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Specifications s6,,k, RECEIVED CT ENGINEERING Structural Engineers JUN 07 Z01r 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. b 208.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace � o �� ,i Plan 2610 �-�•; • : W Elevation A I► 1d V I�REG�iIlk Tigard, OR 22 � les 1 Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest. Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I NG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) • Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5;psf Roofing future 0.0',psf 5/8"plywood (O.S.B.) 2.2'psf Trusses at 24"oc. 4.0 psf Insulation 1.0;psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO ypsum concrete 0.0'psf 3/4,,-plywood (O.S.B.) 2.7'psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/.2"gypsum ceiling 2.2'psf Misc2.6 psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 r (2)2XX11.SHDR HDR - 2X17 HDRHDR IIIIIIIIIIIIIIIC H 1 RB.al E RB a2 r 1 'L M co d _ tri Q '� a H N U ul O cr H N- I-- -, l N -I Z F- W a W In J W CO D cc a f r.. .7411 IZATTIC •:.: ACCESS ':::'•.':. i - - -� - E 7 C SCISSOR TRUSSES /� •'�""' :�'::::::.`: 212 BOTTOM CHORD e.„......../... / t::::::::: : :: . (2)2X10 HJR -0 GT GT.al - _'� RB.a5 J MIN. -1DR _ '1 J ❑ I D GABLE ENDI TRUSSRB.a 6 I L I J 0 PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 0 /CS16 CS16 A r y r 1 ..m.MIMI—_ j Lu o Fcri Jt 9 ' pl 1 E� c I— I z HI IWASHER I DRYER F so j EL _ i TT' i r r i_ 3 e____ 3 I , ,) 1 t ilk, y 7 mismsm . 0 \--MST37 MST37 08 S1.2 PLAN 2610A UPPER LEVEL SHEARWALLS 1/4"=1'-D" ENGLISH REVIVAL CO .STHD14® i GABLEIEND TRUSS B.a1 4x HDR4X12 HDR 1------A —F— MANUFACITURED ROOF 0 TRUSSES AT 24" O.C. T I 0 1 �- LI0 ' T P4 81 C16...40.) CS16 I ,STHD14 1: B.a2 7-X14 Rif,RI=AM - •,®� GLB FB J !; I m P4 I J I w STHD14 I STHD14 2 I mil M - / I ; - I ----1-1 0 ES '° °—I J _ ���((q88¢��jJ' ---vim—" I ' '' o, l l\I::GG„, L. x w=1 - j Nix • 0 7 X 'ES m x `�+r�_'� POST AllI VI FR vi °j Z I- L___I o0I �` I _ II I ____� I I .1I W I'L I STAIR l + I 4 T\FRAMING/ x W I ll� f D: "let \\ / n I 174 I 1 MM- 7 >'d \ I I I I \ I Iii- J 1 _ x t�'TT � -1 A r v I • 14” FLOOR TRUSSES ® 19.2" O.C.X m \\ LA x w ryp^ S / \ h i \ I Y / \ Ii I— 03 t` V)-C I \ v X CCI -, I B.a8 II Q. ct I1 4 _ G---RR- 1 II IA 1� r Irl= , , .�rJ;F'F$ • I I -1I 0 1. i II ab o t ‘,--.1-.° a �- -- -- xx ti JD CV,,X3. _L 1' FIXTURES . //r-- 1 _ II .I ABOVE r ni m In 7_ 2)2X8 H I-3 o x ro T 7�xX m 2x ROOF1(1 x ' x FRAMING j '...m` I II — — In l v. W _... L` JJJ T w w LSL 1.75X14 B.a10 POST TB al2 B.a12 BI 4X4 min. co GT ABOVE B.a12 MIO GT ABOVE (min.) Y ---1 i --t 0---+, — (2)2X8 (2)2X8 (2)2X8 (2)2X8 HDR HDR HDR HDR STHD14 STHD14 LOWER LEVEL SHEARWALLS PLAN 2610A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 22'-0" 3'-10 " F P32 i6'-3" •'-10Y2 i ,STHD14 e 4-♦ rz- •,-'--ti- 314' CONC. SLAB ' OVER 4" FREE DRAINAGE MATERIAL ® OVER COMPACTED FILL 1.N v IVERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN r1 I -16"I 1 io n o 31W' CONC. 0 PAnO SLAB 14" e NIP 0 ' SLOPE S I 2"DN I 'P3 • 6'-3" I-7"I 1'-9t .-8" 81Y2" 4'-0" �.-2Y. oI I� I-� STHD14 2 o - J �� VARIES MIN. _ {1 �.- - - - - - os �e" -3" FROM TOP OF �!� a I , M WALL ® o C7i i STHD14 4 ' ; A10 I I 11-12 Y4"I STHD14 N J N A.-----•---1 ,_____L4___-3 0 • --- a--� '''''n, —� m A I • —4�i I� lL I r i ♦ Z VI--1 L-:`4_ 11- I !�- r- 3" I JII II - I FURNACE J�--J ABOVE) I---I I / , 1 ® i FIXTURE ABOVE—f- 1 til El FO +---I- I N CJ? I tJ r E I o � r-I' ' z I n F rn L.I ,18xj4t CRAWL !I co FINISHED FLOOR I m SPACE fhCCESS t• r.1-1 ;r I- -IrZ L,J J_i L-H T FTG. I I 30")[30"X10"FTG. _1111 II I e 3'-9Y"I • 1 ; I W/( )#4 EA.WAY . 2 8" k a I ; I in i I I i ILH I _ ul I I-II i L � � u' /// ; �---+ I j9Y2"I-JOISTS AT 19.2" D.C. n I-�J 1 TYPICAL 12'-0" } I 14'-0" "' a. W 1 "o H a I I 18"X18"X10"FTG. ?' m W/(2)#4 EA.WAY 7 I 12v4"I.L X 0 i v TYP.U.N.O. ` I I-t-1 L J 12V4"I / LVL 1.75X9.5 i I -3w I J r-1.4-1--------------i --- el I� r IJ IT In el , ri-1 t--+ II Ir- It --1 I� L )2x4 PONY Ih i I 9 0" � D1 LVL 1.75X9.5 WALL I` I -5" I SLOPE 116" I% N t174-6'4. _ °° E LL 3Y4' CONC. SLAB; +POST s1z - - r a - liii --4 ., ♦ ♦T 1\I I\I I . L 8'-10y" j.