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Specifications (18) RECEPIN /Pt STA-o!c- -002-2Z. 7),f5 tk) T..4ih �u6d--� MAY 1 9 2010 CT ENGINEERING Structural Engineers ekerson Street Suite 302 Seattle, WA 98109 INC. i. 9117 .,i,141,,,„ 206.285.4512 V 206.285.0616 (F) #15238 Structural Calculations River Terrace ,co PRO. Ni Plan 2610 �-�•, 60 •' . , Elevation A 1d Tigard, OR II1, AU, sREMA „ 19am` �c ' 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 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. 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 j psf Trusses at 24"o.c. 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 gypsum concrete 0.0r._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 Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 49 I- (2)2X10 HDR HDR (2)2X1 D HDRHDR .1 -4- i� --- —6----i RB.al U RB a2 11 I I L I I 0L rn d rt 2 LI a a U a I- cn- -I__ U cricn O Er O ti E--iW Q W N J m Q D IV ce O i 25 G. 410 .. nmc r I g IACCESS —""-- I E , L , L.. C SCISSOR TRUSSES 2Ki:12 BOTTOM CHORD (2)2X10HJR l .•.'..:'.U. :::.'I L;::::LT'.:':.:t.LL:::':1rL::::.1Y::::.Ll::':::IL F I 0 IGT GT.al RB.a5 J MIN.HDR J I-' 1 ❑ 1 GABLE END TRUSSRB.a6 I L i J 0 PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL I 0 41119 //cs16 CS16 A r LI I r-1 j E Liti I o Q i co n q i co F. H i !! H F i !WASHER i DRYER tt3 c4 LL0- Jo 0 u 0 0 1 A T V ■ ■ \ \MST37 0 MST37 PLAN 2610A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL CEO 0 .STHD14 r iGABLEIEND TRUSS B.al —4x HDR 4X12 HDR A MANUFACITURED ROOF /• TRUSSES AT 24" O.C. T I / I I I I r :1 22-30 I ATTIC I 6T'%' LACCESS J 1 r P4 B , //c 116 ,STHD14 1% B.a2 17X14 Rio-R AIS CS16 ,r ,-- — ,A1 GLB I-B r J n rts P4 I LI ro �STHD14 I�STHD14 {2) co ,�- tsC i A I !a rL I 03 0 Q_O F� w x tc. 1 ,�.,��,; 5 _`a �2 ___> rn 02 N1x I40 I 7C NIL m 2 POST rp Z r-- a I VI FB Z 1 Ir , ,�I N L __J OIIrtf I r-- L__ , 1 te= ' coX�I -'/ x `„_ I I I g1`�— , STAIR '. 1 fnl I\FRAMING/I� X d'111� —• JC .- \\ %� 51 0 II II ig I 1 @ -1 X 1 \ / I( �__= JI l`i J:C J A II NCDI to 14" FLOOR TRUSSES ®19.2" O.C. Y m I /, \\ N S Di F- 11 ap I. r0-C J,I / \\. 11 Nof N -J 1 B.a8 I "MI CO c-7.! I(-7C 1 Lib: .7&Xi-4 • rt a I I I S, 11 1 XM 1- V, JC cv�_ RS 11 vN 41 ai � ,t P FIXTURES r 1 .Im ABOVE I J I� I frp ro 2X8HI �� (----EIII—/ •, e B. i9 2x ROOF / I ' i• ( r X m FRAMING 1 !1 `_ r 1 r— —11r-1 °l t-3 . 1 I —1 1 I � a 11 ww6\ �, B.a12 B. B.a12 LSI_1.75X14 B.a10 POST co GT ABOVE B.a12 min GT ABOVE ` 4X4(min.) `fir ---4 1---4 i----3 -- (2)2X8 (2)2X8 (2)2X8 (2)2X8 HDR HDR HDR HDR STHd14Q STHD14 LOWER LEVEL SHEARWALLS PLAN 2610A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 11 . , 22'-0" S-10 2" , 16'-3" V-103/2" -,STHD14 e f -..—% r -—, i♦ -1 _isi r n 3/" CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL ® OVER COMPACTED FILL I VERIFY GARAGE SLAB HEIGHT 10 PO WITH GRADING PLAN -) I -16"I - 4 a o 31" CONC. 1 EL PAHO SLAB 14" o e SLOPE 2" DN ~ I r.3, o , 6'-3" I-7"I 1'-91 I•-8" STHD1M B-13/2" 4'-O" 7'-2)12" 1 I ..� a'-_ ___ ___ ____ 4,2 VARIES : MIN. -3" FROM TOP OF I , M WALL 160 o co I ,STHD14 4 i I L 11 D 4! II12 ¼ INi 1 J-� I 1 1 1 ,_ I 7 I / I ' '''0.2 I FURNACE I / I I ABOVE I___/ I I in I 1 i D1i i FIXTURE ABOVE— � LLI I --1-fl ro H I n m L�J, I` co FINISHED FLOOR ' i 7.0 SPAC �4CCESS I. a / AT +0'-0" n . ---1.1711 `fir rI Lti J, LII L. FTG. i I 1 30")130"X10"FTG. i. • 2-8" 3-9y9 1 Iel WI(,3)#4 EA.WAY) k 1 I r I. I in i •i a I � r v, 1 rteL m , . --i- I 9)4"I-JOISTS AT 19.2" ac. 1- L}J 'gni 0 = TYPICAL 12'-0" 14'-O" M 0_ Lfi , 0-m ry 18"X18"X10"FTG. ?� ln >-- . A (2) EA.WAY i I 12Ya"�y o I v TY TYP.U.N.O.N 1 rI7 --1- 1 L cp J ' -123/4"I y L 7�---"---LVL 1.75X95 --- cr i r i-..- ...f -%-IT ® r�+1 I I r— 9'-0" --- i L )2x4 PONY 1 ; ♦ D7^ • �� LVL 1.75X9.5 -_- -. WALL i\ I -5" SLOPE 13/" I I L I r mr —I E L 33/" CONC. SLAB; 1+POST o 7 ' r I� I\I I ..ry • 1 i '' .T 3 - 8'-10/4" /4" -61/2" TOP OF SLAB STHD14 TOP OF 8" 2P3 S1 17'- "� STHD14 9•-D" ' --121/2" STEM WALL 2b."