM V2 . 0 - Gravity Beam Design II Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas Steel Code: AISC 9th Ed. SPAN INFORMATION: G18 II Beam Size (User Selected) = W21)144 Fy = 50 . 0 ksi Total Beam Length (ft) = 26 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 2 . 50 2 . 50 II Unit weight concrete (pcf ) 145 . 00 145 . 00 f 'c (ksi) 4 . 00 4 . 00 Decking Orientation perpendicular perpendicular I Decking type ASC 3W ASC 3W Distance to Adjacent (ft) Beam: 8 . 00 Beam: 7 . 00 beff (in) = 78 . 00 Y bar(in) = 19 . 86 Seff (in**3) = 108 . 95 Str (in**3) = 134 . 03 II Ieff (in**4) Itr (in 4) = 2661 . 34 Stud length (in) 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) q[1] = 11 . 3 q[2] = 8 . 0 II # of studs per stud segment : Max = 10, 42 Partial = 10, 9 Actual = 10, 9 Number of Stud Rows = 2, Percent of Full Composite Action = 26 . 10 IILOADS: Self Weight = 0 . 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom II j 5 . 00 15 . 96 12 . 10 19 . 30 Yes No Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 26 . 00 0 . 546 0 . 546 0 . 406 0 . 406 0 . 700 0 . 700 IISHEAR: Max V (kips) = 45 . 25 fv (ksi) = 6 . 54 Fv = 19 . 03 MOMENTS: II Span Cond Moment @ Lb Cb Tension Flange Camp Flax kip-ft ft ft fb Fb fb F Center Pre DL 74 . 3 7 . 8 --- --- 10 . 93 33 . 00 10 . 93 33 . 11 Max + 215 . 0 7 . 7 --- --- --- - Mmax/Seff 23 . 68 33 . 00 Mprecmp/Sx+Mpost/Seff 26 . 42 45 . 00 --- - Controlling 215 . 0 7 . 7 --- --- 23 . 68 33 . 00 --- - IIfc (ksi) = 0 . 50 Fc = 1 . 80 REACTIONS (kips) : Left Right II Initial reaction 15 . 63 8 . 18 DL reaction 20 . 56 10 . 74 Max + LL reaction 24 . 69 12 . 81 Max + total reaction 45 . 25 23 . 55 II DEFLECTIONS: Initial load (in) at 12 . 22 ft = -0 . 363 L/D = 860 I Live load (in) at 12 . 22 ft = -0 . 269 L/D = 1161 Post Comp load (in) at 12 . 22 ft = -0 . 322 L/D = 968 Total load (in) at 12 . 22 ft = -0 . 685 L/D = 455 II I I I , ABHT STRUCTURAL ENGINEERS 224 NW 13th Ave.Suite 325 I Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com I I I I 1 I 1 ) I ROOF FRAMING 1 I I I I I I a : ' " tofl Job No. A 204 v3 Designed by Date Page of BHT STRUCTURAL ENGINEERS �S 13 W4 ydd Y 4 Q1� 7/ 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com flood (a�P.DED.. - Mil ___,L3,t 4 7` 2�' 3z 4 _ �� PSi o4 + Zs PsF s�,� 9t = 5o p� 11 Ps �'I°EI 0. = (1sesr o� + � e3� sem)(, Is'/z)(A.&/Z) _ �0004 v� _ za�N 9� R S (25Q,YOL 4. Z�PSGSL)(24-JL.)(4.&t/Zl - 144oc,4 I I 3zG t IA (zsPnL -� Z;('sF4)(32'f 2)1 (vZ��y) = 24f5oo tikt R 40 et L I II I t ) I I I I I I I/ __ i II 11,-V Elesm Results RAMSBEAM V2 . 0 - Gravity Beam Design 11 Licensed to: ABHT Structural Engineers Job: Bridgeport Cinemas , Steel Code: AISC 9th Ed. II SPAN INFORMATION: RG1 Beam Size (Optimum) = W2455 Fy = 50 . 0 ksi Total Beam Length (ft) = 32. 00 Top Flange Braced By Decking tLOADS: Self Weight = 0 . 055 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 8 . 00 4 . 50 0 . 00 4 . 50 Yes No 14 . 50 7 . 20 0 . 00 7 . 20 Yes No 25 . 00 12 . 40 0 . 00 12 . 40 Yes No 11 Line Loads (k/ft) : Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 112 0 . 00 32 . 00 0 . 225 0 . 225 0 . 000 0 . 000 0 . 225 0 . 225 IISHEAR: Max V (kips) = 36 . 23 fv (ksi) = 4 . 07 Fv = 18 . 81 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange II kip-ft ft ft fb Fb fb Fb Center Max + 296 . 3 14 . 5 0 . 0 1 . 00 31 . 19 33 . 00 31 . 19 33 . 00 Controlling 296 . 3 14 . 5 0. 0 1 . 00 31 . 19 33 . 00 --- --- I ) REACTIONS (kips) : Left Right DL reaction 14 . 51 18 . 56 Max + LL reaction 13 . 62 17 . 67 IIMax + total reaction 28 . 13 36 . 23 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 16 . 16 ft = -0 . 706 L/D = 544 11 Live load (in) at 16 . 16 ft = -0 . 673 L/D = 571 Total load (in) at 16 . 16 ft = -1 . 379 L/D = 279 II I r I II I II I 4 I I ABHT STRUCTURAL ENGINEERS 224 NW 13'^Ave.Suite 325 I Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com i I I I I I I ) I COLUMNS AND FOOTINGS 11I 1 I I I1 I I ' Project /`i, /,//J/JAJob No. A B H T I Designed by Date Pageof 6/ i2f, STRUCTURAL ENGINEERS Sheet description I 4 1 cscr) 0- 1 �w= 1.s s(sem) < �z4/. ��� ' - -4 ) = V7,-/. ZISAsr (e.)2(14) -. lSs fzt -£'/8 4 a!_ /4-" 62)0,0L' a 71 Z e . ,C5F13 17 1 ¢(.S o 2,IA) Vi, - sA se (.?'-- 1) 1-12- Cs-)tiCo. PAW-, LI 2 (04) =2I,r2 tki Alma= IlitNA 1,0441° C.. 7.151-.5,r4:4•11)21= (11211. ' y 04)(14111- `11812- d4' N 1)60:,,\ 0, S5. 1 I Project Job No. Client I Location Designed by Date Page i+ 2- of B I-I T } C• 'i( STRUCTURAL ENGINEERS Sheet description I I y he 4•‘O‘CT Mil 14 11 7,1514i _ _ PUDIU► , kit ~?1 (4 .".)(9 (4.1717i 1 `' 140)(1Zo00 z �3 u �w,►N �-• ,003h j4 -- 4Son-)0 -)(cie0)b)L2.44, (z. G t4Y" (C)41 (0 bitge7 I } I>v(A _ 45 I - - V 4114-167;17 (.67 W7)0/7)60014) ` 14 1,00V r 4'("SQ x '&''w/ C6)44.0 De.