�" _6Y2" ,TOP OF SLAB TOP OF 8" STHD14 17' STHD14 9•-0• Y, 12Y2" STEM WALL 2P3 S7 9 210'-,f PLAN 2610A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: Job# Dsgnr:TRE Date: 4:25PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189Page FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2610A ROOF GT reactions Timber Member Information ;ode Ref: NDS IBC GT.al Timber Section 3.125x18 Beam Width in 3.125 Beam Depth in 18.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fur,24F- V4 Fb-Basic Allow psi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type Glu Lam Repetitive Status No Center Span Data 111 Span ft 17.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.7446 Ill Mmax @Center in-k 346.80 @ X= ft 8.50 fb:Actual psi 2,055.1 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 149.4 Fv:Allowable psi 276.0 Shear OK Reactions @ Left End DL lbs 2,550.00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 ©Right End DL lbs 2,550.00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 _Deflections Ratio OK 111 Center DL Defl in -0.206 UDefl Ratio 989.2 Center LL Defl in -0.344 UDefl Ratio 593.5 Center Total Defl in -0.550 Location ft 8.500 UDefl Ratio 371.0 Title: Job# Dsgnr:TRE Date: 4:25PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW 0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan2610.ecw:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information :ode Ref: NDS, IBC RB al RB a2 RB a3 RB a4 RB.aS RB.a6 Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x10 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Han Ar,No.2 Hein Rr,No.2 Hem Rr,No.2 Hem Ar,No.2 Han Fir,No.2 Hem Ar,No.2 Fb Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No enter Span Data Span ft 5.50 5.50 2.50 3.00 5.50 3.00 Dead Load #/ft 300.00 300.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 500.00 100.00 100.00 500.00 100.00 I fieSUltS Ratio= 0.7891 0.7891 0.1670 0.2405 0.7891 0.2405 Mmax @Center in-k 36.30 36.30 1.50 2.16 3 2. @ X= ft 2.75 2.75 1.25 1.50 2.756.30 1.5016 fb:Actualpsi 848.5 848.5 244.9 352.7 848.5 352.7 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 85.6 21.9 27.7 85.6 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 @ Right End DL lbs 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.024 -0.004 -0.008 -0.008 UDefl Ratio 2,748.6 2,748.6 7,927.3 4,587.6 2,748.6 4,587.6 Center LL Defl in -0.040 -0.040 -0.006 -0.013 -0.040 0.013 UDefl Ratio 1,649.2 1,649.2 4,756.4 2,752.5 1,649.2 2,752.5 Center Total Defl in -0.064 -0.064 -0.010 -0.021 -0.064 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 1,030.7 1,030.7 2,972.7 1,720.3 1,030.7 1,720.3 Title: Job# Dsgnr:TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 ` User:KW-0602997,Ver 5.8.0,1-Dec-200314189Plan2610.ecw:Floor Framing t _(c)1983-2003 ENERCALC Engineering Software Description 2610A FLR FRMG 1 OF 3 Timber Member Information ;ode Ref: NDS IBC 11 B.a1B.a2 B.a3 B.a4 B.aS B.a6 B.a7 Timber Section 4x12 PrIIm:7.Ox14.0 LVL•1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL: 4x12 Beam Width in 3.500 7.000 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Ar- Rosboro,Big' beam iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/PineSawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data 11 Span ft 16.50 20.00 4.009.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 400.00 160.00 Live Load #/ft 500.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span r Span ft 4.00 Uniform Dead Load #/ft 415.00 Uniform Live Load #/ft 540.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 Results Ratio= 0.7774 0.6891 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @Center in-k 65.34 543.62 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.76 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever ink 0.00 -132.48 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 2,377.