-g- e 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 11 14189_Plan_2610.ecw:ROOF 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 Was 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 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 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 UDefI Ratio 989.2 Center LL Defl in -0.344 UDefI 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_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 1 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 Fr,No.2 Hern Fr,No.2 Hem Fr,No.2 Hem Fr,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 LCenter 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 II.. 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 @ 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 1 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 OK111 Center DL Defl in -0.024 -0.024 -0.004 -0.008 -0.024 -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 Page 1 Use983-20602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist t _(c)1983-2003 ENERCALC Engineering Software Page Framing Description 2610A FLR FRMG 1 OF 3 Timber Member Information ;ode Ref: NDS IBC 1 B.al B.a2 B.a3 B.a4 B.aS B.a6 B.a7 Timber Section 4x12 Prlim: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,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam level,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/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data 1 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 1 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 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 111 @ 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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: User:KW-0602997, Pae 2 1 02997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist 9 (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 UDefl 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 Def I in 0.196 Cantilever LL Def I in 0.262 Total Cant.Defl in 0.458 UDefl Ratio 209.5 Title: Job# Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Re": 560006 Timber Beam & Joist Page 1 User:KVJ-0602997,Ver 5.8.0,1-Dec-2003 14189 Plan_2610.ecw:Floor Framing _ 17 83-2003 ENERgr1 Engineering Software 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 SectionVL:1.750x1a.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 Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fr,No.2 Hem Fir,No.2 Douglas FNro.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 SawnSawn Sawn Repetitive Status No No No No No No No ` Center 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 1111 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 19.6 719.1 156.6 Fv:Allowable psi ShearOK 0 Shear 150.0K Shear 3OK 5 Shear 3OK 5 Shear O 172.5 Shear OK 15 Shear 2OK O ` LReactions @ 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 III 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 LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (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 ` B.a15 B.a16 B.a17 B.a18 1 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 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,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 enter 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 Mmax @ Center in-k 21.26 7.59 10.93 14.88 1 @ 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 UDefl Ratio 1,725.9 8,455.1 4,893.0 3,081.3 Center Total Def I in -0.052 -0.006 -0.012 -0.022 Location ft 2.250 1.250 1.500 1.750 UDefI 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 Use: 5W006 Timber Beam & Joist Page 1 1 _User:3-2-03 ENE Ver C5En,1-Dec-2003 Engineering Software 14189_Plan_2610.ecw:CRAWLSPACE FRAMING _(c)1983-2003 ENERCALC Engineering 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 II 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 fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK _Reactions ill @ 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 ill Center DL Defl in -0.027 L/Defl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Su est Suggest Suggest L ick I L ick Lick Lick 1 es ag 49 -- - de LL de- - p-- l--P- ----e-----P---- Joist b d1.Spa. LL DL M max V maxi El L fb L hr L TL2401 L LL360 L max 1 TL del. l' LL deft. L TL360 L LL480 L max TL deft.TL deft. LL deft LL deft. size&grade ,width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft. ( (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio _ 9.5"TJI 110_ 1.75 9.5 19.21 40 15 2380 1220 1.40E+08 14.71 27.73 15.23; 14.80 14.71 0.66 0.48 13.31 13 45 13.31 0.44 360 0.32 - 495 9.5"TJI 110 1.75. 