‘-c, 1 1 I Project Job No. Client Location AB [—I T Designed by Date Page C of ' 34, STRUCTURAL ENGINEERS ,) Sheet description fc.cAuto: glue (5/z .107)tva.) 1 45 C(CO ) 2.X140 r /04 (7) /314) prod I ` s-`` -47 07) _ 7,74 Vc = 2/i3�+- ✓ 7TnIa u>/Y't Vu 7.7544).= (;2.•"" ('7 t/./7)9 - Avi co ,,,,,)04)024(4) k # S 5 . / 1 1 I Project Job No. Client Location I A B H T Designed by Date Page e A W of 'if STRUCTURAL ENGINEERS Sheet description I 1 Cc�Yu I , tte 75-X3F reu .72r.7/40) 1. �/, ascfm,d ` 0033 1f,c" 6--3--(003060Of) -3.o,-/a (7)#c fly aJE tJ4-y 3, ��r�! ✓ — 1.17 ) 7.75 �J Z /,�� I ) Vc- jz I T _ 1.1 1(r:Oz. - (471/./7)1 3,4k /U DeACI.\\ S S 5 . l I Project Job No. Client Location Designed by Date B I-I T Page L:/,�c of STRUCTURAL ENGINEERS Sheet description 7 I 1 6 /acs'Q fiziiunE u ` 75-Ase ( '- zW _ z.7.U�CrZ 9 1 b� (�) it 7 I -- 3.c,fA11" Vw 77cilf l(;(4. • two LAmm = ?,7S 1.1(4)y— e•(07 it-I,I71J1 = 'l;3):. v, = zee (p1.5..9 *le wi77✓ 1�e r -<4c92A 5 5. 1 1 1 1 1 Project Job No. Client Location A B �. I Designed by Date Page e 6 opi f STRUCTURAL ENGINEERS Sheet description I I t-t-t-PAPitis 2 7 75 5/- (*, *)(1)3 322le2 112 R ' LI 4- 0c42, ((n.5)C tZc t 4) = 47,la,� M 4-441ti' I 1 t/te. ` 7,73S F 6,1,5 - .172- 1z!' 1.17 I9i.c� VG12i, 1/c_. fa.,1I ✓ Qcf,01- 6/.1 4-1.11)-L" ) 1201\2-4 (z 44, 7.(121 1'- WAC r x sell)/ (7 diorz 55 , I 1 I Project Job No. AB Client Location IDesigned by DatePage 6.7 of / STRUCTURAL ENGINEERS Sheet description 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structuratcom i I TAi i R«fi. - 43 0914-1) ' 14 t' ' ltkaCtS 1L5) ~ +1i,12, , Tf�14E { t 0,7' + 4i C k1)00 �9 2 (1r4- too(4) T194-r1. Z.g--.; S17. PproteL,' s-412 P'a?c. --� � s K.,b z S.S Lt4t, Cod d k�. -11' I I e, TrA- . 43)( I2b6 r = 1'1°C (Ki sr) L Co}t- 6 4.4 tAt-/E-Eks.4. nAtt.1 5. 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P =I. 09C.ko•r esF, = l`t r- 20+7G 2 4yj +p= 1.01(JO esr) = 1tpsf —1QI4Y1(IR,S r- 2►,'�'jl�y� okftga.,04vGS 4 CANaPI - A> too‘ 2.o a '2 P= l.c C'2 IC/SF) Z ' 9I791`' 200 G. 91 Lock 07.4 c = 1 Project Job No. Client Location ABH T IIDesigned by Date Page h.4 Z of 1 STRUCTURAL ENGINEERS0 } Sheet description 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn I ItprCica.a P1_ P2. ing =-43 t JP+►® -t.r7 = ,4,W-\):161s)4(o -t.5 1 11 ,. . "4.t t'D` 392(9..s"I. 14- : 11.47Wil. ' Il.'7C4.uo) = 7'l r. ItAi = 4.1d - 4-C.4.tc') z 1(Q. 1 h'i 0..,......A.,-. ...„ _ Y t 4.. f Aid PG `/ 4_01_I / ING_. M .s.,,,.c, Y'. „( t4 1 P = 12 t . )C +- ) = 2.5 ., + 1.s}t. of I I? ltr, c. z. P, - (2ws) C1.s+ sc,) + civ Catr4,)(!�°Z`��[�c�- Zca � 20, --- `4,8 rx..+ '20.0 t..L..c6/4=n}� I Exilcs„......sA/(cr ro 77C/c7" e3cor+� IA = 12 �20.4 �> _ ✓LQ�sPt z _ 2--.27.,-- z (2o.4{sr) • 32(0 pi Vz. _ �2( 1 (CIz) 4-. 14-c-,66- 2 �g-� X,�/z))=?tcc* (3/rdiaorlis I F, I 1 _ 64-spic ( vl ) + -7. ( (-6 )�1 ;) - cas9,4 125 = 24-Spt-cOg/i1 f 7.1 6000)(1%0 _ '91074 1 V-c) (1 = l 2' NA = q5/3t(i2') -246'(«-)2 s) a 7(0576.41 `Rt,pstc(fz) g 4ss .--...0 �jz ' 31.co le I -4(46.40/2)0,* Omer Am L400 ` c(Z/. 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I4 , a .m2 a As A�9h/ /.JIZ.rtc.o--d=,4 - ° ✓ma Lobo I7-011:Fz-- ,.... mastsc,c1,4) .., Lk, a rb = iz°°c=<'.6) - 3.4h.,.; to/tx4., rt.v ------- - f.iyag., 1i¢. c-ct2) '14161-) s-.3114.' ,.4. *12,4 I7 I _ar 2G, ,/ Project Job No. Client Location /NB H T I Designed by Date Page M r y,{ of �Y $ STRUCTURAL ENGINEERS Sheet description I I 1'�act /2-0&? 2O&L 2Co I = II.o/ ct-*SA ) �y4prs fez i s P : l,S6')= /o,s _ 2to 2 r •��,S"-(�fc) 1 /<.cl(¢,) =/ kf = 1.-- s7 r- , k)taX 40 _� CSO✓ 47 CISE. tt,konc,419 1 1 I IProject Job No. Client Location ABH T 111 Designed by Date Page ,/ of lo STRUCTURAL ENGINEERS `i T1 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682.Fax 503.243.6622 www.abht-structural.com I ; Rt-c/ / t4-o qt.c9" s 1 U� gicr. 141-tA.- 159sr f-exr CA- '''' ages,. \ I °I 1 i �I eh-111,a( \ /1G/ ic7"/1 f!51,4 t#' 111 61 _ 2 ' 9( C#ci) - , th IC 2 0 4-.)(45-.-c + (z 4 -)( )(t‘jt`) ... 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Ifop.,=-0(.) - 4geirt-t-- si v„ • i /‹..., (35.9 - ,s-6=c# izzaz4Lcvocc,-ii- ai 141147 i ) V= s-(3s)Cz71) s S I c4 1/171, I: tad-, icne,c,# r.. I G i �� /4,75-f) . 1./A 12: Vz Ganiq anit 5r --> 5.9141- 41 030 4., 5730(41:- 1z> s 4°4,04- I 7r'G ° --T- 1st I ✓ 4:, 4 4" lock,4 : .S-74964, 51i. /iI•t).c-r ' .s 74x0 (0) s Q54 Tot 1 Sys = 03 7 Oz _/s:�/a9 } Sgi`e:',"�2 — S7 2s:8 I` ,/ iProject Job No. Client Location ABH T IDesigned by Date Page m 41of f a STRUCTURAL ENGINEERS v 224 NW 13th Ave.,Suite 325•Portland,OR 97209 } Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn 1 I I ,,,F,44,,_ ,%„,,T,,,y., F4,42_ I ice n d= --E- ta__ N. t d ,, (z) +-.ZSa92.c$ l2 S:' f��tri_-_ 1112%44/ I �/ f1' \V C 3112 cam., cq i11/411 max.. I =_softp 4 ►off +sc.,, �,�,,cAi1y�� � 4" �vc L �lp1 I ( t 2'C C20 I- tool 120r1 t f (201o1-c I 0 44A,t„,) ` F bS = 3(..les;(.4(.0 .1.11iNl') _ sc41 = 424 1,r-.EA _C4,/.z\-_/44, sC ACL) lig? L,.41.4 = /qtyStd. (Vv7)(149) _ ii,, Iu f2, 0A4)/-153(1,1c0 oo 14/44 li (5 )C 44)C 1 1 zt) *(0a I U+k1tt1' A, t:, I(t L= .sCI,4-4-)C2-1LZS1 s(,1.44 (112 J I TN 31+ L= , 5(3¢4)(2.,9 r3)675(Hip) t- 217.4` S C.24)(li z.6 1 , 1 i IProject Job No. Client .W� Location "`-"/`-'"✓ A B H T IDesigned by ' l Date pager of'$ STRUCTURAL ENGINEERS —/i�_i_J• 224 NW 13th Ave.,Suite 325•Portland,OR 97209 1 Sheet description Tel 503.243.6682.Fax 503.243.6622 www.abht-structural.com I I I gArfi2 T M V nha I,pa : 2Yeca+.)0• 0I it,L. is ... -- 40 II ` '� t lops- M ` for - .