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A25C>oo � s� /?? 7.� c4) /7/ 57-47._ RECEIVED CT ENGINEERING R[� 2°16 Structural Engineers MAR 7 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) C TY OF TIGARD BUILDING DMS ON #15238 Structural Calculations River Terrace Eo PROF 01 Plan 2610 ����'N60 ,' F, •; Elevation A 'd � CEO1iNATigard, OR �� ��1 ��`' �4.s T GF��F 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 ENGINEERING INC 180 Nickerson St. 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. i SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5'psf Roofing future 0.0'psf 518"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0'psf (1)5/8"'gypsum ceiling 2.8 psf Misc./Meeh. 1.5>_psf ROOF DEAD LOAD 15.0 PSF FLOOR flour finish 4.0 j psf NO gypsum concrete O. psf 3/4"plywood (O.S.B.) —21...057'psf joist at 1'2" 'psf Insulation psf (1) 112"gypsum ceiling 2.2'psf Misc. 2.6lpsf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 (2)2X10 HDR HDR 2)2X1 3 HDRHDR RB.a1 I J RB a2 1 1 1 I I E 4 X1.- M 0 i0 I a a .;-1 1- En ci k- -.4-a N1�o 1 I- < w w m 40 0 a MrI2C x rt IZA1l1C ``.:r _ , !ACCESS •F,.••••.. Ei L__J ".};:':;•.;. : ': ' '. SCISSOR TRUSSES 2Yz12 BOTTOM CHORD {' "` . ji_ (2)JX1O HDR O2 IGT GT.a1 ©2 RB.a5 J J MIN.HDR `I GABLE END!TRUSSRB.a6 I L 1 J '® PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 0 Cr //CS16 CS16 LIA r r-1 I d w a o it o N Z WASHER DRYER 1- a IL T I- LO U 1 bi --..,-\-1 0- I „..FL___ e ! 0 1 L Ji f s\7\ MST37 8 MST37 0P4 S1.2 8 PLAN 2610A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL CO 0 I- STHD14 . i GABLEIEND TRUSS B.al 4x*HDR 4X12 HDR .__ A MANUFACITURED ROOF /i TRUSSES AT 24" O.C. T ® I .:).6TN� I acruss 1 LJ 0 81 CS18 �C 118 STHD14 B.a2 U-0- �AD I 1 - a -o- - '.w' GLB FB r r J I RI P4 I co �STHD14 I ,STHD14 'c-2, I IIIIII 1 I �/. 2 ' .l I I C I 10-a, 1 l 5F--i- F' -1- i ID ux }��{---_ cY- f1 NIX I I I 7C x 1� - S CPOI POST = I- 05, �f 2 1 VI FR �, Z L____i 2 11 p I ��x '' I I w X 11 I iI v fel�f---t STAIR 4I }}I I \FRAMING/ X(X I1q'I ,-\ 7C "IA \\ / i N0111% I 1 MM- 7 XI \ / I CN M 11,1i 0 1 Ijii_ \ / L = � �1 ,�\ I JI j C }: J A aN C:1 I rt 14" FLOOR TRUSSES 0 19.2" O.C.aY m / \\ 111 ii co CO L C - / \ I-- CO 1 .J (p / \ c Cl 1 _,J I B.aB 11 _ - I� =i mi ti 1 I//r7c b' ' .75-X-1 ILS -1I €r 1 I �ll�__ 1 II X= •-I 7C o,•ii "r 11 FIXTURES r--5 r 1 fa _im ABOVE 1 2 J C IJ ai I i 2)2X8 H =W� E i -3 © B.a9 AX c ' 2x ROOF 1 4 i X FRAMING 1 [1-'4 i r - 11 r 1 L__ I� , II1.- 1 I IIS `-1 I al cx., B.a12 B.a12 B.a12 �' 1_1.75X14 B.a10 POST ca GT ABOVE B.a12 GT ABOVE 4X4(min.) "V -�l—__a 4----+i--- (2)2X8 (2)2X8 (2)2X8 (2)2X8 HDR HDR HDR HDR STHD14Q STHD14 tip LOWER LEVEL SHEARWALLS PLAN 2610A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 22'-0" F 3(:::1J22" 16'-3" 1-103/° P3 ISTHD14 ' 0 �. rz ==--- +- - r 9— 314" CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL ® OVER COMPACTED FILL 0 N VERIFY GARAGE SLAB HEIGHT ° WITH GRADING PLAN r In I -16" I e a o 1 FA 311. CONC. PATIO SLAB -14^ rt e 49 SLOPE 62"DN I-7"I 1'-91 8. STHD148.-1Y2" 4-0" 7-23/2" ° o - J _ y. ,. .c..;,______________ VARIES MIN. y� -3" FROM TOP OF h� M WALL ISTHDI4 -4 o "' ;I I / -12 v4"I STHD 14 N 3 r-- 1 L J s �7 --- A. • ---- 0 1 � I 1 I r. 1 FURNACE --- — ABOVE II ® 1In UJ I 0 FIXTURE ABOVE � ta 1 f I o F i--- _mT I R I- I I 4'CRA Q FINISHED FLOOR In SPACE�i4CCESS F. J AT +0'-0" 1 I 1=1 i r--1 r r`-1 66 1 L I L�-J I LIJ FTG. I I I T 30"x30"X10"FTG. 1fp 3' 9 9 I4. ; I W!(. )#4 EA.WAY- k .,,-B• k 41 • W. I in I i O r 1.-i.--..• N L co 4- I in a . -�-- I 191{I-JOISTS AT 19.2" O.C. n ;� 12'-0" ��J j TYPICAL 4'-0" n 0- I ; moo 1 18'°X18"X10"FTG. ?� I}-n ~ W;(2)#4 EA.WAY i I-12Y." �X o IICO TYP.U.N.O. I-' L J 12Y4"I y� L I,,, -I-------AVL_ 1.75X9.5_- i - I ., --"1 = " �`i in • — . I r of An I _ r+, I r— _ --. . fi -� L -12x4 PONY h 1 9-0" I ,Ie LVL 1.75X9.5 ----_ -- WALL I` 5" I SLOPE 1Y4" I I 1 1•-s" "°r-- I r I- 3W CONC. SLAB r+POST o T I I —12Y4' 1 • 41—- IFJ ` riz. ----J r ," .N 0y' 34- _6y" ,TOP OF SLAB 8'-1 \STHD14 77' STHD14 / s_o" y 721 " TOP OF 8" 2P3 8 • STEM WALL S7 20.-0" i 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 Page FRAMING (c)1983-2003 ENERCALC Engineering Software Description 2610A ROOF GT reactions Timber Member Information :ode Ref: NDS IBC Gr.a1. Timber Section 3.125x18 Beam Width in 3.125 Beam Depth in 18.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fr,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 GluLam Repetitive Status No Center Span Data Span ft 17.