9.5 16, 40 15 2380 12201 1.40E+08 16.11 33.27 16.191 15.73 15.73, 0.7210.0.52 14.14 14.29 14.14 0 471 360 0.34 495 9.5"TJI 1101 1.751 9.51 121 40 151 2380 12201 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.791 0.58 15.57 15.73 15.57 0.52 360 0.38 495 , _ 9,5"TJI 1104 1.751 9.51 9.6 40 151 2380 1220 L 1.40E+08 20 80 55 45 19.19 18.64 18 641 0.85x_ 0.62 16 77 16.94 16.77' 0 561 360 0 41 495 9.5"TJI 1101 1.751 9.51 19.2 40 101 2500 12201 1.57E+08 15.81 30.50 16.341 15.371 15.37 0.641 0.51 14.27 13.97 13 97 0.44{1 384 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_ 1.75 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.11; 17.981 17.981 035 0.60 16.69 16.34 16.34 0.511 384 0.41 t 480 9.5"TJI 1101 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0.55 384 0.441 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32, 16.30 16.301 0.68 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"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 210+ 2.06251 _9.51 12 40 101_ 3000 1330; 1 87E+08 21 91 53.20 20.26 19.06] 19.061 0.791 0.64 - 17.70 17.32 17 32 0.541 384 0.43 480 i 20.53{ 19.06 8 6 5 9.5"TJI ------------ 2101 2.062519.51 9.6 40 10 3000 133011.87E+08 24.49 66.50 21.821 20.53 0.861 0.68 1 18.66 18 66'' 0 581 384 0.47 480 I ' 9.5"711230; 2.31251 9.51 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.831 16.831 0.701 0.56 1 15.63 15.29 15.29 0.48, 384 0.38 480 9.5"TJI 230 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 16.26 18,25 0.51 384 0.41 480 9.5"TJI 2301 2.3125' 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.69; 0.82 0.66 18.28 17.89 17.89 0.56 384 0.451 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330; 2.06E+08 25.81 66.50 22.541 21.21 21.21119.27 . 0.88 0.71 19.69 19.27 ' 0.60 384 0.481 480 ----- --- ---- - - ----- -11.87.6"TJI 11 o{ 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19 501 18.35 17.78 0.67 0.54 17.04 16.677 0.16.67 0.52 38484 0.4242} 480 11.875"TJI''110 1.75 11.875 16 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 110 1.75 11.875 12 40 10 3160 15601 2.67E+08 22.49 62.40 22.811 21.46 21.46,' 0.89 0.721 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57; 23.12 23.12; 0.96 0.77 21.46 21.01 21.01 0.661 384 0.53 480 - 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.81 0.651 18.00 17.62 17.62 0.551- 384 0.44 480 11.875 TJI 210 2.0626 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 2.06251 11 8751 12 40 10 3795 1655 3.15E+08 24.64 66.2o 24 101 22.68 22 68 0 951 0.761. 1 21.05 20.61 20,61 0.641_ 384 0.521 480 11.875"TJI 210 2.06251 11.8751 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.431 1.02 0.81 22.68 22.20 22.20 0.691 384 0.551 480 I 1 11.875"TJI 2301 2.31251 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.03 j 0.83 0.671 18.59 18.20 18.20 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 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655t 3.47E+08 25.97 66.20 24.89t_ 23.421 23.42 0.98 0.781 21.74 21.28 21.28 0.67 384 0.531 480 11.875"TJI --3 230 2.3125 11.875 9 6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.237, 1.05 0.84 23.42 22.93 22.93 0.72_ 38484 0 57( 480 1 1 11.875"R FPI 4001 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.771 37.00 20.93, 19.691 19.69 0.82 0.66 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 3.30E+08 ':22.76 44.40 22.24 20.93 20.93 0..87 0.70 19.43 19.01; - 18.01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+08 26.281 59.20( 24.481 23.031 23.03, 0.961 0.77 21.38 20.93 20.93 0.65 384 0.521 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 10 4315 14801 3.30E+08 29.38 74.001 26.37, 24.81 24.81; 1.031 0.83 23.03 22.54 22.54 0.701 384 0.56,, 480 Page 1 D+L+S CT#14189-Betahny Creek Fells 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 Buckling Factor D+L+S Cr c 0.80 Constant > Section 3.7.1.5 .- - - Cf(Fb) Cf(Fc) 1997 NDS KcEb 0.30(Constant)s) > Section 3.7.1.5 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb (Codes) > Section 2.3.10 Bending Comp. Size Size Rep. NDS 3.9.2 Max.Wat duration duration factor factor use Stud Grade Width Depth Spacin•,Height Leld Vert.Load Hor.Load <.1.0 Load 6 Plat:Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp E Fb' Fc perpFc• Fce F fcfb rbl In. In. In. ft. .11 •-f •f Pb Fc •:I •si •si •i •sI •si •ci •=i Fb'•1-fc/Fce H-F Stud ® 3.5 . 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000M 506 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 3.5 9 30.9 1340 0 0.9968 1993.4 1.00 1.15 1.05 1.15 875 405 800 1,200,000 508 IE 378.09 340.90 340.32 1.00 0.00 0.000 12110•'1® 3.5 ®11MIUMEXIMIE�' •T ®®UN®®® 800 1,200,000 854 966 340.90 340.00 0.00 0.000 H-F Stud 8 25 28.3 1550 0 0.992 993.4 1.00 1.15 1.05 1.15 675 405 800 1 200 000 854 506 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud ®®® 8.25 28 3 2070 0 0.9953 2857.8 1.00 1.5 1.05 1.15 675 405 800 1,200,000 854 508 . 449.95 395.22 394.29 1.00 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 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 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 OFF Stud ®®MIIIINIIEMEE 'MIL1.15 1113111113 1.15®®®1'200,000® 378,09 111WEIMMEEMINO 0.00 0.000 SPF Stud SPF Stud ®®Eim 283 1525 0 0.9957 2090.9944 9.8 1 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000MM 875.438 378.09 336.17 335.24 1.00 0.00 0.000 1.05 1.15 675 425 725 1,200,000 875.438 449.95 388.13 387.30 1.00 0.00 0.000 BPF Stud ® 3.5 12 8.25 0 0.9925 2789.1 1.00 1.15 1.05® 675 425 725 1,200,000 854®875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.05 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 16 7.7083 18.8 3132 0 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3852 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 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 1644.5 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 ME 0.00 0000 SPF#2 ®®m � IM �' 0.3905 ��®®1.10®� .E ' 1,400,0001 ®® SPF#2 ®®m�� 3287 0 0.3158 3287.1 1.00 ®®1.10®�� 1150 1,400,000 1,308®®® 945.38 531.23 0.00 0.000 SPF Stud 11111111 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 ®1.05® 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.10 875 425 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 1,271 506 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 ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Deskn Bucklin.Factor D+L+W 0,80(Constant)c Section 3.7.1.5�_�=�®��CCCC � M. pppp 0.30 Constant u Section 3.7.1.5 1997 NDS '�' Section 2.3.10 -__---tel'�'EMZIIIMEIECI Re..11111111111111111111•-113311I1111EZIEM31111111111QE1591---- NDS 3.9.2 Mex.Wall duration duration facto r factor use p p �� si rill sl 111111111111111Stud Grade Width Depth Spam.,Height Vert.Load Hor.Load u=1.0 oad Plat:Cd(Fb Cd(Fc Cf Cf Cr Fc pe Fc Fc perp' Fee Po/ In. in. in. fl. If .sf f Pb Fc .si .si F'•1-fGFcel H-F Stud 1.5 ® 16 gurpaga®i 0.995 Nammumongangi 1.05 1,15 Km 405 800 1 200,00011BMMEMIMIDIUIXSIMMDMEtlnl.rlaIIEEBV0.588 IMEEINIIIMIIIIM®®®®®MINILEJ 0.9942 1993,4 1.00 1.1 1.05®�®' 800 1,200,000� �MU� 0,665 H-F Stud 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 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 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 ®® �� l 0.9974 2657.8 1.00 ®1.05®�®i 1,200,000 1,366 �� 0.500 H-F Stud ®®��� 2355 8.13 0.9981 3986.7 1.60 1.00 ®1.05 1.15 IN 405 800 1,200,000 1,366 506 Illiliiii 384.87 299.05 0.78 180.69 0.394 ®®®®� ®® 6,9971 ��®1.05 1.15��®1,200,000 ®���i 7 26021 � SPF Stud 30,9 700 8.48 0,9115 2091.8 1,60 1,00 ®1,05 1.15 675 425 725 1,200,000 1,366® 76125 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.05 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 ®®11111111111011131310.9970 IIEMMIIIIIIIINEIIIIIIIIIIIA 1.15 111:521®1,200,000 ®IIIIIONZERMIEMIIIEM��® SPF Stud ®®� 8.25® 1405 8.13 0.9952 2789.1 1.60 _1:00 1,05 1.15 675 425 725 _1_200,000 1,366 531 761.25 449.95 376.35 267,62 0.490 SPF Stud 8.25 2320 8.13 0.9958 4183,6 1.60 1,00 1.05 1.15 875 425 725 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 1.001.