-S 4hk.-1 &ore I liO=1�((s,Psf + ase) ' 1,.oPtc 4-9c0=q14 Iitort-e. WI= 1gtart ''/ °15a-11-1 = ti(.1Z) t 5 11 i(9650 Il I4 - 811__,rag' 3a-CZ1aS ) u,E uJIgKso I 1 et,-q_. 41 k-42 4 k.•tc L =241 IS -16.5' I t =_Lc ( tcvo, _ `t`lopi ft g4op1 f= 11 Post f n1:1 iThrt A dik - (e/3k" *. f412cto. szit I -r , 5(- 9.C1)11z.b = 53I 4. -4 -s I � L- r�,s 11 S-ico' . to_/4,/( t 4,0) - 9c09/of f 70801/ ~ /?:o,;i 6/• ("2'9� 1� s 5.IXi /z). Z3, $' I i. . !94o)Gm4I7Z6 = 147 4, WC 0/¢AZ2 Project bot ��'�`F Job No.�� A Client ' •f" /2.. Page Location yv�/ H T Designed by Date O STRUCTURAL ENGINEERS 0.41 I f of I Sheet description �vC 224 NW 25•Portland,OR Tel 503 243.6682 3Fax 03 243.662297209 www.abht-structural.com I PK...._ #b # I L=Zc g 9(cp,(rr 94,50,I1' ((Zca f t t 3e4(276-3 en.) I I I • I I I I I I IProject Job No. Client Location n B i-'I T 2_40_3 I Designed byS Date Page �,/ of STRUCTURAL ENGINEERS 12M� 1�1 LOp� '"��� '� 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com I WA - 1 Po .. -t-. X cw; 24,t m IR = (zz.Wil e_ DL t Zb.071< ) c- 5(1.95 K T6. b, = 54.95 s- 11,.Z5(",5 v- .cA - 135.7 ,,,12- I ,a2I . 6 Q > 135.7;alba : 4,c1 A N. • b.r. LW24 j 17 I L" 31Z 3z 2 Abt (31'4g 14 1 ii. I IV = °- 354 KS, I P D 3s4 lis; C t,.)(@1 = 8. 196 1= - M z 3- 1,849 k (9" !2) = 4.34 " K e--- 11 "L "' -V Io c i4,3l" k) / C.751310 45;)(01 = 1.16 �' Pk" ' i I 11 - -t+- 11 a ‘4% cionL.04(1 4 a!2 23.77 "/Z o 11.137 " ) DAsr. To t..o\ r'IA v.43.0 IR L .34.1 ,4612" I 1 + 3 ( 6" 23,141(,43"/ •59")1-51-4 so Ks• ( .s9"/• 43") _ 64-.8 !E 71 F EA as U,!,IEGEs,,as y 1. W2ix44 • j 7-- 14:1Z- K.PL + 1-1.95 x. Lc. - 37-.(07 fc T.L. - A = 32,(01 K 1C.2-506 k-5�q ' 87-11- 04 z I4 = 6- -, ti, I = �11.IZ -INC- IT)'` = It?.$9 a 1.(.0,1, 4. k ,r Iu� .}' -I' ,.4, 4, 6'/1- Z" Zit. 34 3`/q" /34 2.. II1,16.•5 ?" A 1‘," it 'L - 32.07 K /1ei," vHo") o• Z5S K5t IP = o. z5614 '. (.,'' le") = 2 . 04 K z.o (,a IZ) = 5. 1 7 " K 1 I {i, , 11 6 Ldill''KI 475 (3 )!I7- (.35.. I1`Z% u/wa alvvi.IN4 Ig -__ _'4 '1.35)1 („ I 4- 3C `t 2.144")l.a0.,.146")'.5145. ( -4-s- 1-35") = bo Ie-5' ts17 St1FF61401.$t i Project Job No. Client Location A B 1-1 T I tn4®3 STRUCTURAL ENGINEERS Designed byi Date Page ��f�/p 1 , of N l z 1 ki 2004 'g 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com IVI IV-1.- P6GKET_ w 401(33 I = IZ.t) IL { i5.694' z 16.5K I A, _ 28.7 lc. I " 7( i K R �1 � q N s7t," (6„ A 9.5 I £� , 4, IOE g" % IL 476r = 18,6 '4 I C6" K 12,.) = o. 29 7 K5: p-- s 0.297 kCto')LK,,l = t•78 V.,I A - t.-to w LGA 1�) = S• 34 't +0 .-'( 117 t54&A- ° 'L' /.76 (NA = ('.O 9 " S' I'/¢ 4 = ( • 2)Z [ 1 + 31,6+7 I.if ")( • Z"{ ./.1.51-51-150.4.5, ( • ZZ5 / .Z) ' Z7.9. K 4.5K- 11 zi F Fe►16� .517.4.. Stiff• RS t c DED. I 2 silcp ' '`2--Ek z s' r 11,4' i N I I II I I Project Job No. B4,+x���na.z ��> A B F-I T Client Location TSA TU tikt'W) oP, 1v40 Designed by Date Page a. f of STRUCTURAL ENGINEERS )15 j 12 M1�st tom.m. t S 224 NW 13th Ave.,Suite 325.Portland,OR 97209 Sheet description 1 Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com iWALL Cot-JN,_ l .4-mt,, Pc F%& 517.g. At AG1044 Ia2 vi10X12. ( 2.04 It De. i• 1-534 MC.4�L a• 2•6s 1= L.L) I47 1405x 3s (t2.81 14 p1. 4. 9- (,a k 61c3e. + t5.a9 P. Lit-) t uu Ws WI E116 W12 t< 14 C 4.e$ 14. t . + 3;:4.! ;c i4 k a•(.97 k. w... ) iOk .j,16 ►Jtz IG 1 W244 b2- ( zz.24 K DL + Ii. 2.114 AM- + Z .07 K LI.) y10 w21)(44 ( i4.71. KDI. + n.f31c W + n.q5 K LL) 1 (i t\ v111-$.14 ( 0. x,51., o t. + o•5 2.4 Nat,. + o•441. tr..a.c.) 1 (115 W Iai><35 (8. 5 K D1.. + 4..44 K 401., 4 to. 2.3)7, LL t7 vi 0 -14 t 3.3$ K tat,. + ,Z. 1)1 14 tJC9L + 44. ZZ k. U.) I # MI MOSS IEA'b SL of 3/4, 4 A367 6o1.ts = ( 2.04 1'- Di... k 2.55le.L.L.)tlo0o)) j3So�l41 lsuapo, i1' (318")L, = 2.5D ='3 ba,..% ' . (z.o4K 4Z jKteal ! 4*-160Li = I .04 "z' z Pio(>s la (4)- '4„ 4 A3o-7 /5,L Mt, tiMbf►5 „ (4) 3/�" _ 3.. wi 3" 1416V0 MOW(' ( ISPACtSIki C2) (3')- = 1. ``I I 6` LE101eN Ta (1. ray .Pa it.h.i (2) - 7/8" # S.C. DOLTS CAM Cl/ z t$K > 4.69 o0l✓ I 08 . of.34� a3o1. ` (485 v.9L. 4 6.D? k. 1"e.)0 Win) 1 L3So� 15oo p4 "Y (611 1' 1 = b.t ti 7 P�olX.5 I ek (4.56,4-DL - Lo7 ti-e.4..) 14.4K ba..i .. 7....4b V 3 &i-t-s IULS_. (E3)- 3/4' cl. Aso, 6e4'Cs 1 3kbe1lnrrJl Iv‘)1 &' c5,\Iifk. 10 cf-hck sPehokki (31-7/e' tt S,C, 5:,L16 CMAGT1 _ 11.9 14 ) Ioa91-Y. 6kl✓ 1 - _ r ,i iProject Job No. A Client Location / - \ B H T Zv4.