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.7446 II 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 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 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information %ode Ref: NDS. IBC RB.al RB.a2 RB.a3 RB.a4 RB.a5 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 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fir,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 Center 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 Results 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 36.30 2.16 1 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 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 -0.024 -0.008 UDefi 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 UDefi 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: sa000s Page 1 User:KW-D602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189 Plan_2610.ecw:Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 2610A FLR FRMG 1 OF 3 Timber Member Information :ode Ref: NDS IBC B.alB.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 Priim:7.0x14.0 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 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 Fr- Rosboro,Bi beam iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E tardi,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/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 16.50 20.00 4.00 9.00 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 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 ink 65.34 543.6210.20 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 in-k 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 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ` Reactions 1 @ 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 6,468.00 410.00 877.50341.25 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 Deflections 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 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g _(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 L/Defl 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 UDefl 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 )1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 2 OF 3 Timber Member Information erode Ref: NDS IBC r B.a8 B.a9 B.a10 B.a11 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 iLevel,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Hem Rr,No.2 Hem Fir,No.2 Douglas Fir- 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 LCenter Span Data 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 Results Ratio= 0.0832 0.0754 0.7591 0.1313 0.1379 0.1292 0.9781 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 @ 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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 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 (01983-2003 ENERCALC Engineering Software 14189_Plan_2670.ecw:Floor Framing Description 2610A FLR FRMG 3 OF 3 Timber Member Information :ode Ref: NDS IBC B.a15 B.a16B.a17 B.a18 Timber Section 2-2x8 2-2x8 2-2X8 2-2x8 Beam Width in 3.000 3.0003.000 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 Hein Fir,No.2 Hem Rr,No.2 Hem Ar,No.2 Hein 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 LReSUItS Ratio= 0.6897 0.2463 0.3547 0.4828 Mmax @ Center in-k 21.26 7.59 10.93 14.88 i C@ 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 @ 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 11 Center DL Defl in -0.021 -0.002 -0.005 -0.008 L/Defl 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 I./Deft 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: 560006 Timber Beam & Joist Page 1 User:3-003 EN 7,Ver C5En 1-Dec-2003 Engineering Software Page FRAMING _(c)1983-2003 ENERCALC Engineering Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information :ode Ref: NDS IBC 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 Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ 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 [eflections Ratio OK Center DL Defl in -0.027 L/Defl Ratio 2,558.5 Center LL Defl in -0.072 L/Defl Ratio 959.5 Center Total Def I in -0.099 Location ft 2.875 L/DefI Ratio 697.8 TJI JOISTS and RAFTERS .1----------------I-----.------.