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.81 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.48 0.5743 3132.4 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5,5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1,60 1,00 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 ®®=1111KOMIIIIIIIIEEINIIIIIIMM ' �'' 1.00 ®1,10®���i 1,400,000 2,093®� ®®' °-,�.i SPF#2 ®®m��� 0.6033 3287.1 ®'' 1,00 ®1.10®�� i 1,400,000 2,093®� 806.08® 0.66 0,169 SPF#2 11111111111 18.0 3287 8.13 0.4790 3287,1 ii 1.00 1.10®111111 1150 1,400,000 2,093®b 1296.30 884,69 531.23 0.60 146.34 0.118 SPF Stud ®®1illiii 50.0 70 8.46 0.9957 2091.8 Ifil 1.00 1.05 1,200,000 1,366 138.14 17.78 0.13 0.979 SPF#2 ®®��� 660 0.9941 ®®®® ®®® iiii �� 1.00 ®�]®111M11111111111110 1,400,000 531 1111130111321311111KEIL 106.67 .�i ®i H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96,97 0.44 927,02 0,796 Page 1 D+L+W+.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 Desk t Buckling Factor D+L+Wr812 ��_����= ���� � (Coonstant)> Sectlon 3.7.1.5 1111111111111111111111111111111111 � 1887 NDS ®" Constant > Sectlon 3.7.1.5_-- ���=�� 111111M11_[ IENISec0on 2.3.10 IIIIIIMIIIIIMIIIIII♦IIIIIIIMIIIIII[ 1[E'!u'a size size LIMINIIIIIIMMINIIIIIIN Cd b NECEIEED1IIIIIIIM[ EE111111111=INIMIIIIIIIMININIIIII NDS 3.9.2 Ma.Wall duration duratio factor factor use III 1111111111111 ®� Stud Grade Vert.Load Hor.Load >1.0 Load r Plat-Cd Fb Cd Fc Cf Cf Cr E Fb' Pc fc 1b/ -®®®0•11111=1111MQ'-NIM♦__INDI Fc E .51 tEIIIIl♦ZIIIIINMIIIIIfEIMIIWIMIMFDIIIIf� �I� ���f��fQ�I H-F Stud ®®�7.7083 26.4 1095 9.71 0.9962 1993.4 El 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506RE 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 9 30.9 765 8.46 0.9986 1993.4 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 111311M1111111M1111•111/31111111311111MED 0.9869 111EMIIIIIIIII®®1.05®111131111211 800 1,200,000 ] 968 ''- 340.90 VISI ®®11113111111EME131111111117113111111131E1 0.9963 11111=1111111101111163111111111 1.05 1101111010311.2111111131111,200,000 111111E1111111103ICEEEMI 0.596 H-F Stud 1.5 3.5 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 ®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 3.5 ® 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.05 1.15 675 405 800 1200000 1,386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 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 ®®111311111.10�"''111111MD0.9988 ®®1111 1.15 11(11/1111M®1,200,000 ®[•D IIIKENMEM®' 0.669 SPF Stud ®®®1111111:1®''MED�'..' ®®®' 1.15 IMO 425 ® 200,000111301111EUMEININCEEMIIIMEINMEMINIMICIM SPF Stud ®®m� �� ' ®®�1.15 425 ® ® 1,200,000 (� I �®'' ®' '' SPF Stud ® 3.5 ® 8.25 1430 ®'-' ® 0_9952 �1.05 1.15�� 725 .1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud ® 3.5 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 675 425 725 1.200000 1.368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 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 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.151.10 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 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.80 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 948.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 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 ®®IELIIIIIMI 'U'- NIEECEMIECIA®®1.10® 875 IIMASIIII 1,400,0001® ' -' ®M111113139 0.169 SPF#2 ®®111111118.0 3287 8.13 0.4342 3287.1 1.80 ®®l 875 ® 1150 1,400,000 2,093 Ili 1454.75 1296.30 945.38 531.23 0.56 0.118 SPF Stud ®® 50.0 70 8.48 0.9955 2091.8 1.80 ®®1.05 675 El®1,200,000 1,366® � 139.02 17.78 0.13----- 0.979 SPF#2 ®®�MEM= 860 MEM 0.9914 ®®NELI® 875 INII®' 1,400,000 2,093®EM�''®�i''-'-' MEIEM 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 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 ?'N N NIN N 2 x 2 NIN NNN N T x x x x N �! T,11T,11T T a T TIT T TTT m T T T T T C I 4 a N N 0 N N N N N N ‘,21520N N N n N N N N W 0 mi nlnn nnnnnnn • W W W W W W W W W WIW N W W N W W W" i +� _0 W W W W W W W W W ' w�Hm a inch,kn W W u W EEI wWW W m.