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 138.3 22.1 73.3 48.5 111.6 20.8 180. Fv:Allowable psi Shear OK 207.0 Shear K 345.0 Shear OK 356.5 Shear OK 310.0 Shear OK O Shear OK 300.0 Shear OK 310.0 Reactions r @ Left End DL lbs 495.00 3,902.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 5,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 9,302.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 6,468.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 8,304.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 14771.99 850.00 3,217.50 1,251.25 6,296.50 467.50 _ eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 II (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.364 -0.002 -0.023 -0.004 -0.147 -0.006 UDefI Ratio 1,314.8 660.0 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.552 -0.002 -0.062 -0.010 -0.391 -0.015 UDefI Ratio 788.9 434.8 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.916 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.920 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 262.1 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.196 Cantilever LL Defl in 0.262 Total Cant.Defl in 0.458 UDefI Ratio 209.5 Title: Job# Dsgnr:TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 6x8 Beam Width in 1.750 3.000 1.750 1.750 3.000 3.000 5.500 Beam Depth in 14.000 7.250 14.000 14.000 7.250 7.250 7.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fr,No.2 level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 6.00 3.50 9.00 5.00 3.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 400.00 160.00 160.00 160.00 Live Load #/ft 500.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 128.00 2,550.00 LL lbs 340.00 4,250.00 @ X ft 3.500 1.000 LL ReSUIts Ratio= 0.0832 0.0754 0.7591 0.1313 0.1379 0.1292 0.9781 0 Mmax @ Center in-k 11.06 2.02 116.03 20.06 4.25 3.98 52.20 @ X= ft 3.50 1.75 4.50 2.50 1.50 1.25 1.00 fb:Actual psi 193.5 76.9 2,029.7 350.9 161.8 151.6 1,012.4 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,035.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 195.8 43.9 19.6 19.1 156.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 98.33 52.50 1,867.50 587.50 262.50 256.25 1,680.00 LL lbs 261.67 140.00 2,430.00 750.00 210.00 275.00 2,850.00 Max.DL+LL lbs 360.00 192.50 4,297.50 1,337.50 472.50 531.25 4,530.00 @ Right End DL lbs 119.67 52.50 1,867.50 587.50 262.50 256.25 1,170.00 LL lbs 318.33 140.00 2,430.00 750.00 210.00 275.00 2,000.00 Max.DL+LL lbs 438.00 192.50 4,297.50 1,337.50 472.50 531.25 3,170.00 [eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.002 -0.001 -0.099 -0.005 -0.003 -0.001 -0.005 UDefl Ratio 31,996.0 51,354.9 1,093.5 11,261.7 13,979.9 20,622.1 6,334.6 Center LL Defl in -0.006 -0.002 -0.129 -0.007 -0.002 -0.002 -0.008 UDefl Ratio 12,030.8 19,258.1 840.4 8,821.7 17,474.9 19,216.1 3,747.0 Center Total Defl in -0.008 -0.003 -0.227 -0.012 -0.005 -0.003 -0.013 Location ft 3.096 1.750 4.500 2.500 1.500 1.250 1.180 UDefl Ratio 8,743.3 14,005.9 475.2 4,946.7 7,766.6 9,947.1 2,354.4 Title: Job# Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 3 OF 3 Timber Member Information :ode Ref: NDS IBC II B.a15 B.a16 B.a17 B.a1B Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No [Center Span Data Span ft 4.50 2.50 3.00 3.50 Dead Load #/ft 120.00 150.00 150.00 150.00 Live Load #/ft 320.00 400.00 400.00 400.00 Dead Load #/ft 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 100.00 100.00 100.00 Start ft End ft Results Ratio= 0.6897 0.2463 0.3547 0.4828 11 Mmax @ Center in-k 21.26 7.59 10.93 14.88 @ X= ft 2.25 1.25 1.50 1.75 fb:Actual psi 809.0 288.9 416.1 566.3 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 36.3 50.3 64.