„3 STRUCTURAL ENGINEERS II Designed by1(1\5 Date 13 Wel Lo`' 1 Page i/ of 03 224 NW 13m Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.corn 4i,kid, 5t isilt- .. 3 cadtlri 4-641, 'k7tAL 11.w7c a?J IB% VIII fli 3 11.9K 19,7g10.- t'o Wait'. By Wtvpl. z. 9 1C 4. 59 k c)41,/ 111 IS 141(-2-* t) 3 17-9t- I,7 . 3ZK oLI✓ 111 .b5- WtoKIL Z 9 ' 3093k No �� W Icy X12 Z- 9 K Z. 1.6v. 140 1 .0 'I \opt.- 7- 9 k 6.741,_ o k1p✓ 87 a to><t Z 2 9 K -1.59,--. cake✓ IJob HI 10)(12- 2- 9 - 1"3,T kc.. I'i0 6001, Bq 14 toX1ti z q1< S,16 le— kit/ 1 BID W!opt,. 2- 9K 1.2•b lik iso &voo' " W to X12. 2, 9K 3. IgK 6,..Jt✓ gtv W +© (/.., 2 9 3 ,62. 14 dktJ I -1313 W !Not 2 9 K 2,79 K. r90✓ 84- UJ poi t Z 2 914 I. 3914 o 14.1 f / LoXlL Z- 9K I .94L (✓ IbItc %A/top/2_ Z 9K 1, 10 tc. crr 1.✓ I I I 1 } 1 • 4 IProject ::No . AClient Location B 1---I T 4o3 II Designed by At! Date �3 NIky 200q Page of/46 STRUCTURAL ENGINEERS I 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682-Fax 503.243.6622 www.abht-structural.com Pc Hr\ 611E.. 4- 6= 6otr6 MA. CoefirrVCr-? ttek.c7(01.4 CO I41 H(lox tZ 2 9 2..to4 cari✓ Elis W LIXt: 4, 5o_s 36-2.7 okl.✓ I43 U,1 1bx31 4 2-$.7 32— 3 ` 24..24 t4b 66.01, 04- SLI Xqq (o 50-0 4&./I owl,✓ II h5 w30s ,o, g (-4. 3 12.541 t°9.34 +d 000o1 IOto WI2.)04 3 17. 7 1 b.44 incl,✓ Cal goot35 S 39'.7 30 .(96 ow/ Itab WI2.s 14 3 )1,7 10 . yz .K.i.✓ ect il'j1.44t2_ h So.& 5o15 173.07 t40 tiot»I I (a 10 A 21,t 4-4 t, .50.& owl./ I ) (411 bI10XlZ Z t - 2-57 014.(f coz- wloxt2.. 2. 9 6,Z4, OKI,ir I,r IU0 W11AI4 3 )7.7 4.67 okt.✓ 414 "ILIA 44 (o 50.5 30. 0,3 o)4✓ I Ca IS WItok35 S Stag 40.13 esie4✓ I (IIB Mil,02... 2 7 4. 34, dkl,✓ 41 7 >d 33)c I I S 1 73.7 79.1s J IIoz.o4 un rte,, I0(6 U(2IX4.4 to 5o,6 45•z.5 0 41,./ I ,I ) I I 111 Project Job No. � ga,� F PoR= , \ B I-I T Client Location I Zed o 3 Designed by Date Page of rp STRUCTURAL ENGINEERS Mt 4 �'J� !v 224 NW 13th Ave.,Suite 325•Portland,OR 97209 ) Sheet description Tel 503.243.6682.Fax 503.243.6622 www.abht-structural.corn I . cokt 4 oc w t:.s. illAr 0 v_s; = (6,11,--/(.7 (. (0048..)-i _ 1.55 i41. ,.� 4 aF Jo. 7 2. r.5$;KZ l C I 21 17/11P" ) v.. 2-57 — 4 ,EAPas II V n 4 . 2 L 2 t<5.1( ^ \ KG / M (D3 44 2- / 2 / 4" 2,0 .4, M;r4 I l ' I CRy '5(Ib• i� t AFl7r1 ( 715 -l- 1tt,') '(Y .3-73„ fr;3skr1� l Sl 55k5 '• I l LK*- 11410,455 i. i i I 4.310 k141I{•9Z73 - 4-71/0 Gitb". 0-K, A `.. latc.A ¢. a VJt I, (opt P- 31.16,14- i 1.16,ki .- o £ovii5 Ned 0 s 37 15'`' J z, I S(;,1,-r J = 16.4 '— t t�z ,, I( 7— k•i, _ 1:1111111177i; 1 14,M i 1 I (2 fid ill Iei4V1‘10-koit = 4 Et ) ---- 1-`' 7:4 -- - Z i - A 51 ii:“ QEF. llocre Ii..1r -. ,ag65" [I7t' L 3.4c' j2.Lip 1c 0.02_75= `zIl Z E dry : 1 1.(,„ C- I •59(0 Fa. . SIL, (.3b) : Z( S -s; to, 31.75 /t5 (e")} z tsil k 5 c I .1lSE '/2 X 5*X v2-1 v Project Job No. �htpE�PoD,t LIrJEu�A6 j4 B I-I T Client Location 244 d) Designed by jots Date Page 1 of 3 STRUCTURAL ENGINEERS (� ZQoq i� Iv 224 NW 13tAve.,Suite 325•Portland,OR 97209 Sheet description Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com LCEP a 4.Z(� @ bta rccanitJ, IASL A325 boLTS 4'414- .$ MM ITH by= 4 f ikp - 7 4 (4")2 -41500 = 3$9q- -N /$OLT 6404S.ANIS (1)1'41.•5)4 (0 ts; = 42_ K j g°LT i = 4K(21141 = 26.2s IL" ►114 Gk, SPACI146 > al% = ZAaLS/4' � 3&94 }-' 17" _ ' 2. C. n N ast Ott Mskt%le Ie,, = 44At., = 4 511'1((54192, I50o 304-Z 44- 0014 ( s" cA4,8E®PIF.�T I 14 �DITS tL T J ►� 3042 44Z• 9( - boLT3 . o ti 1 _ 3 us� 4 PoLTs vi s'r*A4T ROPtektr oN1 PLATE- 11,4 LATE_11z 11.25 Kit , = 11.15 IL" 4. Z. t1 Ic <. R k- 4e4D+ (aovVILJ 1 „.„; I r _ I ABHT STRUCTURAL ENGINEERS 224 NW 13th Ave.Suite 325 I Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com I I I I I I II I LATERAL I I I I I I i 1 ✓ Project /7 / Pr /^`e Job N�oJ Client 7-114 (_,Looca�tion 7�i¢t fF9�'//1, o� V q6S n B i- -i T Designed by V�/'�t ✓� Date /� Blal�� !Page of p STRUCTURAL ENGINEERS /� SO 239 NW 13s'St.,Ste.303•Portland,OR 97209 Sheet description /^ Tel 503.243.6682•Fax 503.243.6622 �7� (-ie/7 t /4. www.abht-structural.com I 0) 31(ILPI1467 Co 3 2 /96 Spr ✓ i4 STetp -rtgos� I (z) Lert-r-r64-e. 1)0-5167,3 11 /� 5,(5,n.,_. C.8) R�22 T" �o. / Pi . TL r I � ) t 4 05/33 .40lnusr 2? Zor3 S� - o. 9�, 6ee'1/tst!A fpr// zoo. OrmB' z3, zac 3 Ig = s. o (tom/z/u6 w.Q.ez.. c) ,q-n t nr4 lm_ sYsrl1 my `5( c,A4 Figc- oF7)1-4c -tp ..ate'Dtt:_ C ,k1 h-'fa4'fl.S I I like-s( .,,,,4.,_ 4 �jrnu,G.fi'�/z•L, tCIC.C_ WA c.c.s I ) �/t-- D r%ser - c As-s) 0>) rieess4.t4es ( ) ,►, ldp 74//x /AteReritet 6,47 y2tf ,,, 01-,PC7 1745.511J P.eE5cu2E = 3S7,?cam I ,7,,,..