�� � c T 88 W 888 W W W WIN W N W W m N W W? Wz V Vmm m W ,� m m V N m w N m w N N N m m w N N N m m w -- V�1 +++ Nm.Nm N W NW N m mN W N m mm oma g WW o !it oWm wmmP wwwm < r ? D w w w Q� - tp WW AEI N V V V N N N O O O O pmi N N m W O O N 4 x m A A A A Pa l O A Ce � pp A A pp�' N N W W f!N U w N W'E W W u N R E trail u W pN n PP 0 0 0 PPP 0l0 0 0 0 PPPPPP 2g O 31 1Q= HE V u P,1: iolip in ip ie io N i� O W m o A m tV.�N O O v 0 0 T w fN ip W O N N P N NNN tWp N t+p Nro G� NV NNN P m +++ PPA Cim mm mAGtAA Ti Gt W O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 T O- N oio 0 4.9 z WW W WWW WWW WNWWNW WWWWWW rm3 j 'z O O N 0 0 0 O O O NN N W N N N NNN W W�� N 2 oIm QpO c A N W W W W W W W W W W W W W W W WWW N . WIW � � 0 T m + O N N :15151 o 0 m N a Q +N aa. N am N N N W W W NNN N 5 5 W W W N b a m9 i � m $0 0 0 0 0`"-n uA J AAA u IJ IJ IJ NIUo IV NOo1J 00 O O O 0 0 0_00 00 0 0 0 00l m 2 C G Egg - O o G o O C O O O O 0 0 0 0 0 0 Oi0 0 0 0 0 0 0 0 0 0 0 - N N N W+I+++ WWW T 2'N" 4Ni bb ObW W W bimb W W W w w W U S S R@ WWW W vi n W W ▪ N W pp pp pp • O' W+ + +++ WWW WWWW OIWW0WW0Wm _ + yy+ m A4P�A ”T151,171 m m mmm mm 6^ A N y x V A A A AAAA A m W W W W W T Wm> mmmM SimMp • A O W O N m O N W W W t m top IV N W W m b N m L m 40 242 4U44Ut pa7 m W 0+ - o + A N N P+W N 11'4S w.w W V V N N N N O W N m -0 T WWW wmrootAitu moow$PWm`-" O+ W Y Y W m m m V m W W m V A Oro W W N O OO V . 55 W ozig A mWg+ OVNmna ++ W V W U V W N P N ro N W m A llt N Wm_ a 1 7.0 00 000 000 o 8 A O I ro m N A N b m V I P W W W N MO W D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-18) 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 Buckling Factor D+L+S+E11.4 c 0.80(Constant)> Section 3.7.1.5Cr - --- --' `-- ----- -- Cf(Fb) Cf(Fc) 1997 NDS KC0.30(Constant)s Section 2.3.1.5 Eq.3.7-1 Cbb (NVodess)) Cd(Fb)s Section 2.3.10 Bending Comp. Size Size Rep. Cb Cd Fc( ) NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load u=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Foe re fc fclF'c fb ibl in. in. in. ft. p# psf plt (Fb) (Fc) psi psi psi psi psi psi psi psi psi pal psi Fb"(l-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 Il-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,3116 506 966' 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.80 1.15 1.1 1.05'1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 FI-F Stud 1.5 3.5 8 825 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 I 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 I 8.25 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 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 _.--_5..._ SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 �1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 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 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 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 64.26 0.055 SPF#2 1.5 , 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 ' 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 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 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 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 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-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 sJasuI3u3 tesnt�asi8 ` sbe4fil 4#y . [14,......_13)"145 ,jam /45f .1E 6461 1,440-4 5 15611 50251 0.til `,' ioib s t 45RI — Ex,- J ymoir" �/` T alsj to 415 I .04zeoz. - "11 gift aVrr'ic" Got sOfe (50.4) oWf ,mss : afr, . - (If-KJ-0 c..zere,) ftrrtei c2O/ L4,2c1 ajele ssz C9o ) ctg alte ,� 8P0-58Z :a ZI -ssz m .alm ' -7 60186 - # ; ZOE a3tITxS `J N I kI 3 3 N i o N a tSttottavra OSt • 180 Nickerson St. - e ENGINEERING Suite 302 Seattle,WA /tQ !NC. 98109 � Project: t 1 r j eO 12\--.3 Date: (206)285-4512 Client: S1)'�" rd-044941 ' "'P41..651 Page Number: (206)285-0618 ' w Q syK ?tea 11(Aatklif.elj t va J rhe, too ALS. _.. : x LP0 tOD 't.o0t pts: 1 } h . = ,8.0y.... 3a 5Q4e...