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions 111 @ Left End DL lbs 630.00 387.50 465.00 542.50 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 @ Right End DL lbs 630.00 387.50 465.00 542.50 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.002 -0.005 -0.008 UDefl Ratio 2,588.9 13,637.2 7,891.9 4,969.8 Center LL Defl in -0.031 -0.004 -0.007 -0.014 UDefl Ratio 1,725.9 8,455.1 4,893.0 3,081.3 Center Total Defl in -0.052 -0.006 -0.012 -0.022 Location ft 2.250 1.250 1.500 1.750 UDefl Ratio 1,035.6 5,219.2 3,020.4 1,902.0 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 14189_Plan_2610.ecw:CRAWLSPACE FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information ;ode Ref: NDS IBC 11 TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data r Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 r Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK iv:Actualpsi 96.2 Fv•.Allowable psi 180.0 Shear OK Reactions il @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 _Deflections Ratio OK r Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS I_ 1 Code Code_ Code Suggest Suggest Suggest Lpick_I Lpick Lpick Lpick_ Joist I b d Spa. LL DL M max V max; El L fb L Tv L TL2401 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL dell ITL dell LL deft LL dell size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) 1 (in.) (in.) (It.) (ft.) (ft.) (in.) 1 ratio (in.) 1 1 9.5''TJI 110:._ 1.75 9.51 19.2! 40 15 2380 12201 1.40E+08 14.71 27 73 15.23 14 80 14 71 0 66 0 48 13.31 13.45 13.31 0.441 360 ratio 0 32 495 9.5"TJI 1101 1.751 9.51 16' 40 15 2380 12201 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.751 9.51 121 40 15 2380 1220! 1.40E+08 18.61 44.36 17.82! 17.31 17 31 0.791 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 1101 -- 1 ) 1J!6.4---------50.0211 1.40E+08 20.801 55.45 .62 16.77 16.94 1677 0.56 L 360 0.41 495 9.5"TJI 1101 1.751 9.51 19.24 40 101 2500 1220i 1.57E+08 15.81 30.50 16.341 15.37 15.37. 0.641 0.51 14.27 13.97 13.97' 0.44! 384 0,35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500; 1220 1.57E+08 '.17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0,37 480 9 5 TJI 1101 1.751 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.111 17.98 17.98 0.75 0.60 16 69 16.34 16.34 0.511 384 0.41 480 -- -------- --80 9.5'TJI 1for- 1.75 9.5 9.6 40 10 2500 1220. 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 17 60 0 551 388 4 4 0.44 480 1 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330; 1.87E+08 17.32 33.25 17.321 16.30 16.30; 0.68 0.54 15.13 14.81 14.81 0.461 384 0.37 480 9.F TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 ',18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 _15.74 0.49 384 0.39 480 9.5''TJI 2101 2.06251 19.2 40 40 10 3000 1330 1.87E+08_ _21.91 53.20 20.26' 19.06 19 06 _ 0.791 0.641 17 70 17.32 17.32 0.541 384 0.43 480 9.5"TJI 210! 2.06251 9.5 9.61 40 10 3000 13301-1.87E+08 24.49 66.50 21.821 20.53 20.531 0.86' 0.68' 19.06 18.66 18.66 0.58 384 0.47 480 1 9.5"TJI 230, 2.3125 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.831 16.83; 0.701 0.56 15.63 15.29 15.29 0.481 384 0 38 480 9.5"TJ1230 2.3125 9.5 16 `> 40 10 3330- 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.69, 0.82 0.66 18.28 17.89 17.89 0.56' 384 0.45 480 ..... . ........ . . 9.5''TJI 2301 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.54 21.21 21.21; 0.88 0.71 19.69 19.27 19.27. 0.60,1 3844 0.48 48080 1 -38--- - --8 11.875'TJI 1101 1.751 11.8751 1921! 40 10 3160 1560{ 2.67E+08 17.781 39.00 19.50 1835 17.78 0.67 0.54 17.04 16.67 16.67 0.52 0.4 4 384 0.42 480 11.875"TJI 1101 1.75 11.875 12 40 10 3160 1560 T 1 2.67E+08 22.49 62.40 22.811 21.46 21.46, 0.89 0.72 19.93 19.50 17.12 0.55 3841 0.44 480 11.875"TJI 110 1.75 11.875 16 40 10 3160, 1560 2.87E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 9.50 0.61 384 0.491 480 JI 1101 1.75 11.875 9.6 40 10 3160 1560;1 2.67E+08 25.14 78.00 24.571 23.12 23.121, 0.96 0.77 21.46 21.01 21.01 0.661 384 0.531 480 __. 11.875'TJI 210 2.0625 11.875 19.2 40 10 3795 16551-3.15E+08 19.48 41.38 20.61r 19.39 19.391 0.81 0.65 18.00 17.62 17.62 0.551 384 0.4444! 