-: /. /s- Sate� S IOt , /c-ncJ•/ ate. = D,3S I1/3.5 ' /00"iPli I i I i I i B H 1Z Project Bridgeport Cinema Job No. A Client TVA 'Location Tualatin, OR 20403 I Designed By HECK Date Sheet Gti of 58 Sheet Description STRUCTURAL ENGINEERS I ROOF LOADING Decking Joist Beam Girder Column Seismic I Roofing 6 Decking 1 1/2"-20 gage 2 ,,. I Joists 32"Open Web Steel -25 plf Insulation 4" Poly Iso Ceiling r Mechanical . I Electrical VAIr Fire Sprinklers BeamMir Girder ,i Column Other misc 1 Dead Load 8 21 21 23 24 25 I Live Load 25 25 25 25 25 25 111 Total Load 33 46 46 48 49 50 I I I I I I I )I iProject Bridgeport Cinema Job No A TClient NA Location Tualatin,OR 20403 I Designed By HECK Date Sheet L of CQ Sheet Description �J c� STRUCTURAL ENGINEERS 1 ICOMPOSITE FLOOR LOADING Non-Composite Dead Loads Decking Bam der Column Seismic Deck 3"-20 gage 2 eti.,r Gir Topping 2 1/2"Topping 48 Girder Beam Column Other 1 I Total Non-Composite Dead Loads 50 55 55 56 56 Composite Dead Loads Ceiling 2 Fire Sprinklers 1-5 I Fireproofing 0.5 Mechanical2.5 Mr.. 4 Electrical 0.5 Partitions 0 111 Flooring 2 Other 2 Total Composite Loads 11 11 11 11 11 ILive Load-Unreduced 100 100 100 100 100 Total Dead Load 61 66 66 67 67 Total Load 1611166 1661167 1671 111 I ) I I I I I I I I I IProtect Be/ Pae IT rI�-o -ESS Job No. Client 774 Location T� � �� 7i2!/o3 ABH T 1 Designed by taxoerGG Date /p B �'/ Page !�o{'7�^,8 STRUCTURAL ENGINEERS } Sheet description /` jj�� / fJI 239 NW 13th St.,Ste.303•Portland,OR 97209 rS /c. /- �,QGy. /S Tel 50www. bht.682•Faxral.co 3.6622 ��N www.abht-structural.com I Zevo /tsr G ' /, L 7siviic.. Gose t�eoup L/6/�O,Zj 1 �-7 SPEC-r� 4-cc0�47704 Z741s7 �D. 2 sec. �s = /, 45/33 Mit Erg. /"{S3 1 _ � I -= X - /Zs- /.o sec - 4. 36g� 2 = //O Q Ci4s-s [41s../4 / L�°1 � •rsmic P/e2A/ � y�49‘14,33 Se/G- Cexiss _Z> cr soi n�brt I 6- 7 7GF so/c ve0G7 GE" 723z. /6/6, 3 0/) •`'/.Sos = ©. 7/,", ffSGC =2Z ICl JusrED Sped 'Gc"c - fill,/s/.Z3 S'ac D <562 /6.-/6> .5;13- = VSs 7'8L /o/lo. ?Cz) SS= /-os/33.r 'a/spi = O.-/zeo sl.Co 7T g= /, ozoS Li -/G/s/,z► I ) girl s = (/,OZ(15)6,0573301)- I,07.3-r E Avr/ivC at/&6u2frranl �i6tlp.5.7 I4- /7"›• S.n, = 7, Ag, pe.414 /2,e as irn6:c" S = o. .761:1.. MO Uc>zC4-c, /ge ,ri s I _. /,738 221.8 /6rs I.zez.J ij sem/ = 6,3�_(i7s�)= e".647/4 /> ���/S f�', s I - Pe4 rgG /6/6 . 3 14 5p6 p L i ' ' S/7 . ,QG'e L x/6/5,1,-1 1/t5.6 ,; U&4- GAP--4C- e65- I 'acni,/,ec - S ►row /16/71<Q /6-m> SnS = % Skits Isem = 2/30,o7 5ps= p. 7/5' <„ /6v-n> SO! - % s;1/ IS'c,i -, i/. 64/60 . i , a,428 - I Lipcode Lookup Output! Page 1 of 1 114 L�8 I USGS } Earthquake Hazards Program IIThe input ' 1! Qf � zip-code i 9722.. / ��66yl� 6 ZIP CODE 97224 4 / II LOCATION 45.4080 Lat. -122.7897 Long. DISTANCE TO NEAREST GRID POINT 1.2001 kms NEAREST GRID POINT 45.4 Lat. -122.8 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10%PE in 50 yr 5%PE in 50 yr 2%PE in 50 yr PGA 19.038780 26.733910 38.781689 0.2 sec SA 43.320820 61.970058 105.133003 ( = 5S II 0.3 sec SA 40.971359 58.249260 96.466850 1.0 sec SA 17.927830 25. 616119 ( 36. 9019391 = 570 II q The input zip-code is . 1444.-tie /4126 ''' 11434 )c14... IIZip code is zero and we go to the end and stop. �5�. ,,-,Q. w/.J Uetoc:11 oF,l— PROJECT INFO:Home Page 7/�0 04/sec, (Al it, 3°14) SEISMIC HAZARD:Hazard by Zip Code II i I I I I I I 1 111 I e ,ii Q/,nnd , httn://ealnt.cr.usgs.govre6/cgi_hin/7incnde.cui 111 1 Project fgic ect er C.I veg4 s Job No. Client Location O3 A 8 I—I T rl/�4 T acnN/ 0,. 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I 61 STRUCTURAL DESIGN 04* FIGURE 1609.6(3) 9e ' \6‘ to•c6I - nrz.. ks i . Sir I MANDWARD ROOF . LEEWARD ROOF '"" tom" VERCAL D `FL IV 0 Io \o.6 g fY 0 TRANSVERSE- umierre re : k`ripoi I ELEVATION_. UA-LAA&S iZ. -II.1 —to.22, G�II�t—A�,� 'ti --- X3.. —9.'4 131 i,O S WINDWARD ROOF I LEEWARD ROOF t��� ��f ii IIII lift It it i `ti �Y� .e —a �S a j i \O5 I --o W L L/2 L/2 ILONGITUDINAL ELEVATION FIGURE 1609.6(3) I APPLICATION OF MAIN WINDFORCE-RESISTING SYSTEM(MWFRS) LOADS FOR SIMPLE DIAPHRAGM BUILDINGS i I I2000 INTERNATIONAL BUILDING CODE® 321 _/ a 1 T STRUCTURAL DESIGN FIGURE 1609.6(1) I 3S I 5 orINTERIOR ZONE Ar 2 I= I -.;;- -7.4-.fl:;,?1,54,A, a Kau 4:0":" -1/"Illi max Foe*. Fr l $.$PsF 1 "0., * , etozoNs 12.ofs I1 : ptAuL-npL 140E5 __ PIPciH-T"A,DJ• 1 NOR N 8y OSS I ,5. 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Job No. Client Location Troaruji a Ohs ABHT STRUCTURAL ENGINEERS111 Designed by ugu, Date 00444/67(7/ Page ^a of 224 NW 130 Ave.,Suite 325•Portland,OR 97209 Sheet description • /,.�,�,�/"JE /- ps Tel 503.243.6682•Fax 503.243.6622 I Cri �7 www.abht-structuraLcorn ilsW To-p14-(44 r S"tf # - Ale P,e4-65 0 le- 70 14,14s4 'ouAiJ 5r)i-Nut spA-nfiet 114-1-S Iwvk s - d - !_64)= 8Iz%.- 0,0r "0.6'2 i0E Ieitkevifl—2 . 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"1 -stc-TpJ www.abht-structural.com Ialit/ G-A- .0Z Iea,,,,H4,.. ife';'67-r _____ 4-,w1 3d I 111 1.14-644'75" /c 23 Iwie 44,4/ i GY�o" 7l�" 14LL /4 ,oma — 3c=�„ k_ S /F 4-..‘ f/3 � � 3 t Watt,' /7 Is. 5 s 's**/2 4-141-6 i4t 04( Is. , Z3 s // 32'P" 317) /9.5- �Z 1 Gy ZK 3 6 Z/ 1 LSA-0- 2/ 6.7.464"-- 33' 464`33' ki/J'LG '''zg 7,7c._ Com'") 4 IAA,' o `� �� .9( ,444/ r z.,e} I Project Pc•e room' NQS Job No. A Client _,/� I Location -- tit) UF"'" q0- gHT Designed by imitptiat.Y Date I 0.IJP Page a of �Q J STRUCTURAL ENGINEERS t� O 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description S - � Tel 503.243.6682•Fax 503.243.6622 -4 'y4.{Z1"J'4'a-- � www.abht-structural.com /8'4'Z'2d) ,,-,7K Rs. PI 7t(.4) Yo' 1/kw 3Z. z'�"fir) 414- to I 6144 033 I } 1 I I I I 4/ I1tJPU'f< 1,3CUT THROUGH GROUND FLOOR DOORWAYS 7 e .f ,(A41441,-#Z#14-,QJTotal Wall Shear= _.51.2 k thickness= 9.625 in. Em= 1350000 psi Total StoryShear= 1040'k fm=, 1500 psi G= 540000 psi reinforcing steels= 31920 psi Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Pier Length Height MOl 4m Av Si Rigidity Distribution Shear Steel Actual # (in) (in) (in^4) (in) (in) (in) (1/A) " (,/0) (k) MNd Fv Fv>fv? Spacing Spacing 1 ;102 `96 851177.3 6.42E-08 2.17E-07 2.81E-07 3552888.1 13% 6.69 0.0076 (11)81 =(h 0 4)9 (psi)68.0 ok (1193.4 �n4) 8 2 530' -96119411760.4 4.57E-10 4.18E-08 4.23E-08 23653428.9 87% 44.511 0.0097 14,65 0.09 75.7 ok 155.9 48 SUM 27206317.1 100% 51.20 rmax= 0.0097 USE p=1 1.001 WA.4.1.:AkA.44WAAA Total Wall Shear= 110.45 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 1040 k ^ fm= 1500 psi G= 540000 psi reinforcing steel 0.62 p 2 P Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Pier Length Height M0I dm Av Ai111 ity Distribution Shear rt fv Stl Actual c� Spacing (Psi # (in) (in) (in^4) (in) (in) (in) (1/d) (%) (k) ) =(hMNd/2d) (Psi)Fv Fv>fv? Spang 1 698 96 272763189.4 2.00E-10 3.18E-08 3.20E-08 31294473.7Rigid89% 97.77 0.0162 24.39 0.07 76.1 ok (�83 7 (in) 2 112 96 1126869.3 4.85E-08 1.98E-07 2.46E-07 4059067.6 11% 12.681 0.0131 20.33 0.44 68.9 ok @ 48 112.4 SUM 35353541.4 100% 110.45 III ANA1,-.1411.kalkkin:c4 nnax= 0.0162 USE p=1 1.00 ---- --__ -___ thickness=. 9.625 in. Em= 1350000 psi Total Wall Shear= 303.26 kTotal StoryShear= 1040 k fm= 1500 psi G= 540000 psi reinforcing steel 0.621psi Total Story Area= :.85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av Ai Rigidity Distribution Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) 1 ',954 4Z3.9¢,-;696409386.8 6.75E-09 1.03E-07 1.09E-07 9144254.7 100% 303.261 0.0367 (psi)55.28 =(h 022/2 (p 3.1 ok si) (in4) (in) 1.3 SUM 9144254.7 100% 303.26 �4 � rmax= 0.0367 USE p=1 1,00 ,WALPitti Total Wall Shear= 51.2 k - --- _- thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 1040 k reinforcing steel 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi I, Pier Pier Pier Pier Pier Length Height MOI Am Av Al Rigidity Distribution Shear ri Steel Actual # (in) (in) (in^4) fs MNd Fv Fv>fv? Spacing Spacing (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 466 96 81166579.1 6.73E-10 4.76E-08 4.82E-08 20731333.3 85% 43.711 0.0108 16.38 0.10 75.4 ok 139.5 @ 48 2 102 96 851177.3 6.42E-08 2.17E-07 2.81E-07 3552888.1 15% 7.49 0.0085 13.24 0.49 68.0 ok SUM 24284221.4 100% 51.20 172.6 48 4 rmax= 0.0108 USE p=I 1.001 '1114141441 Total Wall Shear= 66.7 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel 0.62 in^2 fm=` ' 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi I Pier Pier Pier Pier Pier Length Height MOI Am Av Al Rigidity Distribution Shear ri fv MNd Fvi) Fv>fv? Steel Actual # (in) (in) (in^4) (in) (in) (in) (1/D) (%) (k) Spacing Spacing 1 ',;,432 411,8.6.;,- 64665216.0 6.67E-08 2.20E-07 2.87E-07 3485426.8 100% 66.7010.0188 (p 6.99 -(h 028 (p 68.1 ok (in)84.7 48 SUM 3485426.8 100% 66.70 rmax= 0.0188 USE p=1 1.001 `.A "' ..-_-... Total Wall Shear= 67.8 k thickness= 9.625 in. Em= 1350000 psi Total StoryShear= 988 k Pm= 1500 psi G= 540000 psi reinforcing steel 1962 in^2 Total Story Area= 85000,ft^2 Fs=, 31920.psi i Pier Pier Pier Pier Pier Length Height MOI Am Av Al Rigidity Distribution Shear rii)si Steel Actual # (in) (in) Pier (in) (in) (in) (1/p) MNd Fv Fv>fv? Spacing Spacing 1 ;-- 440 „411,96 68324666.7 6.32E-08 2.16E-07 2.79E-07 3579978.4 ( 100% (k)) 67.8010.0187 (p 26.93 -(h 0.47 (p 68.3 ok (in) m 84 8 @ 48 SUM 3579978.4 100% 67.80 rmax= 0.0187 USE =1 1.00J #"lA Total Wall Shear 73.3 k -thickness= 9:625 in. Em= 1350000 psi Total Story Shear=; „ '988 k reinforcing steel 0.62 in^2 f m= 1500 psi G= 540000 psi Total Story Area=' 85000 ft^2 Fs= , 31920 psi 1 Pier Pier Pier Pier Pier Length Height MOI Am Av (in) (in) Al Rigidity Distribution Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (1/A) (%) (k) (psiSteel Actual ) _(h/2d) (psi) 1 .54✓F'. „411;85;;;.130556175.8 3.31E-08 1.74E-07 2.07E-07 4824937.1 100% 73.301 0.0163 23.42 0.38 70.1 ok (In97.6 48 SUM 4824937.1 100% 73.30i • 4 rmax 0.0163 USEp=� 1,00 WA1�L'#. Total Wall Shear 37.5 k thickness= 9.625 in. Em= 1350000 psi Total Shear= ' 988 k fm ,; 1500 psi G= 540000 psi Story reinforcing steely= 0.62 psi Total Story Area= 85000 ft^2 Fs= 31920 psi I Pier Pier Pier Pier Pier Length Height MOI (tn^4) Am (in) Av (in) Si Rigidity Distribution Shear (1/A) (%) (k) ri fv MNd Steel Actual (psi)Fv Fv>fv? Spacing Spacing ) (in) # (in) (in) (in) (psi) =(h/2d) 1 ;584;•.;";:..;'--..-41,1.P6--,-,159756314.7 2.70E-08 1.63E-07 1.90E-07 5266494.0 100% 37.501 0.0074 11.20 0.36 706 ok (in 204.1 @48 SUM 5266494.0 100% 37.50 rmax= 0.0074 USE =1 1.001 10,44 19 Total Wall Shear 64.2 k thickness= 9.625 in. Em= 1350000 psi Total StoryShear= 988 k " ^ fm=. 1500 psi G= 540000 psi reinforcing steel 0.82 in 2 Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Steel Actual a I ��� Pier Length Height MOI Om 4v di Rigidity Distribution Shear ri iv MNd Fv Fv>fv? Spacing Spacing ' # (in) (in) (in^4) (in) (in) (in) (1/0) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 1392 411.96 48314522.7 8.93E-08 2.43E-07 3.32E-07 3012400.7 100% 64.201 0.0189 28.65 0.53 67.2 ok 79.7 @ 48 I SUM 3012400.7 100% 64.20 rmax= 0.0189 USE p=1 1.00 3A(A1-L1120 - Total Wall Shear= 69.95 k thickness=' 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height M01 Dm Dv Ai Rigidity Distribution Shear n fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/t) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 _,432. : .411.96... 64665216.0 6.67E-08 2.20E-07 2.87E-07 3485426.8 100% 69.951 0.0187 28.30 0.48 68.1 ok 80.7 @48 I _ SUM 3485426.8 100% 69.95 rmax= 0.0187 USE p=1 1.00 WA44;41, Total Wall Shear= ,- 76.83 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= .185000 ft^2 Fs= 31.920.psi Pier Pier Pier Pier Steel Actual Pier Length Heigh MOI 4m Dv 4i Rigidity Distribution Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 ,,,546 „411::.96;} 130556175.8 3.31E-08 1.74E-07 2.07E-07 4824937.1 100% 76.831 0.0162 24.55 0.38 70.1 ok 93.1 @48 SUM 4824937.1 100% 76.83 rmax= 0.0162 USE p=1 1.00) NA4142g Total Wall Shear= 18.7 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel 0.62 in^2 fm= , 1500 psi G= 540000 psi Total Story Area= , 85000 ft^2 Fs= 31920 psi It Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av 0i Rigidity Distribution Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 674 ,.��, 435,96 245583498.4 2.08E-08 1.49E-07 1.70E-07 5876613.2 100% 18.701 0.0032 4.83 0.33 71.2 ok 472.7 @48 SUM 5876613.2 100% 18.70 nnax= 0.0032 USE =1 1.001 WAt #2 Total Wall Shear= 21.6 k thickness= ' 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel: 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs=: 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI 4m Av of Rigidity Distribution Shear ri iv MNd Fv Fv>fv? Spacing Spacing # (in) (in) 011'14) (in) (in) (in) (1/A) (%) (k) (psi) _(h/2d) (psi) (in) (in) 1 ;..›.,,Z6.6... 435,96,_ 363331584.0 1.41E-08 1.31E-07 1.45E-07 6889995.1 100% 21.601 0.0032 4.90 0.29 71.9 ok 466.7 @ 48 SUM 6889995.1 100% 21.60 rmax= 0.0032 USE p=) 1.001 11,441-11$2,!4 Total Wall Shear= 7.7 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= ' 988 k reinforcing steel' 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av Ai Rigidity Distribution Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 168 =. 204: ., 3803184.0 1.38E-07 2.80E-07 4.18E-07 2391498.4 100% 7.701 0.0053 8.13 0.62 65.4 ok 281.0 @ 48 SUM 2391498.4 100% 7.70 rmax= 0.0053 USE p=1 1.001 WA#L 1 Total Wall Shear= 15.5 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 230.7 k reinforcing steel 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi i Pier Pier Pier Pier Steel Actual Pier Length Height MOI em Ac Ai Rigidity Distribut on Shear ri fv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/0) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 40 84 51333.3 7.13E-07 4.85E-07 1.20E-06 835020.2 50% 7.75 0.1008 37.28 1.17 58.1 ok 61.3 Q48 2 40 84 51333.3 7.13E-07 4.85E-07 1.20E-06 835020.2 50% 7.75 0.1008 37.28 1.17 58.1 ok 61.3 @ 48 SUM 1670040.5 100% 15.50 rmax= 0.1008 USE p=1 1.321 WALL#32' Total Wall Shear= . 15.5 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 230.7 k reinforcing steel" 0.62 in^2 fmr= ' 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs=. 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av Ai Rigidity Distribution Shear ri iv MNd Fv Fv>fv? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/4) (%) (k) (psi) =(h/2d) (psi) (in) (in) I 1 1444,.,„.:,--,„2134.„,„ 2395008.0 2.19E-07 3.27E-07 5.46E-07 1831867.5 100% 15.501 0.0560 19.17 0.73 63.4 ok 119.2 @ 48 SUM 1831867.5 100% 15.50 rrnax= 0.0560 USE =I 1.001 I I I 4/ I ',44. 44.F?UT' - L34 ABOVE MEZZANINE'$ Y*1-4#4;42,#19.4t Total Wall Shear= 41.5 k I thickness= 9.625.in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel X0.82'in^2 Pm= 1500 psi G= 540000 psi Total Story Area= `85000 ft^2 Fs= 31920..psi Pier Pier Pier Pier Steel Actual I Pier Length Height MOI dm Av Ai Rigidity Distribution Shear ri N MNd Fv Fv>N? Spacing Spacing #I (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) . 2 ;;.C72 - 288;;,::243403776.0 6.06E-09 9.89E-08 1.05E-07 9523197.1 100% 41.50 0.0075 10.76 0.22 73.3 ok 212.4 @48 SUM 9523197.1 100% 41.50 rmax= 0.0075 USE p=1 1.001 Y1,f414,31114r.nAlt Total Wall Shear= 89.45 k I thickness= 9.625'.in. Em= 1350000 psi Total Story Shear= S 988 k reinforcing steel ";0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000:ft^2 Fs= 31920.psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am As Ai Rigidity Distribution Shear ri I fv MNd Fe Fv>N? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) _(h/2d) (psi) (in) 1 8ig0,,,,,K,-,..„,?84,,, 492579427.1 2.99E-09 7.82E-08 8.12E-08 12312056.1 100% 89.451 0.0128 18.31 0.17 74.2 ok 124.8 e 4 8 SUM 12312056.1 100% 89.45 rmax= 0.0128 USE p=1 1.001 !MALI- 800.6,4Total Wall Shear= 233.16 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= 988 k reinforcing steel 0.62'in^2 I Pm= 1500.,psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av Ai Rigidity Distribution Shear ri I N MNd Fv Fv>N? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) On) 1 ;£..954 42396;;696409386.8 6.75E-09 1.03E-07 1.09E-07 9144254.7 100% 233.161 0.0297 42.50 0.22 73.1 ok 53.8 @ 48 I SUM 9144254.7 100% 233.16 rmax= 0.0297 USE p=I 1.001 NALL_: - Total Wall Shear= 41.5 k thickness= 9.625 in. Em= 1350000 psi Total Story Shear= ` 988 k reinforcing steel 0.62 in^2 fm= 1500 psi G= 540000 psi Total Story Area= 85000 ft^2 Fs= 31920 psi I Pier Pier Pier Pier Steel Actual Pier Length Height MOI Am Av Al Rigidity Distribution Shear ri N MNd Fv Fv>N? Spacing Spacing # (in) (in) (in^4) (in) (in) (in) (1/A) (%) (k) (psi) =(h/2d) (psi) (in) (in) 1 ,.606:__,, ,288 180272810.7 8.18E-09 1.09E-07 1.18E-07 8507458.1 100% 41.50) 0.0083 11.90 0.24 72.8 ok 192.0 @48 SUM 8507458.1 100% 41.50 11, rrnax= 0.0083 USE p=1---7-11.00 I ) 1 I I I I I • I i I it I Project ./(1F-144.44e' Job No. ���Po,�T C�r�v�4S Client T"i,J Location v" nti, n /03 , \ g H T I Designed bv.A^ reit Date 2-3F / Page!n 7 (ooffJ'58 STRUCTURAL ENGINEERS �,Ft Jt(NG C>/Y I(„j 224 NW 13th Ave.,Suite 325•Portland,OR 97209 Sheet description 2 wa�c.c.- 1 (�/�+ Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com h,- ..‘ 66-i-et 2'9 --- -7`.5.3',1" .1 s , 3 ' 7 - g1,s1 b 33 — o � 9,7� t 8 530 '' /02" 18 4 ; sir —..'/7,47 Ii IA-Ll. wv-1414 "= &Z.51-sFt33.33* 5-6)-( 8.5 4 3 (z'a ) 3z,60,,arsl - /75-'4/14' (-4-74,..5,-,7) Z, I 1' = (Z F)(56`,X e s) = 7,9.Ix = 6. i _ (9.4,25-x'672-Y '(��s. r� mfri (z/ X(z) 124-4;1' Z5PSF) - 1)(06041)z- M 14. /5 617 I Oy GG A/4-a. 44,, 0-4.- r pr ,--e,.oo/ � �/ 65- et.cbo(oars/ (5Jee-e ) II `ued� ecu-fig = „ _- .-- ... � • vG,,,., `40 Cis 2/.y I 1461449.4/ z ��625-2/ 72- 52.00 vow 'P - W/5 --/(77, 5� -• 40', do z6I ___> ��= o.003 I ' /`/°s.6"K .it_. 6. ex+3 e.Ls AmOitamA 440a).44 I ` n 2 k - D 000/7/ w--/ 4 .1/,/. >77 (4) , _ 0 Gz5,177t--i)(0,069 I2,77 hl. 33,731-12. Voo" fkoril I - ozs/ (__-W,7 La ,,,i ® op (4)cece-s3 I -- 8$ II F5I / 52,,I/4, C I_C1 4770,) 7v f'G G'®`t.t 5/' 1 �' Pr - , ori Wil+ r C9.Gz �2 � C Sults Qu 1T GJ 14 7a ge I —sem Com/urz52 err* W IProject r?/` _4 e Jnr /,�O,.,I` Job No. Client a��i_/{ _ r!/�' G Location 7-4:64,,,,A,,4�7'/� O �03 A B H T IV/', �3� s8 STRUCTURAL ENGINEERS Designed by �`�, Date 2��j wi Page of fN 1� /'f (� t ' 224 NW 13s'Ave.,Suite 325.Portland,OR 97209 `� Sheet description � a, tc/`1 Tel 503.243.6682•Fax 503.243.6622 www.abht-structural.com / (4),� 2.6.3Z:,z- ,¢�sn,� sal � d r VXo.� ‘,/416- ��- I IP 42 S 0.11‘- rz /72-rte <-4,4-roc L2 )'14S--- "- "":- C. _ 6v /r2 )C° ',J /5° ;,z ,mak. i01, ,,,_ igt d-/ 2, 1 i dc 's/Z /7 7. (1_39 r,„i:I T... z-'503.3;' I (I15) 5 G,g/c /76.. ,e7, -::: 7 ,451' aS)A4 - -' ("21)(2')( It ) r -3-•.:.,z- I _ a_c) , - 62)6,3/y. 0 , ..yzAz 1,6 ,t. _ , /r....,I I I � I (.4--o,r" 7 s?/h)rd;Li 644)101-r- 2.(C3.,;2 I ) , 1 A - -_-,(0,3ofoczistf), 5; c./.3,..7.- )/4- /e %s- I (417;/ - / 74;,‘ z (4)e2fi= /• zsz.=.1-- Io,VZ_ . 38i,6" d,�� = 233, . (4) 4V ;v„= (No/3 7i JCS' li. �) Z i- !/rP,^L 0 i�" 3/-)(0( 1:31-4") '�_&, �.lJj' ,.,Z a IC , -77 k/4-1.6 /9 z5 11 (4),sil ,. zt s7,;)z- 64)3,,,,,,-.--(0-0)(2x/sv-) .. iz ,)‘,;,-z I o,/� yL-=` 58/4. s ) •••••••••90,•••••• •••VOMIOPMAYLIM1.0.•••••1.110. (4) CV-. Z,452,;-,2- I L. (4) 4 —( 3i)(zrL - / 7. 4/5�1v,,, 14.----- ) _,I,,, .e 4. 1 ,0 I Z Nr1.1- f,� � 111111 M N - N 1111111 all M r - 11111 gill - M r 4/11114 MIN • WALL M h fm DL+LL t 1 L r r hir a fey._ fib L.#0.0 } .::. in). ;(P$i). I ,(k). 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B H T I Designed blyl////1t4^�� �/,f Date 23f 'U�TW r'i �Pa[g�e A �b �8 STRUCTURAL ENGINEERS hY fit,(/ L� 239 NW 13th St.,Ste.303•Portland,OR 97209 l Sheet description Ngo 77( J SI6?N Tel 503.243.6682•Fax 503.243.6622 I fr ' www.abht-structural.com 14tf��L ( Y/Q'gl id k .f� 4 V,t-%9,7w �.I�-u, Z Jo Viz- 3�.��rG I r4 60?-0"x /2 ,x /fy" Gdy11.'"51 y J CO Z7'' /6: ( ,2L-6: 1 fRD 404/G £UI 4,1,A/L7X 7 -Icy aY/q)(a°)O-Wefi) - A/ie-I /2 lc. 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