§.) % 2 )t.s as ( J z 3 it .:_ M 8 owi_ riAz42Wiz,. Structural Engineers , 180 Nickerson St. C T ENGINEERING Suite 302 • I N C. Seattle,WA �/j r lir 8 (206) 98109 Project: 1 "iAtP6 14. 7 PM ®ojc- Date: 3V2 . 0 v l /) /�� Q (�(�1` /j �� (206)285-4512 • Client: 2072 / �'✓28 �d/1 vvs -f7V� Ns Page Number: (2 6)285-0618 . Wti ,4 4)/,116— :,Yp rt a_ } _T �^� w V.I. l/ 46. • �j�....:.-#- i ....�.. -z_ ;..._ '_ _ _3.3 A _ _ _ - _ - - _ : gyp _: 2`` • ' — '--- .:ri- _-;_ ._ X: .(0 3057.Yv = r 3zIt 0,-( 2 . p ss_74.:: " - X25 4 X j.Z��- . ....1:k1,:._.....,,,‘ : ; ",; .--;• ! : ..; , ; . ! " A % . o -(' Z �!_:Y ; - o, c P j '� • 51 t t . ,4,• � 24k- • =tom :.Z11- /35� f C •- i�(o. F •_ err-CD • 51 -�? � . -�� ... �-� G :_ - • - � 3z Vic �. M.h4P_ , — : ' 7dr •-1;i7-7.:4; . / 3Z. • . _ •3. • 2 Cmca . , . �K05 , I �Z Structural Engineers ,,,, 4Ft/us 4-,3.641 ./,A E Page 1 of 1 Design Maps Summary Report EMS 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 � } 1,r e 9! 0 g .,.:4iF .1:,.--4-4'i,i4L',, '1:4,-.L6iii7,4_,,M, -,i*:-%,,t,,,,:;z!'::t5'; ..'..,/,i----'''olijiii,,,:::"-t-!,-Yr'7A,--',-..-,,,,,, ,i;t4,ii,-..'11,74 00' ik-I,",,,,,,-,1%,..,77A,-.,-,4 ,,,:, -,''' '0 swego e Lak40.6.i-,;4441.6-:;;7'',-.: ::. �in„ � A' „ Cit + ` ara tl lC k'-'"?-''',7 g y "rt -t �,? 70i it k04011:0:i00 .00L0A70,77.,4,000100 1'0'00 0400001-00000 ' . c: .r,v USGS—Provided Output S5 = 0.972 g Sas = 1.080 g Ste = 0.720 g S: = 0.4238 S„1 = 0.6678 S°, = 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. EK Response Sped Design Response Spectrum 0,29 1.10 002 *.72 ik9 C'" 0,22C's' S t.ti St tk 4 fl.ss 0,40 r.;t 0„22 A7 0.24 it 22 0.xs .� . 00 u000 t1.4£5 G,2O .s 0-6° v 1. LC i.x0 3.G L" 011 2.000.00 4, 9.ttt O D G ffi1 3.a0 1. 1.AD i. Y_4�! 2.00 Plod T t r+cli glad Tim") 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/des• aps/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.usqs.qov/desionmaps/us/aoplication.ph0 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 Sim= 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= D 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= D 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 Qs= 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) Spy= 0.46 x = 0.75'ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020ASCE 7-05(Table 12.8-2) IE= 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/(RITE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(sal*TL)/(T2*(RITE)) (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,)/(RITE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S>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 *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *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 1000' 10.00 1360 0.028' 38.08 380.8 0.45 2.35 525 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; FPx= EF;=wPx 0.4*SDS*IE*Wp 0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 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 NS E-W F-B S-S 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 ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sea Gust= 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0> N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6;psf Figure 28.6-1 Ps3o B 4.8 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7,psf Figure 28.6-1 P330 = 4.7 4.7 psf Figure 28.6-1 > = 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) X*Krt*I : 1 1 Ps=A*Kzt*I*pe30= (Eq.28.8-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf(LRFD) PSBand D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure28.6-1 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 1.00r 0.714 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 Ar= 650 Ar= 1154 10.4 18.5 V(ns)= 9.68 V(e-w)= 17.48 kips(LRFD) kips(LRFD) kips 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-1/1) 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(n-s)= 0.00 V(e-w)= 0.00 V(na)= 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(n-s)= 8.06 V(e-w) 14.30 kips(LRFD) kips(LRFD) kips(ASO) 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM RoTM Unet Ueum 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 0.001 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVvend 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 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 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 Usum OTM ROTM Unet U. 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 '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. 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 00. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw,nd 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL NS(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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Ue,,m OTM RoTM Unet Ucun Veum 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.o0 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. 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVnd 5.16 EVEa 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. (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 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 RorM Unet Usum U.om HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (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 5.18 2.35 2.91 1.00 EV,„„d 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Ueun, OTM ROTM Unet Ue,,n U. HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (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 0,00' 0.00 0.00 0.00 0.00 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 0.00' 0.00 0.00 0.00 0.00 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 1 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 EVw,nd 8.06 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 pt= 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 v i OTM ROTM Unet Usum OTM R„-TM U, t Usum Usum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (pif) (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 00 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 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 0.00' 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 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 EVm,,d 14.30 EVER 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 p/f 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 •H head= 1 v hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 • Fdragl w= X08 F2 -1008 H pier= v1 eq= 170.6 Of v3 eq= 170.6 p/f P6 E.Q. 5.0 vl w= 474.1 p/f v3 w= 474.1 plf P4 WIND feet Htotal= 2w/h= 1 2'm= 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 0.60 v sill eq= 85.3 Of P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 UPLIFT 60 1198 v. 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 ► 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 p/f •H head= $ v hdr w= 368.8 plf 1.083 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 vi w= 1140.0 p/f v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e.- 775 feet 4 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 ► 0-41 0. Hpier/L1= 1.82 1 ► Hpier/L3= 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 ► vhdreq= 55.8 plf -► •H1head =W vhdr= 155.0 ph' H5head= I 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq= 26.1 1 A Fdragl w= -•.5 Fdragl , 532.8 Fdrag5 w= 2.8 Fdrag•w= 72.7 A H1 pier= v1 eq= 90.6 plf v3 eq= 90.6 Pn v5 4.0 v1w= 251.9 N eq= 90.61H5 .0r= P v3 w= 251.9 PIf v5 w= 251.91 4.0 feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 feet 8.0 V Fdrag3= • .. Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdrag8e• 26.1 V P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 155.0 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 • 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 HtotatL= 0.31 Hpier/L1= 1.14 ► 11 0 04 ► Hpier/L3= 0.36 L total= 26.0 feet > Hpier/L5= 2.67 0.90 L reduction