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 :, 18.72 0.59 384` 0.47 480 11.875 TJI 210 2 0625 11 875 12 40 10 3795 1655 L 3.15E+08 24.64 66.20 24.10: 22.681 22.684 0.95 0/6 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 24.43 24.431 1.02 0.81 22.68 22.20 22.20 0.69: 384 0.551 480 11.875"TJI 230 2.3125 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.28 20.031 20.031 0.831 0.67 18.59 18.20 18.20 0.571 384 0.451 480 11.875"TJI 230 2.3125 11.675 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.11 19.76 19.34 '12.34 0.60 384 0.48 480 11.875 TJI 230 2.3125 11.875 12' 40 10 4215 16551_3.47E+08 25.97 66 20 24.891 23.421 23.421 0.981 0.78' 21.74 21.28 21 28 0.671 384 0 531 480 3 11,875 TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29 03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0..72 384 0.571 480 I I 11.875"RFPI 4001 2.0625 11.8751 19.21 40 10 4315 1480 3.30E+08 20.77 37.00 20.93; 19.69 19.69! 0.821 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 1241 0.59 384 0.48 480 11.875"RF1314001 2.06251 11.8751 121 40 10 4315 14801 3.30E+08 26.281 59.20 24.481 23.031 23.03; 0.961 0.771 21.36 20.93 20.93 0.651 384 0.52 480 11.875"RFPI 400; 2.06251 11.8751 9.6, 40 10 4315 1480; 3.30E+08 29.381 74.00 26.37; 24.811 24.81'; 1.03 0.831 23.03 22.54 22.54 0.701 384} 0.564 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+S c 0.80(Constant Section 3.7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf-- �. .- Cd(Pb)b Cb Cd(Fc)Fc-tE..397 7-1 -.- c odes > Section 2.3.10 Bending Corn.. Size Size NOS 3.9.2 Ma.Wall duration duration factor factor use Stud Grade Width Depth Spadn. Height Le/d Vert.Load Hor.Load u>1.0 Load fdi Plat=Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb Fc perp Fc• Fce F fc fc/F'c fb fb/ in. inin. ft. pit pot pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 378.09 340.90 340.00 1.00 0.00 0.000 ®®U111MINECE1®'1111111113 0.9921 N®®ID® 675 1111213111121111 1,200,000 i11111313 0661112MINEEZEIIIMEIIIIIII 0.00 0.000 H-F Stud ®®®IIINIIIKEI�"1"�' MEIMM" ®®IEN®IMM®' 1,200,000 986 r1"' 1111EZEIMEXIIIKO 0.00 0.000 H-F Stud 1.5 3.5 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 ®1.05 1.15 875 405 800 1,200,000 854 508 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 ®®01111111E®''�'' 0.9944 IIIIECOUNEE:11 1.15 11111111111131311011111.20111153311 1.200,000 111111211111011113:EMEECIIIIIEIMMEECIIIIIM 0.00 0.000 SPF Stud ®® . 30.9 1760 0 0.9944 2789.1 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000®875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.05 1.15 675 425 725 1,200,000 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 _ 8.25 28.3 2030 0.9825 2789.1 1.00 ® 105 1.15 675 425 725 1,200,000 854® ®" 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.15 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 - 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W 0.80(Constant)> Section 3.7.1.5 Cr KcE gum onstant > Section 3.7.1.5--_- ------ Mill ..--._.. ��[ Section 2.3.10 Cf b _[ - - -_--Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc)) Eq.3.7-1 Stud Grade Width Depth Spadny Height Vert.Load Hor.Load NOS 1 0 2 Ma Load at Pllat-Cdration(Fb)Cdf e(Fc feFbor factor use Fc p'rp� E i Fb•i Fc perp' Fcs1 F,i • �Fb"1�fGFce in. In. In. ft. •If ,.f ,tl H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378,09 333.99 217.14 0.65 335.64 0.577 H-F Stud ®®H 8.25 28.3 970 8.13 0 9943 8.25 28.3 1425 8.13 0.9974 2993.4 4 1191 1'00 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 384,87 246.35 0.64 361.37 0.585 H-F Stud1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 384.87 271.43 0.71 271.03 0.500 iii H-F Stud 1.5 3.5 8.25 28.3 2355 8.13 0,9981 3986.7 1.60 1.001.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 ®®®�� I '� '' 1.00 111311113211311e75 Kogan"1,200,000 1,366® � I, IIIIIKEM SPF Stud 30.8 1125 8.46 0.9831 2789.1 1.60 1.001.05 1.15 675 425 725 1,200,000 1,366 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 28.3 960 8.13 0.9970 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.58.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 Ira 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95_ 376.35 267.62 0 490 SPF Stud 1.5 3.5 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675... 