__-- Code Code Code ISu est Su est Suggest L ick I Lpick L ick L ick T _$s_._ as 09 ----d P P P---- Joist b d Spa. LL DL M max V max' El L fb L fv L TL2401 L LL360, L max TL dell. , LL deft. L TL360 L LL480 L max TL doff.TL dell LL dell ALL dofl. size&grade width(in.) depth(in) (in.) 1 (psi) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) ' i ratio-- (in.) � (in.) 1 (ft.) (ft.) (ft.) (in) ratio (in.) I r 1 9 5 TJI 110 1.75 9.5' 19.21 40 15 2380 12201 1 40E+08 14.711 27.73 15 23r 14.801 14 71 0 661 0 481 1 __ 441 ' '--- -- - -- -- -- ------- 13 31 13 45 13.31 0 360 0.321 495 9.5"TJI 1101 1.75 9.5 161 40 15 2380 1220' 1.40E+08 16.11 33.27 16.19; 15.73: 15.73! 0.721 0.521 I 14.14 14.29 14.14 0.47! 360 0.341 495 9.5"TJI 1101 1.751 9.5 121 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.79 0 581 1 1165.5777 15.73 15 57 0.521 360 0.381 495 9.5"TJI 110: 1.751 9.5 9 6_1 40 15 2380 1220 1.40E+08 20.80 55.45 19.19_1_ 18.64 18.641 0.851 00.56281 621 16.94 .1185.;77 6 77' 0.56 360 0.41 495 1 1 I 1 --- -- 9.5'TJI 1101 1.75' 9.51 19.21 40 101 2500 1220 1.57E+08 15.81 30.50 16.34: 15.37, 15.37 0.641 0.511 I 14.27 13.97 13.97 0.44! 384 0.35' 480 99.5"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 • ;14.64 0.46 384 0.37 480 9.5"i-311101 1 751 9.5k 12. 40 10 2500 1220 1.57E+08 20.00 48.80 19.1-I 17.98 17.98_1. 0.751 0.601 16.69 16.34 16.34 0.511 384 0.41' 480 - } 9.5"TJI 110I 1..751 9.51 9.6i 40 10 2500 12201 1.57E+08 22.36 61.00 20.58! 19.37 19.37; 0.311 0.65 17.98 17.60 17 60 0 55 384 0.44 480 9.5"TJI 2101 2.06251 9.51 19.21 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.301 16.30 0.68' 0.541 1 15.13 14.81 14.81 0 46 384 0.371 480 9.5"TJ1 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 2.0625' 9.51 121 40 10' 3000 1330 1.87E+08 21.91 53.20 20.261 19.06 19.06 0.791 0.641 17 70 17.3 17 32 0.541 384 0A31 480 .06 5 9.5"TJI 2101 2.06251 9.51 9.61 40 101 3000 13301-'1.87E+08 24.49 66.50 21.82 20.531, 20.53; 0.86 0.681 � 19.06 18.66 '.18 66' 0.58 384 0.47 480 1 1 1 I I ' 9.5"TJI2301 2.3125 1 9.51 19.2' 40 101 3330 13301 2.06E+08 18.25 33.25 17.89, 16.831 16.831 0.70; 0.561 1 15.63 15.29 15.29 0A31 384 0.3.3r 480 9.5"TJ1 230 2.3125 9.5 161 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.80 16.25,.,.1- 16,25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 1330 2.06E+08 23.081 53.20 20.921 19.69: 19.691 0.821 0.661 18.28 17.89 17 89 00:6561 384 0.45' 480 9.5"TJ12301 2.31251 9.5 9.61 40 101 3330 1330: 2.06E+08 25.811 66.50 22.541 21.211 21.211 0.881 0.71 1 19.69 19.27 19.27, 01 384 0.481 480 E 1 r k 6- 11.875"TJI 110r 1.751 11.8751 19.2r 40 101 3160 15601 2.67E+08 17.713 39.00 19.501 18.351 17.78 0.671 0.541 1 17.04 16.67 '.16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 165 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0..81 0.65 18.10 ;17.72 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.75' 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.81; 21.461 21.46, 0.891 0.721 1 19.93 19.50 59.50 0.611 384 0.49' 480 11.875"TJI 110 1.75 11.8751 9.6: 40 10 3160 1560 2.67E+08 25.14 78.00 24.57! 23.121 23.121 0.961 0.77; I 21.46 21.010.661 384 0.53 480 I 21 0 1 - - ---- a - -- 1 ----1 ---- -- 11.875"TJI 21-01 2.0625 11.875 19.2' 40 101 3795 1655 3.15E+08 19.481 41.38 20.61 19.391 19.391 0.811 0.651 18.00 17.62 '17.62 0.55 384 0.44 480 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 'i 480 11.875"TJI 210 2.M25 11.8751_ 121 40 101. 3795 1655 3.15E+08 24 64 66 20 24 10. 22.68J__ 22.681 0.95 0 761 j 21.05 20.61 20.61 0.641 384 0.521___ 480 4- ----1. --- 0. I„-------- - -----22. 11.875"TJI 210: 2.0625 11.8751 9.6� 40 10, 3795 1655 3.15E+08 27.55 82.75 25.96: 24.431 24.43: 1.021 0.811 22.68 22.20 22.20 0.6 9 384 0.553 480 I II 11.875"TJI 2301 2.31251 11.8751 19.21 40 101 4215 1655 3.47E+08 20.53, 41.38 21.28 20.031 20.03' 0.831 0.671 i 18.59 18.20 16.20 0.57 384 0.451 480 11 875 TJI 230 2 3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 •19,34 0;60 3841 0.48 480 11 875 TJI 230 2 31261 11..8751_ 12 40 101 4215 1655 3.47E+08 25.971_66.20 24.89 23.421 23.421, 0.98' 0.7_8,1..._[ 21.74 _ 21.28 21.28' 0.671 384 0.531 480 11.875"TJI 230 2.3125 11.875 9.6-r 40 10 4215 16551 3.47E+08 29 03 82 75 26 81 25.231 25.231, 1.05 0.84+ 1._ 1 1.. -_23 42 22.93 22 93 0.72 384 0 57 480 1 L 1 11 11.875"RFP1 4001 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.771 37.00 20.93 19.69, 19.691 0.821 0.661 1 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 3130E+08 "22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01. 0.59 384 0.48 480 11.8751 12 11.875"RFP1400: 2.0625 1 40 10 4315 14801 3.30E+08 26.281 59.20 24.48; 23.031 23.031 0.961 0.771 1 21.38 20.93 20.93 0.65; 384 0.52 480 11.875"RFPI 4001 2.0625 11.8751 9.61 40) 101 4315) 14801 3.30E+08� 29.381 74.001 26.371 24.811 24.81, 1.03; ."0 "" 6 480 1 23.03 22.54 22.54': 0.70, 384{ 0.56 480 Page 1 D+L+S CT#14189-Betahny Creak Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Des Bucklin.Factor D+L+S __=___ _ c 0.30 Constant > Sectlon 3.7.1.5 MO� ������� ��bM =... =�M __ -... n..� .-- MilCf Fb 1997 NOS KcE 0.30 Constant > Section 3.7.1.5 � �.�_ -__ Cb Section 2.3.10 _ Bendier Como Size Site Re..= M_ _IM _= = C-NOS 3.9.2 Ma.Wall duration dura8o factor factor use _ Stud Grade�1 m2'1 Lr13111� 9 Hoc Load� ELoed<.I Plat�Mill IMIMm�� M.���� Fc i ���������00 0.000 ®®®®� Fb"1_fc0.00 H-F Stud _®m�� •11730 0.9916 1.5 �� 1,200,000 506 966 �_ H-F Stud _® 111111:]�''' 0 0.9966 M 1'00 ®®omm®®®1'200,000 506 966 340.90 1.00 0.00 0.000 H-F Stud _®mmilit) 30.9N81.F1 0 0.9847 2657.8 1.00 1.15 ®1.05 magnmagmi 800 1,200,000 854 506 966 wac3 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 ® 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 ® 8 ��®" 0 ' 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 966 449.95 'r o 0.00 0.000 EM SPF Stud 1.5 3.5 M� '�'-7.7083 1695 0 0.9952 2091.8 1.00 1.15 1.05 1.15 675 ri 725 1,200,000 854® 352 43548 1.00 000 0000 430 48 1 00 0.00 0 000 SPF Stud 1.5 3.5 m � 1320 r�"", � ® , 2091.8 1.00 1.15 � 1'15 675 425 1,200,000® 335.24 1.00 0.00 0.000 SPF Stud _®®��_''_' 0.9944 2789.1 I 1.15 ® ® 675 425 ®1,200,000 ®�] 'r'r'' SPF Stud 15 3.5 28 31.11111M1.111113 0.9957 5_®1.00 1.15 1.1 1.05 mown 42 1,200,000 ® `�'' _'� 0.00 0.000 . SPF Stud _1.5 3.5 8.25_28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15_675 425 725 1,200,000 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 K' 1.15 675 425 725 1,200,000® 875.438 449.95 388.13 387.30 1.00 0.00 0.000 ®®' -- -___-- _ ____ 1,300,000 �� 506.18 0.49 0.00 0.000 ��®�� �� ����1.10 1,300.000 1.271 '�. 506.19 0.60 0.00 0.000 MIMI®® ��®_' 3�®" ®® _ ®�EII 1,300 000 1,271 506 1644.5 506.18 0_00 0.000 1.5 ®m��®�� 3132.4 1.00 1.15 1.10 1.15 850 �� SPF#2 1.5 MM 7.7083 3287 0 0.2737 3287.1 1.00 1.15_ _1.10 1.15 875 el 1150 1,400,000 1,308 531 1454.75 1015.45 531.23 0.52 0.00 0 000 0.00 0.000 SPF#2 _®�®_'' _ 3287.1 ®" 1.15 1.10 1.15 Emma 1150 1,400,000 1,308®1454.75 1089.25 ®� SPF#2 ME 16.0E 0 0.3158 MEN 1.15 i 1.15 E® 1150 1,400,000 1,308®1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 �_ _ __ _-_WN- 0.000 SPF Stud ®®m�U®"'__ 0.9913 1111113131111=1111E10132 ®�� 725 1,200,000® �3 ''' ®�IIIIMIIIIIIMIIII____-- _ _� ___-_� IIIIIIIIIIIII SPF#2 19 41.5 _ 0.9917 ��®EJ 1.10 1.15 imincsi 1150 1,400,000 1,308® �''®_ IEJ 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9968 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 ANSI1AF&PA NDS-1897) 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 c 0.80 Constant > Section 3.7.1.5K "-.--- - c 0.30(Constant)> Section 3.7.1.5 - Cr Cf b Cf c 1997 NDS Cb __ __(Valles) x. Section 2.3.10 Bending Comb Size Size Rep. _____Cd Fb Cb Cd Fc E..3.7-1 � NOS 3.9.2 Max.Well duration duration factor factor use - Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd(Fb)Cd(Fc) Cf' Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c j fb fb/ In. in. in. ft. pif psf pit (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 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 _ 9 30.9 755 8.46 0.9942 1993.4 1.60_ 7,00_ 1.1 1.05 1.15_675 405 800 ,1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52, 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2857.8 1.60 1.00 1.1 1.05 1.15_-675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 - 3.5 16 8.25 28.3 970 8,13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 .1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8,13 0.9981 3986.7 1.60- 1.00 1.1 1.05 1.15 675_ 405 800 1,200,000 1,366, 506 840 449.95 384.87 299.05 0.780.6 189_ 0.394 SPF Stud __1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 _1.00_ 1.1 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 SPFStud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 - 1.00 1.1 1A5 1.15 675 425 725 1_200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52_ 0.618 SPF Stud 1.5 3.5 12 B 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.66-665.64 0.567 SPF Stud 1`5 3.5 16 8.25 28.3 960 8,13 0.9970 2091.8 1.60 1.00 1.1 1.05 1,15 675 425 7251,200,000 1,366 531 761.25 449.9 378.35 243.81' 0.651 361.37 0,577 SPF Stud'-1.5 3.5 12 8.25 28.3 1405 1.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 OFF Stud 1.5 3.5 8 8.25 28,3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 - 3132.4 1.60 1.00 1.3 1.10 1.15 856--4-65 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1:5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 _ 3132.4 1.60 1.00 1_3 1.10 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 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 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 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00_ 1.3 1.10_1.15 875 425 1150'_1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66.181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531' 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud-1,5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 0.979 SPF#2 _1.5 _ 5.5 16 19 41.5 660 9,71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15__875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.87_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 226.94 218.02 96.97 0.44 927.02 0.796 Page 1 I m E m!IE o) MERE ERE IF.of m E. I0 1m - o00io 00 .0 e 00000 0o LL I m M m M O m M A trl O 1 m M N N M O e n M Y ry m N F O m N I m Fiil ^m v f N m 1 i oMmo00 ono00H! ooia �oa� "oe 2A2 to ao 2 N Y N O A,4212 m N N m W m Ym mNIW NON � �N ANN N.�'1 Nw NN NN � Nmm r 2 N'- N F m N N N g""'n N r Y!M M; O n �M M m EH� vi�o W vi Z M LL y<M M M M M Y MMM F N w yj 4222Qmi .y.. N m m m t O -4-4,9 LL4 ,7," P-,44.1MMOYY ,7," P-,44.1 .-Pig. 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' v_mmmmly' V auu. y a Y V!Y U UU LL LL LL LL 1 LL LL LL# U 11 ,m I I f I±f ?0,510541555i I1 S I I m 01I N I N I m I DrL+S+.SW CT#14189Betahny Creek Falls I LOAD CASE (12-15) (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 Buck/In.Factor DrL+S+W/2 _. __ _c__ 0(C 0.8onstant)= Section 321.5 - '-- - ------ KcE 0.30(Constant > Section 3.7.1.5 -"- - ---"-- Cr - Cb alas > Section 2.3.10 ---- Cf(Fb) Cf(Fc) 1997 NDS _..__ __ Bending Comp. Size Size Rei. __T__` Cd b Cb Cd Fc) Eq.3.7-1 _ -- NDS 3.9.2 Ma%.Wall duration duration factor factor use - Stud Grade Width Depth Spacin. Height Le/d Vert.Load Hor.Load <.1.0 Load 6 Plat=Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perpFc E Fb' Fc perp' Fc' Fce Fc to is/F'c fb 70/ in. in. in. ft. _ plf psf pit (Fb) (Fc) psi . psi__,pc,t______psi sipsi P _ppsi .I 15i 44i psi psi Fb"(1-fc Fc) H-F3 Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05,1.15 675 405 800 1,200,000 1,366 506 988 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1.1 1.05 1.15405 8007,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud _1.5_ 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15__ 1.1 1.05 1.15 405 I 800__1,200_000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1,5 3.5 16 8.25 28.3 1195 4.085 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 ' 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1_15_ 1_1 1.05.1.15 675 405__ 800 1,200,000 1,386 506 966 449.95 395.22 338.41 0.8690.34_ _0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.85g" 0.9907 2091.8 1.60 1.15 _1 1.1 1.05 1.15 675 425 725 _1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60_ 1.15_- _1 1,05 1.15_ 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73_223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23, 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378,09^336.17 260.95 -0.78767-#1 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 299.68 0.77 180.69_ 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000^1,366 531 875.438 449.95 388.13 316.19 0.8T-135.51 0.334 Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 856 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9nog 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 _ 5.5 16 8.25 18.0 3132 4.065 0.3479_' 3132.4 1,60_ 1.15 1.3 1.10'1.15_850 _405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 _1.15 1.3 1.10 1.15 875 425 1150-7,-1i00,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 7829 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 _ 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 108925 850.16 53123 0.62 90.61_ 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3_1.10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud )I 3.5 16 14.57 50.0 255 4.23 0.9959 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' 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11_ 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.84 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1IMIIIIII _ 1.00 Desi.n Buddln.Factor __ D+L+S+E/1.4 __ __ _- _ 0.80(Constant)_> Section 3.7.1.5 - ME ��®� ���1997 NDS��® 0.30 Constant > Section 2.3.10 -6 Bending Com.. Size '. �_�����_ __- ®ems, Cb [ NNII 2.3.10 _-- M ®� NDS 3.92 Ma-Wall duration duratlo factor factor useEll Stud Grade Vddth �Vert.Load Her.Load =1.0 Load cr Plat,Cd Fb Cd Fc, Cf Cf Cr E • in. ® ��� �_� Fb �� �a •sl �'� ����MI'�� 138.53 ®®� �"rt �r ®M 1.05 1.15 675 800 1,200,000�� 966 am ®®��mEr 1010® 0.9960 1993.4 1.15 1 o 1.15 675 Eramini 1,zoo oo0 � 78.09 340.90 0.75 1420® 0.9937 2857.8 1.15 1.05® 875 1,200,000 •• r• 378.09 79=11111111111111130 = H-F Stud ®®®�� 1.05 1.15��� 800 1,20S,000���� 449.95® 0.79 mr '• H-F Stud ®®���®® 0.9961 2653.4 �® 966 E�®®i 119.01 H-F Stud ®® ��'® 3986.7 ®® . 1.15 133111:111111111111,200,550 •• 395.22 an 79.34 0.244 H-F Stud ®®�� 28.3�® 0.9968 3988.7 �® 1.05 1.15�� 8110 1,200,000���t. •�• SPF Stud ®® ®'' 26.4 1395 3.57 0.9984 2091.8 1.60 ®�1.05 1.15 MMM 1,200,000®875.438 431.52 354.29 0.82El 0.324 SPF Stud 1.5 Neommalmori 30.9 100094 0.9918 2091.8 1.60 ® 1.1 1.05 1.15 675 425 ®1,200,000 11111011.031 875.438�•r•]� 0.76 188.85 0.421 SPF Stud 1.530.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 ® • 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 8.25 28.3 1690 3.57 0.9940 2789.1 1_60 1.15 1.1 1.05 115 675_ 425 725_ 1,200,000__1_366 875.438 449.95 ] 321.90 0.83 119.01 __ 0.306 SPF Stud ��� 8.25 28.3 2670® 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000-1 366 449.95 MM 339.05 0.87 79.34 0.236 �_-____ _� ��____---- 850 1,300,000��� 1031.58 506.18 0.044 ®�®' ®® 3 .����® �® 1,300,0001]x '• 837.57 506.18 0.60 ezeffi III ®®�'��®® EZ ��®®U'® ® 1300 1,300,000' �''��. r�' '' MI 64.26 1.5 ®���®®��� 1.15_®�'® ®� SPF#2 1.5 MM 7.7083 IP 3287 3.57 0.3154 3287.1 1.60 1.15 1.10 1.15 875 ® 1150 1,400,000 2,093 101545 531.23 11.18 56,10 6..0710 0 SPF 42 )'S ®�m � 3.57 0.4618 3287.1 1.60 1.15 1.10 1.15 875 1,400,000 2,093®IE 50 SPF-7/2 ®®isi � 3287 3.57 0.3678 1.60 ®®1.10 1.15 ®®1,400,000 2,093®®® •945.38 531.23 0.56 0.052 MIIIII �� _��� ___ ___ --� - SPF Stud ®® 14.57 50.0 285 3.57 0.9981 2091.8 1.60 ®®1.05���®1,200 000 ® ' 144.26 139.02 72.38 0.52hi. 0.727 SPF#2 1.5 ® 19 41.5=r r 3.57 0.9910 MEEEMI®'' ® 1.3 1.10 Ellstfiairomilin 1,400,000®'' ®I 244.40® �r'r 0.500 1-I-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 ,/ C n t 1 - s 180 NkkerSOA.St. `. / a Suite 302 $u r Stage,WA Project: - ....7.._ ..Z . ' �.,. 9$109 _ . " . (206)22854312 Client FAX: Page Number: - (206)285-0618 ' 1134.... : goocp. pcx 0.4 ( IP 9- e44) ` Kaiv s 1-6) -_... .1.20 mil. epti. 4.)640fis 385- -. A - o Wiz.- (4 0't IS) zr-- 365 le '-. ',..,, IV •41.›. " 244,0 ,..7.... ISrit.psr V . 10= ZT +-I . -ice 14- " 16" sizt 2r40.7-.4.5-.Kips 45- ... 4.4. f,,. e of 4-, astre..,_____..... ... i p-71:__ too +- - . 4--,49.5 -...7.-. 4651 , V,-- ,I=. i 117' 4 aal. C- 22#5 41 i"""m." 1 ii5nt firY -- qrriv--1 -..:. 2. 16/ 36., seifte-rc Mj Structural Engiescers 1813 NickerSori SL RrilG. Suite 3(!Z Beattie,WA t/) 3 N 0, 981Q9 Project: L ti i Date: (206)285-9512 5I PJ ) 1 •`•�✓Y A'tt Page Num FAX: Number: (206)285-11618 Client: PiZtrrt 1 v& Ai..4.$witta Vkw ,°t-t-- L 1 irz- " 3 r .- :`moo. , Cil 570 c _ _ .. t div ` too t%+1Pirt_(..: Li IOU _. 4'- 1,45,0 ' - 1 �u PIF ___ Dk-_;;= PI vi, vet 2 t " , - ra y.-- 1;11/41,04 Piii,e 3LY } I4 X 4-I- -'fie► ` . . r f + ,.- -r- {/fir .5 j) lAA% 4- Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 �• �-' I N C. /� Seattle,WA Project: -i`r ' r ®°G Date: 2s 2/ og. t 98109 �a' /� (206)285-4512 Client: 2072 f P°t3 i).t'(�WS Qyjj}j Page Number: FAX:(206)285-0618 . . ..> . -11krD , 1.50 ; :. , : -; :" : '; ' , ' : . :. : -,. , ''. ::: . . : . :, : : ; . - 44,147i t0" 1 p.�-r-. ._� _ _ ... .._ . q 210 3las Vi • Y • al , ,_ .7, 2J� ti � �3 t X34 _ _ q 12,2 r 2 - lto6 . tc01 ,.5 iii, . • { , • _ I +�y� r ApaS -"'( L �! `f sty+-y/J jfi}.. j L f �+ r- ((!!__ J4 s1 � A..,, _"fir = � - -rU i�� rz7z 2' r t iii/ ; J:- 1 _' '; !; -, ;'-L! ,---i... -; .,... .;.- .: ' ; ;:',/,.:, !: 4 �-Kasai ` 7� �7(i//��� 3 Structural Engineers 1 111*SOPws 4-,3.6,4-, 3 ---�._._i ` ,ga Design Maps Summary Report Page 1 of 1 IIIIUSGS 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 ‘4,.,, ,-4,- '"....‘,.'ciaii's '-*,-,-,•_4,4,--1-44: .'cittiS,',„ N'IV q.'''-',,.!::,f:-l-..-;,<,:---r ''''''"1.0 zr5 z ,, } ¢ "�` ✓� ......�u- ., „ .,, x,/„ 1 1 1" c a _ y � s' t ( "rd. x,� ifs ax... `. ." e a€ t'' t �. ' eke Osw y �' „� .LF O g+� se Q �i + af� fiCit /I � 9 `/ • \ USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S� = 0.4239 SMS = 0.667 g S°, = 0.445g For information irection of on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the dmaximum horizontal response, please return to the application and select the"2009 NEHRP"building .111 code reference document. a, stso Design Response gpedrurn 05 0.72 3,0 t5, 0....s 1.7? 0,40 t ,40 TO 0 O.ss 0- 12 i,2 t 24 0,2'2 X5.3 0.31 0. 04 Ot s" 0.00 0.000.20O.400.f00. 3.301. 0it0L002 0.000, iL 0 0.00i.0 L201.40 1.40 L002.00 period,T(sec) Periods I{ 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?template=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://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaus/us/auplication.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 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa"Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SM1=Fv*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 Sal= 0.46 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC5= 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 S20= 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 SDs= 0.74 h„ = 18.00(ft) SD,= 0.46 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) lE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 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=SD1 I(T*(R/IE)) (for T<T L) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (for T>T L) 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 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>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) C,x = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wX *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Evil, *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) Ef1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp„ = DIAPHR. F, E F; w; E w, FPX = EF,-w,. 0.4*SDs*IE*WP 0.2*SDs*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. 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)= 30.0030,001 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0 56.0 ft. V ult. Wind Speed 3Sec Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= ,'77 Of mph (EQ 16-33) Exposure= B B lw= 1.0' 1.0 N/A N/A Roof Type= Gable, Gable Ps3o A= 286 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Psaoc= 20.7 20.7 psf Figure 28.6-1 Ps3o 0= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ku= 1.00' 1.00 Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Krt*I : 1 1 ps=X*Kzt*I*Pe3o= (Eq.28.6-1) PsA= 28.60 28.60 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) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand ceverage= 24.7 24.7 psf (LRFD) Ps B and 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) (N-S) (E-W) Wind(N-S)(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-> 1.00 0.71 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac 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-W) V(E-W) 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 Ar= 1154 10.4 18.5 V(n-s). 9.68 V(e-w)= 17.48 kips(LRFD) kips(LRFD) kips kips Page 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING ASCE LOADS7-10 FROMPart Al SCE 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-VV) Roof 18.00 18.00 0.00: 0.00 0.001 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(n-s). 0.00 V(e-w)= 0.00 V(ns)= 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(LRFDL 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 sallowable V wallowable 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 pL= 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 eN. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Veum OTM ROTM Unet U.., (-Lem HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (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 perf 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 i 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=Leff. 5.16 0.00 2.91 0.00 EVnd 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 pI= 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 Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM RoTM U001 Usum U..„, 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 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 --- --- 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 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. 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 0.00 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 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVwind 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 pc= 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. Wnd 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 RorM Unet 'Jew, OTM ROTM Unet Us. U.., HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (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 2l 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 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. 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 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 0.001 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. 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 0.001 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 0,00 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=Leff. 5.16 0.00 2.91 0.00 EV,„,;,,d 5.16 E V E Q 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 RorM Unet Usum OTM ROTM Unet Usum Usum HD (soft) (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 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 perf 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. 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 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 perf 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 0,00' 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 EV wind 8.06 EVEQ 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 kips 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 LDL ell. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Roan Unet Ueum OTM RoTM Unet Veum Veum 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 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 0.00 0.00 0.00 0.00 0.0 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 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-- --- 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 0.0 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 EVwind 8.06 EVEo 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 ROTM Unet Unum Ur.m 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) 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 0.00 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 Int KIT 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 0.00 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 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 0.00 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 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EVwind 14.30 EVEQ 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 plf - 10 •H head= Iv hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 A Fdragl w= !08 F2 - 1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5,0 v1 w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= - F4 e.- 363 feet A 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 4 ► 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 plf - 0. •H head= A v hdr w= 368.8 plf 1.083 I'V Fdragl eq= 775 F2 eq= 775 • Fdragl w= • 1 F2 -2121 H pier= v1 eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5,0 v1 w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083Fdrag3 eq= 7 F4 e•- 775 • feet A 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 plf P4 feet OTM 20800 56950 R OTM 10747 13005 v . UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 ► J ►4 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 feet • JOB#.CT#.14189.Plan 2610 ID:Rear Upper 8R23_. Roof Level w dl= 150 plf 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 _- - '► v hdr eq= 55.8 Of Hl head=Ivhdr= 155.0 plf H5 head= W 1' Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrags eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= ,•.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdra.•w= 72.7 A H1 pier= of eq= 90.6 plf v3 eq= 90.6 pH v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 plf v3 w= 251.9 p# vs w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .r Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= 41.7 Fdrag8e. 26.1 P6TN E.Q. V Fdrag7w=532.8 Fdrag8w= 72.7 A P6 WIND vsilleq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0 Of H5 sill= 3.0 EQ Wnd 10 feet OTM 11600.0 32240.0 -. ee R OTM 22624 27378 feet V UPLIFT -471 208 Up above 0 0 V Up Sum -471 208 H/L Ratios: L1= 3.5 L2= 5,0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 Hpier/L1= 1.14 ► 4 4 14 ► Hpier/L3= 0.36 L total= 26.0 feet > Hpier/L5= 2.67 0.90`,L reduction