425 725 1.200,000 1.386 531 761.25 449.95 376.35 294.60®180.69 0.383 3 3132 9.71 0.3909 3132 4 00 H-F#2 ®®ii 7.7089 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 10111969.91 506.18 M52 152.58 0 119 H-F#260 ,45 804.50 506.18 0.63 181.23 0.178 ii H-F#2 1.5 5,5 8.25 18.0 3132 8,13 0.4411 3132.4 1.60 1.001.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 � SPF#2 1.5 5.5 7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 ®®m ��mu � 0.6033 3287.1 � 1.10® EM®' 1,400,000 2,093®MIIKEIEM 806.08® 0.66 181.23 0.189 SPF#2 ®®IIIII 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 ®l® 1150 1,400,000 2,093®11 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud ®®Mail 50.0 70 8.46 0.9957 2091.8 1.60 1.00 ®1.05® ®1,200,000 1,366 ®®® 138.14 17.78111#41#4#1# 0.979 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 1 D+L+Wu.5S CT#14189-Betahny Creek Falls I LOAD CASE I {12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+W+812 c 0.80 Constant > Section 3.7.1.5 - "- CfCFb-- ��_1997 NDS-_ KcE Constant > Section 3.7.1.5--- 1111111M111111111111111111111111111111•111111•1111•11111 MIMI 1111E1111•1111111111=6lOSedlon 2.3.10 MMIMIIIIIIMIMIMIMIIIMIMIIMIMMII[>=7 Comp. Size OM :• 111•111111111111111111M1111•111•1[M511110111[3T{331�Q�rat1���� NOS 3.9.2 Load Plat. CdduratloCd (F factor factor Cffl fl fgii ��®� ftp/ Stud Grade Nfidth Depth Spacin.Height Vert.Load Hor.Load <=1.0 Load Plot: (Fb)Cd(Fc Cf Cf Pb Fc perp Fc pselrp' Fsl Fb'•1-i/ in. in. In. ft. .if •sf .f Fb Fc •-I •si H-F Stud 1.05 1.5 675 405 800 1 200 000 1 366 506 IIME 5 5.42 H-F Stud c/Fce Rom7 7089 30.9 3 26.4 1095 9.71 0.9962 993.4 .60 1.15 1.22 278.10 0.63 376.78 0.599 765 8.48 0.9986 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,66 506 378.09 340 90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 250.18 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.58.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 ®1.05 1.15 875 405 800 1,200,000 1.388 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 III 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,66 531 875.438 449.95 388_13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.58.25 28.3 2360 8.13 0.9922 4183.6 1.80 1.15 1.05 1.15 875 425 725 1,200,000 1.386 531 875.438 449.95 388.13 298.68 0.77 180.69 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 ®mf111111:111111111�+` IIK MIZEMIE111011131310111111MIGE1 1 400 0001111EMILEBIZME 1089.25 850.16®MS111121 0.169 SPF#2 ®®11® 18.0 3287 8.13 0.4342 3287.1 1111®1111®® 1150 1,400,000 2.093®1454.75 1296.30 945.38 531.23®146.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13#66888 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9801 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 x x x NiN N MINI N' TIT x TIT T N A T T T T Ta T T T T TIT T TITT N t N N N N N t NN NNN N N N N N N N 0 0„.. , a RInncca o.o.EREE 'm m � NN N NNN NDN �Iu NNNN NNNNNNI olo oi0a; R 3N?4 1:1N N N NNN IN to N NNNNNN NNNNNNa — m g N m x .Q 88 N 888 m+NW 0 N N N N N N N N N. 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J P e Structural Engineers & f 4/1 sDPws 4-,3.6,¢ 3 - �� � Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 7�` Bflr etti? � z� zo 14 f mN £ "'ft .4111 - atoi is <4 Ato F *� ,tin F s USGS-Provided Output Ss = 0.972 g Spas = 1.080 g Sps = 0.720 g Sl = 0.423 g SM: = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum ate 1.141 4 IO d.t2 0424104 0,77Si 0.SC TA 0.44 #3 4 41.SS 040 tt. t 0.32 4 T 0,21 0.22 0,.1.0 0.110.414 0. 8 040 0.40 0.40 0.30 1.4 1.20 1.40 1.64 1.00 1 0 0'00/100 0.2* 0.40 0.40 0.411 1.00 1,20 1.4.A 1.641 11* 2.00 P*rIosl,Y teed P t tflrec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp late=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 2610 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.45 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.q ov/research/h azmaps/ htto://earthquake.usqs.qov/desionmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.09 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) .Fv= 1.55 Fgure 1613.3.3(2) Table 11.4-2 SMS=F.*Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SMi=F„*Si SM1= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3"SMS SDS= 0.74 EQ 16-39 EQ 11.4-3 SD1=2/3'SM1 SD1= 0.46 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sps= 0.74 h„ = 18.00(ft) Sp,= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.45 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=Sol I(T*(R/IE)) (for T<TO 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/0-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cyr = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *1 k DESIGN SUM LEVEL Height (ft) h; (ft) (spit) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 18.00 18.00 1190 0.022 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10:00 10.00 1360 0.028' 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00' SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E/1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx = DIAPHR. F; E F. w; E w, FP, = EF, *we„, 0.4*SDS*IE*wp 0.2*Sus*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.FPX FPX Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 2610 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00.'ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 26.0 56.0':ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 seo.Gat= \aw 1.4 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6;psf Figure 28.6-1 Ps30 B= 4.6 '. 4.8 psf Figure 28.6-1 Ps30c= 20.7 20.7 psf Figure 28.6-1 P330 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ke = 1.00 1.00 Section 26.8 windward/lee= 1.00 : 1.00:(Single Family Home) A*Kn•I : 1 1 Ps=A`Kzt•I•Peso= (Eq.28.6-1) PsA= 28.60 28.80 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aend c average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2`2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.71 0.71; 16 psf min. 16 psf min. width factor 2nd-> 1.001 0.71', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB AD AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 klps(LRFD) kips(LRFD) klps kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) VI(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00: 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00 0.00 0.00'; 0.00 3.74 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e-w)= 0.00 V(ma). 10.40 V(e-w)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(ns) 8.06 V(e-w)= 14.30 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height--- 8 ft. Seismic V I= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Rory Unet Usum OTM RoTM Unet U,um Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1" 595 ;39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext, left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 „ 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00-- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 1.00 0.15' 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EV,„„d 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height.= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LQL ea. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RQTM Unet Usum OTM RQTM Unet U*nen Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23,0 23.0 0.77 0.15' 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar left 85 16.5 16,5 1,00' 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37,5 37.5 0.95' 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.63 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15' 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EV wind 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eH. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Veum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39,5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext, left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3**' 0 0.0 0,0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl**' 595 37.5 37.5 1.00' 0.15' 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6-TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 r 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00> 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00` 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 '' 0.0 0.0 1.00' 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,001 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00' 0.005 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1- ---- - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVW,nd 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U..„ OTM RoTM Unet U.un, U.t,n, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23,0 0.77 0.151.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar left 85 3.5 5.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. rightl 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVwi,,d 8.06 EVEa 5.25 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 klps Design Wind E-W V I= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind E-W V I= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.00 0.15' 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 1 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 595 26.0 26.0 1.00 0.15'' 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=L eff. 8.06 0.00 2.91 0.00 EV,„.„,d8.06 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind E-W V I= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind E-W V I= 14.30 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTMU ) Usum Usum HD(sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV` 595 5.5 17,0 1.00 0.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ Int KIT 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0___ -� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8,3 16.0 1.00 0,15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ '-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 + 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 V,„„d 14.30 EVE() 5.25 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3,2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450,0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds _► ► v hdr eq= 85.3 pff •H head= 1v hdr w= 237.1 pff 1.083 Fdragl eq= 363 F2 eq= 363 • Fdragl w= .08 F2 - 1008 H pier= v1 eq= 170.6 pff v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 plf v3 w= 474.1 pff P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= - F4 e.- 363 feet • Fdrag3 w=1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 0 4 ►4 ► Hpier/L1= 1.18 ► Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds v hdr eq= 134.7 pff •H head= v hdr w= 368.8 pff W 1.083 Fdragl eq= 775 F2 eq= 775 A Fdragl w= 1 F2 -2121 H pier= v1 eq= 416.4 pff v3 eq= 416.4 pff P3 E.Q. 5.0 v1 w= 1140.0 plf v3 w= 1140.0 pff 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= 7 F4 e.- 775 feet • Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 plf P6TN 3.0 EQ Wind v sill w= 368.8 pff P4 feet OTM 20800 56950 R OTM 10747 13005 s. • UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 HtotaVL= 0.53 4 0 4 H ► Hpier/L1= 1.82 -40. 1.82 L total= 17.0 feet JOB#:CT#14189 Plan 2610 ID:Rear Upper BR23' Roof Level w dl= 150 p# V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0.: pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds ---,.. 0. vhdreq= 55.8 plf ► •H1 head =1' vhdr= 155.0 p8 IH5head= I 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 'I 1 Fdragl w= ••.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdra••w=72.7 A H1 pier= vl eq= 90.6 p/f v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 :' v1 w= 251.9 pN v3 w= 251.9 plf v5 w= 251.91 ';4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .1 Fdra. - 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdragle. 26.1 V P6TN E.Q. Fdrag7w= 532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 p/f HI sill= (0.6-0.14Sds)D 0.6D v sill w= 155.0 p11 H5 sill= 3.0 EQ Wind ' 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 v V UPLIFT -471 208 V Up above 0 0 Up Sum -471 208 H/L Ratios: Ll= 3.5 L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 ► 4 04 04 ► 4 0 Hpier/L1= 1.14 , Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction