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% kkZ CAv3z...'CZ_ CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) ®�Rw$P Tw i„® C R I„� y� ® 4 'dv�6 buena �kuers #15238 SEP ^ 7 2017 Structural Calculations BuLD., River Terrace �� •;60 f , Plan 2610 Elevation D r A:RE Tigard, OR '��FS 2T. G���`�0,„ p1 Design Criteria: 2012 IBC (ORSC, OSSC) 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: (Note-Dual reference for Plan 3 also includes Plan 3713) 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#14189 ROOF Roofing- 8:5 psf Roofing future 0,0j psf 5/8"plywood(U S.B.) 2,2 psf Trusses at 24"o c 4.0 psf Insulation 1.0',psf (1)518"gypsurri ceiling . 2.8 psf Mase iMech 1.5`;psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4,0 psf NO gypsum concrete. 0.0 psf 314"plywood(O.S.B.) 2.7 psf joist at 12" a5 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 2 2x8 HDR I \ 4 _+�2x88HDR+R dlRB.d2 1.1/4 I I r- G u -u u ,O O GT.d4 @2 �o_ ROOF TRUSSES AT 24" O.C. TYP. a ry <T 21Ix CQ Ico C N if CR ir-22 x30' LAC EC 111 9 © – \ GT.d3 4:72 BOTTOM / GT •� CHORD, TYP. GT • GT>gi T- ti v�v • P , a • 41, RB.d5 R .d6 • (2)2x8 HDR (42x8 (2)2 8 HI• (2)2x8 HDR C�I C CT# 14189 2015.09.17 1/4" = 1'-0" (11x17) PLAN 261 OD ROOF FRAMING PLAN 1/4" 0" FRENCH REVIVAL P4 /CS16 CS16 A I- r— . •J .II W COH I=— z I-- 11 WASHER DRYER CD co r IfITI 1 t i jl V v MST37 C8 MST37 P4 s1.2 CT# 14189 2015.09.17 1/4" = 1'-0" (11x17) PLAN 261 OD UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL STHD14 IV Oa i' GABLE END TRUSS B.dl 4x HDR 4X12 HDR . MANUFACITURED ROOF 0 TRUSSES AT 24" 0.C. T i I w D3 ® a a 0 1-2-2"-x30-;'6TN I I ATTICc o LACCESS J u N P4 0 I < a a a 0 �CS16 2P3 CS16 ° STHD14 T / B.d2 3.5X11 BIG BEAM ::--I ///CS16 : J -00a ..4.II T -t- LO ov) P4 F- (� J r° STHDi4 STHD14 1Ti I aJ A . �� a 11 es 1• • ,Ib__J !....LI. ii I E I +--'/ © di L x j_rJ i ) X¢lIR 4" GT ABOVE L • 15� 2 GT ABO N a G 'I J - m t�'x �\ cn ,?.,<, 0% J1 _C N lu tiJ CA r---` POST 4_ H I LVI FR N. ro� Z CD S 'I �\ a. I -r77--;27.--L3 9 ----_.—. co it k W ��---'--- x i----- STAIR J Z > m { �_ ® I\FRAMING/ Q N XXIIl'1 1 I I _ a1. \\ / ' 3 LT, N / w XCC •-I I o = � O i i I m 14" FLOOR TRUSSES ® 19.2" O.C.Rt'. T.i / '\ m LLJ _1 CO H CO ' N -i_: 07 II \\\ I W J "x —I L1J I; De > oi c--1 c=_- VST LLI .9�) t4- w o© GT ABOVE i �i •I O w _. /,rj J d X= ti GT ABOVEliy GT ABOVE N N7. 'il I � FIXTURES jii ,4GABOVE hi r 1 _ t`7 ABOVE a m -- (28HDR B.d92x ROOF }/ ' cXv © X;I _ FRAMING I 1 _.� r `` ^ L - —1 W -cc-1,1H 1 I IIT' 'W o 11 ( ` IIID , m= 7,' GT ABOVE 0'L` — JJ.i; N -- . X14-FSB.d1 _ ' 4X4(min.) y Ncxy W I N B. J ------- _ 0 STICK FRAME Q V �I TN ®24" O.C. � u t. HDU8 S CK FRAME 11. -B.d19 (2� i RIM BOA': �HDUB 24" OC. Ark HDR CD CO nir CTii 14189 2015.09.17 1/4" = 1'-0" (11x17) 22'-0" 3'-10y2" " ' 41E016'-3" ,-1Qyi (STHD14 r -.Q--- �I -i 1 r 31/2a CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL b 0 OVER COMPACTED FILL VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN a -16" 10 a rn EA 31/2" CONC. I o m PATIO SLAB -14" a e 0 _ SLOPE 2"DNI 6'-3" I-7"I i'-94 I i " STHD148-1Y" 4' o' 7'-2y2" _ I , VARIES : MIN. _ — -3"S1FM FROM WALL TOP 0 ® ;j STHD1' I o 1 190i4 J. -J v4 -12 " STHD 4 'T r J 1 N .rI - i II I FURNACE -J ll fill Mil . 1 ° I ABOVE ® I I n ' i � FIXTURE ABOVE-111\ � � -F I I I , -,-1--- CD 1 I; I- 1 CRAWL FINISHED FLOOR 1 "' n SPACS�'CCESS , E iAT+0'-0" - f 1� ;1- 7' r—, L�JJ, LII El: FTG. / 30"x30"X10"FTG. W/(3)#4 EA.WAY— . 2'-8" 3'-sy4h ill I I-I-1 n O = ,SQ ----I- I 9Y2" I-JOISTS AT 19.2" O.C. T F- 12'-0" LII TYPICAL 14'-0" n a LI f 0_m 18"X18"X10"FTG. 1 >-}d1ry 1-p Li W/(2)#4 EA.WAY 12va" Xv cc i U i TYP.U.N.O. `° : I El L1J 1 -12v4" .. ,�_—__---wL 1.75X95 1 I. arik 4, MI i I Ht i ilk 1 1 L+J2x4 PONY 9 D. " __ LVL 1.75X9.5 _- 1 WALL i� - " tr Ii,-6. I ,,Lox .. �j I i SIM. o } �I �In ^ I Anal L� SLOPE lYz" _J `r ;'r `y � ' 1 AN' CONC. SLAB Il 1111 HDU8 4" 2P3 17._0"HDU8 2P3STEM WALL 9'-0" ®TOP OF 8" 26'-0" e -61g TOP OF SLAB CT# 19189 2015.09.17 1/9" = 1'-0" (11x17) PLAN 261 OD FOUNDATION PLAN 1/4"=T'-0" FRENCH REVIVAL Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF GT reactions Timber Member Information erode Ref: NDS IBC GT.d1 GT.d2 GT.d3 GT.d4 Timber Section 3.125x10.5 3.125x10.5 3.125x18 3.125x18 Beam Width in 3.125 3.125 3.125 3.125 Beam Depth in 10.500 10.500 18.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade uglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fr,24F- V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 Member Type GluLam GluLam GluLam GluLam Repetitive Status No No No No Center Span Data Span ft 17.00 10.00 26.00 26.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 120.00 60.00 Live Load #/ft 200.00 100.00 Start ft 6.000 17.000 End ft 10.000 26.000 Point#1 DL lbs 638.00 916.00 LL lbs 1,062.00 1,528.00 @ X ft 6.000 17.000 Results@Ratio= 0.5471 0.4979 0.7411 0.5070 Mmax Center in-k 86.70 78.91 296.42 202.80 @ X ft 8.50 6.00 16.95 13.00 fb:Actual psi 1,509.9 1,374.2 1,756.6 1,201.8 Fb:Allowable psi 2,760.0 2,760.0 2,370.3 2,370.3 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 96.4 92.8 61.6 Fv:Allowable psi 276.0 276.0 240.0 240.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 501.20 800.54 975.00 LL lbs 1,062.50 834.80 1,334.69 1,625.00 Max.DL+LL lbs 1,700.00 1,336.00 2,135.23 2,600.00 ©Right End DL lbs 637.50 916.80 1,435.46 975.00 LL lbs 1,062.50 1,527.20 2,393.31 1,625.00 Max.DL+LL lbs 1,700.00 2,444.00 3,828.77 2,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.260 -0.070 -0.359 -0.282 UDefl Ratio 785.4 1,719.8 868.4 1,106.1 Center LL Defl in -0.433 -0.116 -0.599 -0.470 UDefl Ratio 471.3 1,032.6 520.8 663.6 Center Total Defl in -0.693 -0.186 -0.958 -0.752 Location ft 8.500 5.280 13.832 13.000 UDefl Ratio 294.5 645.2 325.6 414.8 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF FRAMING Timber Member Information ;ode Ref: NDS IBC il RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x6 2-2x6 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 5.500 5.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem 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 4.00 3.00 Dead Load #/ft 90.00 90.00 225.00 225.00 90.00 60.00 _Live Load #/ft 150.00 150.00 375.00 375.00 150.00 100.00 Results Ratio= 0.5666 0.5666 0.6263 0.9019 0.2997 0.2405 Mmax @ Center in-k 10.89 10.89 5.62 8.10 5.76 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.00 1.50 fb:Actual psi 720.0 720.0 918.4 1,322.4 380.8 352.7 Fb:Allowable psi 1,270.8 1,270.8 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 50.4 50.4 82.3 103.9 33.9 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 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 @ Right End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.034 -0.034 -0.014 -0.029 -0.010 -0.008 UDefl Ratio 1,926.0 1,926.0 2,114.0 1,223.4 5,006.8 4,587.6 Center LL Defl in -0.057 -0.057 -0.024 -0.049 -0.016 -0.013 UDefl Ratio 1,155.6 1,155.6 1,268.4 734.0 3,004.1 2,752.5 Center Total Defl in -0.091 -0.091 -0.038 -0.078 -0.026 -0.021 Location ft 2.750 2.750 1.250 1.500 2.000 1.500 UDefl Ratio 722.2 722.2 792.7 458.8 1,877.5 1,720.3 i Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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:Floor Framing Description 2610D FLR FRMG 1 OF 3 Timber Member Information erode Ref: NDS IBC B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 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 Fir- 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 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 160.00 160.00 Live Load #/ft 100.00 100.00 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 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 LLL Results Ratio= 0.7774 0.4340 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 171.20 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.52 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -71.04 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,497.4 178.4 759.8 428.5 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 fir:Actual psi 44.7 94.7 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 @ Left End DL lbs 495.00 1,598.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,998.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,012.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 2,544.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 5,556.00 850.00 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: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN -Rev: 580006 s- Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2610.ecw:Floor Framing Description 2610D FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.284 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 846.1 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.570 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.840 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 421.3 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.135 Cantilever LL Defl in 0.096 Total Cant.Defl in 0.230 UDefl Ratio 416.7 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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 )1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 2 OF 3 Timber Member Information ;ode Ref: NDS IBC il B•d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section _VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 1.750 1.750 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 14.000 7.250 7.250 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 Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,300.0 1,300.0 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 Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.00 3.50 9.00 5.00 9.00 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 190.00 160.00 175.00 325.00 160.00 Live Load #/ft 150.00 100.00 125.00 375.00 100.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Results Ratio= 0.0832 0.0754 0.3140 0.1313 0.2822 0.2631 0.1885 Mmax @ Center in-k 11.06 2.02 47.99 20.06 43.13 8.11 5.81 @ X= ft 3.50 1.75 4.50 2.50 4.50 1.25 1.25 fb:Actual psi 193.5 76.9 839.5 350.9 754.5 308.6 221.2 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 2,673.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fir:Actual psi 22.9 8.7 81.0 43.9 72.8 38.8 27.8 Fv:Allowable psi 310.0 150.0 356.5 356.5 356.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 98.33 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 261.67 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 360.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 @ Right End DL lbs 119.67 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 318.33 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 438.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.049 -0.005 -0.045 -0.003 -0.002 UDefl Ratio 31,996.0 51,354.9 2,213.6 11,261.7 2,388.4 11,425.8 15,098.3 Center LL Defl in -0.006 -0.002 -0.045 -0.007 -0.039 -0.004 -0.002 UDefl Ratio 12,030.8 19,258.1 2,388.4 8,821.7 2,750.2 8,540.5 12,433.9 Center Total Defl in -0.008 -0.003 -0.094 -0.012 -0.084 -0.006 -0.004 Location ft 3.096 1.750 4.500 2.500 4.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 4,946.7 1,278.3 4,887.3 6,818.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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:Floor Framing Description 2610D FLR FRMG 3 OF 3 Timber Member Information ;ode Ref: NDS IBC B.d15 B.d16 B.d17 B.d18 B.d19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 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 4.50 2.50 3.00 3.50 3.50 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 30.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 50.00 100.00 Dead Load #/ft 160.00 160.00 325.00 160.00 Live Load #/ft 100.00 100.00 375.00 100.00 Start ft End ft Point#1 DL lbs 638.00 LL lbs 1,062.00 @ X ft 1.250 Results Ratio= 0.6897 0.6599 0.5474 0.4828 0.0477 0.9911 Mmax @ Center in-k 21.26 20.34 16.87 14.88 1.47 61.44 @ X= ft 2.25 1.25 1.50 1.75 1.75 8.00 fb:Actual psi 809.0 774.1 642.1 566.3 55.9 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fir:Actual psi 79.9 94.9 77.6 64.1 6.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 @ Right End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.005 -0.007 -0.008 -0.001 -0.240 UDefl Ratio 2,588.9 5,885.3 5,150.5 4,969.8 51,354.9 801.6 Center LL Defl in -0.031 -0.008 -0.011 -0.014 -0.001 -0.399 UDefl Ratio 1,725.9 3,583.6 3,156.8 3,081.3 30,812.9 480.9 Center Total Defl in -0.052 -0.013 -0.018 -0.022 -0.002 -0.639 Location ft 2.250 1.250 1.500 1.750 1.750 8.000 UDefl Ratio 1,035.6 2,227.4 1,957.2 1,902.0 19,258.1 300.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information erode 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 Fir- Lards,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 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS SuCode Code Code Joist b d I Spa. LL DL M max V max EI Lib L tv L T L240 L LL360 L ax TL de(L LL dell. �L TaL360t L L$L480 SL max t TLpdefl.TLpick jr Lick Ldick T 31 - --- --- - - size&grade width fmJ{depth(1n) (in.) (Ps'2 (Paf) (fFibs) 1 (psi) r (Psi) (ft (ft f() ry ry LL deft LL deft ( 2 2 -- � ( ) (h) (ia) __.-..._(ft) .-(ft')_ (1t) (in) � ratio ��n.)__1 ratio i 9 5 T -- JI 1101 1.75 9 5 19.2 40 15 2380 12204 1 40E+08 14 71 27 73 15 213 14 60 14 71 (0): :6 0 48 13 3111 1345 99.55: 5 TJI 110 1.75 9 5 16 40 15 2380 1220) 1.40E+08 16 111 33 27 1156:2193 6 19 15.73 ,144...77.1111 73� 7 0 52 14.14 14.29 ' ;184:8174 0.47 360 9 5 TJI 110 1 75 9'5 12 40 15 2380 1220 1 40E+08 18 61 44 36 17 82 17.31 -;‘7";:; 0.79_ __ 0.58 15 57 __15.73 0.5? 360 00..3384 _ 495 9 5 TJI 1101 1 75 1 9 5 9.6 40 15 23801 12204 1 40E+08 20 80 55 45 19 19 18 64 18 64 0 85 0.62 16 77 16.94 16.77 0 56 360 0.41 495 9.5"TJI 1101 1.751 9.5 19.2 40 104 2500 12201 1.57E+084 15.811 30-50 16.341 15.37( 15.37 0.64 0.51 { 111465...275777 4.27 1136...8489740 3 97 13 97 0.44 384 0.354 480 9.5" TJ 110 "1 75 9 5 16 40 10 2500 1220 1 577E+08 17.32 36.60' :17,36 16.34 16.34 ;0.68' .' 0.54 15.17 1484 14264°-„ 000...445646 .46 333866440 84 ,000...334751 0.37 480 9.5"TJ:110 1.751 9 5 l 12 40 1001 25004 12201 1 577E+08 20 00 :i13::00 1290:1518. 17 98 17 981 0 75 0.60 16.691 16.34. 16,34' 0.51 384 0.41 480 9.5"TJI 1101 1.751 SI 9.6 40 104 25001 1220 1.57E+08 22.36 19 37 19.37! 0 81 0.65 17.981 17.60 1T 60 0.55 384 0.44 480 9 5"TJI 2104 2.06251 9.51 19.2 40f 10 3000( 1330] 1.87E+08 17.32 33.25 17.321 16.30 16 301 0 68 0 54 15 134 14 81° 14$1 0.46 3841 0.37] 480 9.5"TJI',210 2.0625 9 5 16 40 10 .. 3000 1330 1.87E+08; 1$.97 ^m 39.90 .18.40 - 17.32 17 32 1172, 058,. 1165.0103t 6.08 111647.,.736401„..6.;,4114,67:31662410 5 74; 1914 0.49 3$4 Q 9.5"TJI 2101 2.06254 9.5j 12 401 10 30001 1330 1 877E+08 21 91� 8392..2'92005i 3 20 21071228211 0 261 1186..038° 9 06 19 06 0 79 9.5"TJI 2104 2.06251 -- 9 54 9.61 40 10 3000 1330 1 877E+08 24.49+ 66.50 21.82120.5320531 0 86 01:0)0...6:6:85 68 19.06 3g 0 1 064 1770(___ 1732. 054 384 0.43 480 9.5"TJI 2301 2.3125t 9.51 19.2 40 10 33301 13301 2.06E+08 18.251 33.25 17.89 16.63 16.83 0.70 0-5°115.631 _ 1$86 0 58 384 0 47� 480 9.5'1-41 230 2.312s.: 9.5 16 40: 110 3330 1330 2,06E+08 19,99 39901 1901 17,89 17.89 0,75 0.60 16,60 111116587:,22366962, •1 .25 0,51 : 384.4 0.41 .481 9 5 TJI 230 2.31251 9 5 12 40 101 33301 1330 2.06E+08 23 08] 53.20 20.92 19.691 19.69 0 82 0.66 18.28 17.89--` :11.89 0.56 364 0.45 480 9 5 TJI 230 2.3125 9 54 9.6 40 10 3330! 13301 2 06E+08 2253.80811 5 81 66 50 2220...59421 2 54 21 21 21.21 0 88 0 71 19.69! 19.27 19.27 0.60 3841 0.48 480 ++ 11.875 TJI 1101 1 75 11.8751 19.2 40 10 3160] 15601 2.67E+08 17 78 39.00 19 504 18.35 17 78t 0.67 17 041 16.67 - _--. 11,875"TJI 110 1,75 11.875 161 40-' 10= 3160 1560 2.67E+08 19.47' 46.80 2109:75201 0.72 19.50 1197:4778t- 9.47-. 000:;6197 61 4u)0-.:7652541. 18.87 0.52 384 0 44 480 11 875"TJI 110 1 751 11.8751 12 40 10 3160' 15601 2 677E+08 22 49 62 40 22 811 21.46 21.46 0.8918.10 ( 19 93, 111976.:5760274,,,,,, 9 50 .1.1....,876,„:878027 9 5Q 000:653521 6� 384 0.491 8p 11 875 TJI 1.101 1 751 11.8751 9.6 40 _ 10} 316.0 1560] 2.67E+08 25.14 78 00 24 57] 23.12 23 121 0.96 0 77 4.--_ 21.461 21.01 - 21.01 0.66 384 0.53{ 480 1 + 480 11.875 TJI 2101 2.0625 11.8751 19.2 40, 101 37951 16551 3.15E+08 19.48 41.38 29.61119.391 19.391 0 61 0.65 16 001 1762 -, 1271:8021 7 62 0.55 384 11875"TJI 210 2.0825 . 11.875 16 . 40 10 3795 1655 3.15E+08 21.34 49.65 ' 2i.90 20,61 20.61 0.86 0.69 19.13 1672. 1'8.t' "°0.59 . 3384 0.47 480 11.875"TJI 210i.] 2.0625 11.875 .6 40 10 3377995514' 795 16551 15E+08 24.64 66 20 22411: 4 10 22.68 22.681 0 95 0 761 21.05 20.61 11.875"TJI 2101 2 0625 11.8754 9.6 40 10 37951 16551.9 15E+08 27 551._..82 75 25 961 24.43 24.43! 1.02 0.81 2128.6888 22.20 22.0 0,64 l 1}} 1 2 69 384 00..4:8:11 480 11.875"TJI 2301 2.3125 11.8751 19 2 40 1011 42151 16551 3.47E+08 20 534 41.38 21.281 20.03 20.03} 0.83• 0.67 18.59 18.20 1282:2200 8 20 0.57 384 0.451 480 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;,- 19.34'101,49'34 0. 1111:85;55:TJI 230 2.3125 11.875 12 40 10 4215 16551 3 47E+08__ 25 97' 66.20 24.891 23.42 23.42 0.98 0.78 1 841 1 60 11 875 TJI 2301 2.3125 11.8751 9.6 40 10 42151 16554. 3 477E+08- 29.031 82.75 26.8141_ 25.23 25.23 1.05 0.84 23.4 1. 3 0.48 48 4 2128 2128 0.67 53 4. 1 7 384 0 � 480 22 93 22 93 0 72 38410 57 480 11.875"RFPI 4001 2 0625] 11,8751 19.2 40 10 43151 1480 3.30E+08 20.77] 37.00 20 93 19.69 19.69 0.82 0.66 t 18.281 17•89 17.$9 0.56 384) 0.45) 11.875''RFPI 400 2.0625 11,875 16 40` '10 4315 14$0 3.30E+08 22.76 44.40 22,24 20.93 20.83 0.87 00:77_701_. .:='19.43 1901 Oyu ] 480 11.875"RFPI 400L 2.0625 11.8751 12 40 101 43151 1480+3 30E+08 26 28 59 20 22242°.1429843:1_ 4 48 221309...90'339i_ 3.03 23.03 0.96 21 381 20 93 � 20.93 0.65 384 (i3)09.„.45546285111' .521 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40____10! 43151 1480! 3.30E+00 229.381 74.00 26.371 24.811 24.81 1.03� 0.823.03 22.54 22.54;; 0000...76550956' .70 3844 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls 1 I ;LOAD CASE _ I (12.12) 1___ _-_(BASED ON ANSI/AF&PA NOS-1997) I "SEE SECTION: 1 2.3.1 2.3.1 I 2.3.1j 3.7.1 3.7.1 Ke 1.00rikigh Buckling Factor 14" 14 D+L+S-T - - -- --- - -- ---+- -1 - -- -_ I __ _ _- :-_ _ T _ I Cr- ,,,.__ c 0.80(Constant) 'Section 3.7.1.5 1 1 - 1 -- .I}--- -- __ KcE 0,301(Constant)o Section 3 7 1 5 .... 1 ........ ..._ ...-_ .. .... ...i... .}.._ I ....� Cf(Fb) ..... Cf(Fc)I ........ 4.1997 NDS .._. �... .._ I .... ... .... ..,...Cb 1 ... }(Vanes)_.,,. Section 2.3.10 < .... 1 I Bendingl-Comp Size Size Rep.. ---- Cd_(Fp), Cb_,_I Cd Fc)- E 3.7 1 -� NDS 39.21 Max.Wall durationtdurationfactorfactor use ---1 A q Stud Grade Width,De th iS acm'Height ht I Le/d Vert.Load{Hoc Load I 1.0 Load Plat Cd FbICd Fc Cf Cf Cr Fb Fc a Fc ( --- 1 � @ �..... _p I E Fb Fc ep_pr't Fc• � Foe Fc_.._. fc �fo/Fc fb fb/... in. in in ft, I ..pit psf if (Pb) __ .._. 4 p._.. ( 1.0 psi psi psi ..1200, ....psi85 psi506/ .. psi 1 psi5 psi..._1 psi 37 1 .._,450 1 Fb(1 tc0000 H-F Stud 15 1 3.5 16 i 7.7083] 26A1....,,,.._17301 ,,...,_. 01 0.9916 f 19934,., t 100 ....1 15 1.1...11 05 1.15.1..__6705..... 00 .1,200 000 .. 854 506.._._....9661 515.42 441.22 439.371 1.00 0.00' �� 0.000 I{ H-F Stud 1.5 3.5 16 -1 9 30.91. 1340 0 0.9986 } 1993.4 4 1.00 1 1.15 1 1.1 1.05 1.15, 675 1 405 800 1 1,200,000 854 5061 966 378.09.. 340.90 340 32 1.004 0.00 0.000 H-F Stud 1 15 I 3.5 12 1 91 305i 17854 0' 0.9947 2657.8 150 1 1.15 1 1 1 1 05 1.151 675 405 800 1 1,200 000 854 506 966 378.091 340.90, 340.000 1 00 0.00 0.000 H-F Stud : 15 3.5 16 8.251 28.31 15501 0 05921 1993.4 1 150 1.15 1.1 11.05 1.15 875 j 405 800 11,2000001 854 506(( 9661 449.95 395221 393 65 1.00 0.00 0.000 H-F Stud L 1.5 3.5 12 1---8.251 28.3 228.31 0701 ---01-o��1� 0.9953 I 2657.8 ,150 ;_1.15 1 1.1 L 1.05 4_1_15 I 675 yr 405 800 i'1,200,000 854 5064_ 9861.449.951 395.22394.29 1.00; 0.001 0.000 H-F Stud 1.5 1 3.5 8 I 0.9921 r 3986.7 t-1.00 1 1 15 1 1 1155 1.15114 675 405 800 1 1,200 00 8541 5061 966 449.95 395.22 393.65' 1.001 0:00 0.000 SPF Stud : 1.5 ` 3 5 16 i 7.7083' 26.41 16954 0 0 9952 4 2091.8 14 1.00 1 1.15 1 1.1 1 1.05 1.15 675 425 725 1 1,200_000 854 531 875.430 51542: 431.52 430 48, 1.001 0.00 0.000 SPF Stud 15 I 3.5 16 91 30.9i 1320 0 0 9944-tIi 1"-- 1 1-8- SPFStud�I15 }_3.5 12 1- 9111 309 17601 0 0.9944 ' 2789.11 100 ' 115 111 .105 1.15,._675 1425 725 }1.200000..,. 854 531]_875438 378.09: 336.17 33524. 100k .0.001. ,,. 0000 + 100 115 1.1 155 1.151_ 675 425 725 1,200,000 8541 531875438 378591 336.171 335.241 1.00' 0.00 0500 SPF Stud 115 35 16 8/51 28.31 _ 1525 0 0.9957� 20915 rt 150 1_1.15 1 1 14„1.05 1.15 875 �425J 725*1,200,000 854 531'875 4381 449.951 388.13 387.301 00� 0.00 0.000 SPF Stud : 15 3 5 12.1 8.25r 2831 2030 .,.0 0 9925 2789.1-1-14150 1 1 15 I-1.111.05 41.151 675 f.4251 725 1,200 000 854 531 875 438 449.95. 388.13 388.67 1.00. 0.001 0.000 SPF Stud 1,5 1 3.5 8 8251 28.31 30501 0� 0.9957 4183.6 ( 100 1 1 15 1 1 1 1 05 1.15 t__675 425/ 725 1,205 0001 854 531 875.4381 449.95; 388 131 387.30: 1 00 0061 0,000 J 1 I Y i I ___ }L H-F#2 4 1.5 5.5 F 16 }7.70831 16 8 .3132 _ _ 0 0.2408 } 3132.4 -F 1.00 1.15 1 1 3 ;1 10 1.151 850 405-. 1300.1 1,300 000 1,271 . 5061..1644 51 1378.83 1031 58T 506 1810 491_ 000, 0500 H-F#2 -1.5 I 5.5 16 _ 9L 19.61 31321100 0.3652 1 3132.4 { 100 1 1.15H. 1.3 1 1.10 1.15, 850 _405 13004 1,300,000 _1,271 5061 1844.5{1011.45'. 837.57{ 506.1810.80 0.00 0.000 H-F#2 T 15 1 55 16 I 8.25( 18.01 __3132' __-0'_0.2858__r 3132.4 1.00 ;_1_.15 1 1.3-141.10 1.15 -_8501 4.05 1301,300,0001 _1_27.1 506 1644.51 1203._70' 946.77_506. _ 0.531 0.00 0.0.0.0 -__ 1 --" - + __TI_ _ I_ SPF#2 li 1.5 5.5..-...16 4 7.70831 16 B 3287 ......_....0: 0.2737. ...._ .. I ..� I__. _ 3.. ..... - ..45 .. ... / 0.0_. .._.. 3287.1 t 1 00 1 15 1 13 1 10 1 15 875 1 425 1150 1,400 000 1,308 531-1454 75 1484.89 1015.45 531.23__ 0 52 0.00 0.000 SPF#2 1.5 f 5.5 16 91 19.6i 3287; 011 0 3905 I 3287.1 ( 150 _1 15 1 1 3 L1.10`1.151 875 1 425_ 1150 11,400,000 1,308 5311 1454 751 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 15f f- 55 16 1 8.254 18.01 3287 0 0.3158 7 3287.1- 100 1.15 1 1.3 -1 10 1.154 875 1-425-_1150 1,400 000 1,306 531 1454.751 1296.30. 945.38 531 2311 _0.56 0.00 0.000 SPF Stud 1'141.5 3.5 16 14.571 50 0 5451 0 0 9913 2091 8 4' 1 00 1 1 15 1 1 1 .1.05 1 15 675 1 425 725 1,200,000j' 854; 5311575.4381 144.261 139 021 138 411 1 00' 000 0000 __ I I SPF#2 1 15 Si I 16 1 191 41.51 1450 _ 01 0.9917 1_ 3287.1_ I 100 1.115 t 121+1.10 115 875 1 425 1150 11,400,000 1,308; 531 1454.751 244.40E 235.32; 234.341 100/ 0.001 0.000 H-F#2 1.5 j-5.5 18 191 41.5' 1360' o4 0.9969 I 3132.4 r 1.00 1 115 1 1.3 1,10,1.151 850 1 405 l 130011,300,001,2711, 506, 1544.51226.941 220.141, 219.80 1.001---0.00 ------ 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I 1 ;LOAD CASE i (12.13) I ----"_-_-�--___------- ---- ,(BASED ON ANSI/AF&PA Nps-1997) 1 ( ) IN-1.+W -- �- - I ,SEE SECTION 2.3.1 4_2.3.1 2.3.1 I 3.71 3.7.1 Ke 1 OOJDes�n Buckling Factor 1 , c 0 801 Constant ,Section 37.1.5 1 I- KcE 3.7.1.50.30J(Constant) - i-- 1 - - 1 ..- Cr + - - - - - Cb (Varies).... Section 2 3 10 - -� )__ 4__ I ___ +...._. Cf{Fb� Cd(c)i 1997 NDST_ . .._� ... I Bending Comp Size'Size Rep f I f I I .. _....� i...._ �Cd Fb) Cb I d(Fc)I Eq.3.7-1 --) - I I NDS 3.921 Max Wall durationduration factor,factor use ........ Stud Grade Width De th Spaang Height Le/d VertLoad Hoc Loedl 1 0 Load Plata Cd Fb iCd�Fy Cf' Cf Cr Fb 'PC p Fc I -�"E _- 1 _ e_Ia fl jf - --1 i ( )� { _ �_Fb' Fcp�i._Fc_1 -Fce F.c_.._ fc. ..�.fc/F'c Lfb_. fry/........ H-F Stud 1.5 11 3.5 16 ft264 p10751 Pe971 0.9951 19913.4 1.60-...1....-100 1Fb) (Fc) psi {-- _ H-F Stud a. 1.5 3.5.........16 }7.70831920 4,._...... 0751 ..._9.761 I 4 I. 6_._._i.....01111.051'1.15 If... I psi psi 00, psi 6 pa( 69. Psi 1 .5151 7.08' t 1.�. 675 1405 600 t1,200000 1366 SO6i + + ---- 1 , 0.9942 4. 1993.4 1 1.60 1 1.00 1 1.1 '1 05 1.15 1 675 1 405 800 11.200 000 1,368 506.1._... 840 378.091 333.99 293 751 0 57 446152{Fb{1 f 0 665 H-F Stud 1 1.5 3.5 16 3.5 12 1 91 30.9i 11401 8 461 0.9998 2657.8 I 1.60 1.00 1.1 i'1.0511.151 675 405 800 1 1,200,000 1,366 506, 840) 378.091 333 99, 217.14 0 65'335 54' 0.577 H F Stud ' 1.5 I 3.5 12 1 8.25p 28 3 1970, 8.13` 0.9943 28.3i 970i 8.13 0.9943 1993 4 1.60 1 00 11.1 111.05 1.15, 675 1 405 1I 800 1"1,200,000 1,366 506' 8401 449.95: 384.871 ---�- 3615.37 ..... 0.585 0 H-F Stud L 1.5 7 3.5 8'11 825E 283~14251 8.13 0.99814 I 2657,8 I .601_100 1 11 11.05 115 675 I 4051. 800 i 1,200006 1,3661 506 _ 840f4 449.95 38487 276..43,- 0.71,271.031 07 0.585 --- }-.. ".._ 1. 1 _ _._ 1.60 .4_1.°04-1.1} 1 05 1.1B-1-675 405 800 1 1,200 0001 1,366 506 .840...449.95 384:871 299:(1510 78 180:6910.394 SPF Stud 1 1B SPF Stud 1.5 1 3 5 16 1 16 7.70834 26.4' 10601 9 711 0 9971 � 2091.8 1.60 1 1.00 1 1.1 X 1.05 1.151 "675 1 425 725 1,200,000 1,366 5311 761 251 515.42' 415.531 269.21 0.6511376 7 SPF Stud 1 1.5 ' 3.5 12 1 91 30 9: 170011 8.461¢ 0.91151 1 2091.8..,_ I 1.60_1....1 00 1.1.,."T1.05 1.{5 4 675 425 725 1.200 0004 1,36611- 531-1 781.25 378.09 7.52 0.618 SPF Stud ' 1.5 f 3.5 � 12 8.25 26.3' 9601 8.134 0.9970-} 2789.8 -, 1 60 too _1.1 ;1.05_1.151 675_4_425 , 725 111,,200 0001 1,3661 5311_76125, 376.091 328.301 214.28,. 0 65'445.64! 0.518 --- _ J_ I 160 1.100 1.1 105 1151675 425 725.1,200,000 1,366 531761.25' 449.95. 376.35' 243.811 065365.3.7 0577 SPF Stud I 1.5 3.5 1 12 1 825 28.31 1405 8.13 0 9952 2789.1 7- 1 60 1_1 00 f 1.1 1 1.05 1.151 675 425 725-H, ,200 000 13661 531 761 25 449,95- 376.95 267.62 0.71'271 SPF Stud 1,5 3.5 8 8.251 2811 2320E 8.13 0 9958 4163 6 I 1 60 } 1 00 1 1 105 1 15 t 675 425 725 1,200 000 1:366T_ 531' 761 25 49.96 376.35 294 60 0.78 180:691 1 - 1 -- I } 3 0490 5.5 16 __9 } A- 1 i ! � 4 I I 1_ 9. 0.383 H-F#2 1.5 I 5 5 16�}7.70831 16 8 31321 9.71' 0.3909 3132.4 1 1.60 1-"1 00 1.3 '1,10 1.15 I"850 -405 1300 1,300,000i 2,033 5081 1430,1378.83' 969.9111 506.18H 0.5' -1- H P#2 9.5 >_ 55 1 16 1 8251 18.0:_31321__. 8.13 0.4411 r 3132.4"-�1 60-r 1:00� 1:311:10 1 15 850 405 1300 I 1:339009:-1000'0 2,033 - _ 2r 152 58 0.119 II l 405 t1 1430 1011.45' 894.50 506 18 0 63 181.23 0.176 1430 1203 70. 899.13 I { -r-- --1 �506.18 0.561 146.34' p,1pq SPF#2 1.5 5 5 18 4 7.70831 16 8 3287 9.711 0 4327 FL 3287.1 t 1.60.1..1 00 J 1 3 1.10 1.15 i...875 f 425"" 1150 1 1,400,000 2 093 536531' 0114- ._ f{{} 1tt 1484189f 940.301 I4 SPF#2 1.5 i -5.5 16_ 91 19.6T 32871 8.46) 0.6033 1 3287.1 1.60 I 1.00 1.3 1.10 1.151 875 1 425 ' 1150 L1,400,0001_2,093, 5311 12651 1089.251 806.08 531.21 0.661 181.231 0.169 SPF#2 1.5 5 5 16 I 13.251 18 0 3287 8.131{ 0.4790_ 3287.1 1 1 60 1 00 I 1 3 t 110 1.151_875 1. 425 4 1150 1 1,400 0004 2,093 531-- 1265,1296.30` 884.691 531.23! 0 601 146.34! 0.118 -... I {.. ... t '"'4444 1 f -4 3 SPF Sud i 1B , 3 5 1 16 f 14.571 50 0 701 8.46 0 9957 t 2091.8 r 1.60 :1 00 1 1.1T1.05 1 15' 675 1 425 1 725 1 1,200,0001 1 3661- 5311 761.251 144.26 138 1411 17.781 O134#gq#pq 0.979j I _ SPF#2 1B 1 5.5 16 1 19' 41.5' 6601 9.711 0.9941 f 3287.1 1 1.60 1.00 t 1.3 1-1.10(I 1.15+ 875 4 425 1150 1 1,400,0001-2,093 531 -12651 244.40 233.64- 106.671 0 461 927.02 0.786 H-F#2 1 1.5 1 5.5 16 191 41.5 600T 9.711 0.9921 1 3132.4 1 1.60 ) 1.00 1 1.3 1 1.10 I 1.152,033, I 850 ' 405� 1300)1,300,0001 506 1430�226.94i 219.021 96.97,--�0.441 927.02] 0.796 Page 1 D+L+W+,5S CT#14189-Betahny Creek Falls 1 I :LOAD CASE 12-14 - -- ' ( ) 1 (BASED ON ANSI/AF&PA NDS-1997 ISEE SECTION: , 2.3.1 22.1 I 2.3.7 .13.7.1_ I 3.7.1 Ke 1.0 Desi n Buckling Factor -"---'------�--- ---- --- )-- j_ L- ? D+L+W+Sl2 - rt _ __ --"'- -� �--- ' T--- - -L----- c 1 0.80(Constant)> 1Secbon 3.7.1.5 --- - 11 - _-_- ;1-1997- KcE 0.30(Constant) Section 3.7.1.5 - - } 1 - , - +- Cr -- ---- „_.Cb 1 ..., }(Vanes)...,_, ?fiction 2.3.10 --I I - Bantling!Comp Size l Size Re ) ,.,.. Cf(Fb) Cdf(Fc)j _ 1997 NDSI 11 1 I:., } -- -- I P'_ 1.Cf Fb Cb _I Cd(Fc E 3 7 1 i 1 I ...-..i. 11 11. I NDS 3 9.21 Max Wall duration duratio lfactor factor use 1111....... 1111. 1111. 1111.j Stud Grade Width Depth Scing Height Le/d Vert.Load Hor.Load -1.0 Load(a�Plat d Cd Fb�Cd Fc Cf Cf CrFb +Fc Fc Fb' Fc a Fc- Fce F'c isfc/F c I }b -a }b/ ( �. _pew .. .__i. 1 ...e.. � 1 I in. in. In 1 ft. I .,,.plf psf If �- L _.. Y ��" 1111..11 P 41..1 (.1)....(Fc) ...1001 I psi. Psi . 1.....001psi3psi {1-_psi p5 1 psi 2 2psi 78..._..1... 8psi7 Fb 1 fc0 59 H-F Stud I 15 1 35 16 7.70831 264: ..,...10851 ,. .9.711 09962...I 19934.....1 160 ,..._115 } 1.1 ;.105 1151._.675 I 405 600 11,200000 ,36 pal 966�575.42 441.22 278.10, 0.630 7 {--��� ) H-F Stud 1 1 5 3.5 .{...��_.16 9 191 30.91- 170 8.46, 0.9986 91 3021 7651 8.46, 02986 L 19914 1997.4 1_ 1.60 120 1 1.15_4 1 1.1 11 051 1.15-_875 1 405 800 11,20,0001 1,366 061-...._ 966 37829'. 340.90 194 29 0.57 447.52; 0.674 H-F Stud � 1.5 3.5 16 ' 8.251 28.3 9851 8.131 0.9963 !1 1993.4 1 1.60 I 1.15 1.1 11.05__1.151 675 675 ) 405 405 - 800 i 1,200,000 1,3661 5061 9661 44925 395.22 250.16' 0631361.37 0.596 H-F Stud 1 1.5 3.5 12 1 8.25( 28 3 1445 8.13 0.9950_I 2657.8 _1 120_1 1 15 1 1 1 05 1.15 1 675 I 405 1.800 1 7 200800 000; 1 366 5081 9661 449.95 395.22' 275.16 0.63(271.07 0.511 H F Stud 1 5 1 3 5 8 8 251 28.3 _ 23901 8.13 0 9960 3986.7 1 60 ;1.151_. 1 1 .1,05 1 1 15 F 675 405 800 1 1,200,0521 1 3661 506(1 9661 449.95 395.224 303.491 0.77 180.69 ---271.031 0.506 _.. ..._ _1111.. 506 _ 6 _.. .._1111. �.. .I 1111. 1111 . { tt _ C SSPF Stud 1:1 12 PF Stud 1 12 1 3 5 1 16 7.70831_26.41 10801 9.711 0.9935 II 2091.8 1.6u I 1.15 1 1.1 1 1 05 1 1.151-675 1 425.1_7215-'11,200,001 1 3661 5311 875 4381 515.42 431.52 274 291 0.64 376.78'1. 0.589 SPF Stud 1 1.5 1 3.5 3.5 1 16 I 91 30.9, 77601 8.4 91 30.9: 7601 61 0 9988..,.1 2091.8...,.I 120 1 1.15 1 1.1 1 1.05 I{1.15 1 675 4251 725 1,20 00 1,3661 531 875.4381 _378.09' 336.17'-193.02 0.57 447.52 0.669 SPF 1 1 _ 1. 9 I 6 0.9944 2789.1 1.60 1.15 1.1 1 115 I 1.151 675 425 725 11,200,000, 1 3661 5311 875 4381 378_091 336_171 217 141 0 65 335.64 0.577 SPF Stud 1.5 I 3.5 16 1 8.25, 28.3 975 8.13 0.9952 � ------ ----- .ti � 2091.6 � 1.60 �_1.15 � 1.1 ,'1_05 1.151 675 �425 _725+1,20,000 1,366 537:875.438449.9-T 388.13; 247.62 0.64-}L 361.371----0.5 SPF Stud : 1.5 3 5 1 12 1 8 251 28 3 1430 8.13 0 9952 2789.1 7 1 60 I.1.15 J 1 1 7 05 11 15 675 1 425 725-0,200,001 1,366 5311 875.438 449.95 388.13 2723810 I +---- 03 ... 11111 SPF Stud 1.5 1 3.5 I 8 8 251 28.31 23601 8.14 0 9922 j 4183.6 I 120 1 1.15 1.1 1.05:1 151 675 1 425 _725 )1.200 0001 1,366, 5311_875.431 449.951 388.13.1. 299 68 0 77 180.69 0.396 H-F#2 12 I 5 5 1 16. 1 7.708311 16.81 3132 9.71 0 3593 } 3132.4 F 1E0 1 1.15 I 12 .1.10-11.15 11-850 4 405_-1 1300.11,30 000 2,03 33 506 1644.1378.83 1031.581 50.18 0.491 1152 1 0,119 H-F#2 12 5.5 _16 91 19 6 _3132 8.461 05437 1 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 ) 405 1300 1 1,300 0011 2,033} 06 1644 5L1011.45. 837.57' 506.181_0 6018123 0.178 H F#2 I 1.5 5 5 16 8 25'-18 0 3132' 8.13 0 4100 3132 4 1 1 60 r 1.151 1.371.10 1 15 I 850 1 405 1 1300 1,300,0001 2,033 5061 1644.51 1203.70.: 946.77 506.18 0.53:146.34_ 0.124 i_......_. - __ 1 _- - SPF#2 1 1.5 5.5 4 16 J 7.7083; 16 8 ._._ 3287 9.71 0.3872 3287.1 L 1.0 1 1.15 1 12 1.10 1.15 875 1 425 1150 1,40,000 2,093 5311t 1454.751{1484.891015.45 115-- -__ 1J 1 531.23! 0.62182.53 0.11431 6 8.46 0.5595 3287.1 1.60 1.15 1 1.3 11.10 1.151 875 1 425 ' 1150 1,400,000 2,093 53117454.7511089.251 850.16 531.23 [ -`- SPF#2 11.51__-5.5 1. 16 .� 9t19.6_ 3287!_ 8A61 15595 SPF#2 1.5 5 5 1 16 1 8 251 18 01 3287 8.131 0 4342 1 3287.1 1 60 1 1.15 I 1 3_ 1.10 1 1 15 I 875 425 1150 L7 400 0001 2,_093 _ 5311 1454 75 1296.30 945 381 531.231 0 561 14634 0.1118 1- _._ _ .1 1111_ .. _ __ f 1 t Y SPF Stud 1 5...1. 3 5 16 L } __ _.t _ ._._ - 1 t -- 14 57 0 0 70 8 46 0.9955 2091 8 1 60 1 1.151 1 1 ti-05 1 151 675 425 725 1 1,200,002 1 366 5311 875 4381 144.26 139 02f 17.78 0 13.#######; 0979 1111 ... 11111 ... 1111 SPF#2 j 1.5 1 5.5 16 1 191 41.5' _ 6601 9.71; 0 9914 ' 3287.1 , 1.60 ' 1.15 f 1.3!1.10 Itt 1.15 875 1 425 1150 1,40 0001 2,093 5311 1454.751-244.401 235221 106.67 0 451 927.02; 0.786 H-F#2 1 1.5 1 5.5 16 , 191 41.6 6001 9.711 0.9901 l 3132.4 1 1.60 1.15 1.3 1.10!1.151 850 405 , 1300 1 1,300,0001 2,033, 06, 1644.51 226.941 220.141 96.97, 1441 927221- 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls _ 1LOAD CASE _i (12.15) 1 I(BASED ON ANSI/AFBPA NDS-1997) 4 ISEE SECTION: 1 2.3.1_L2.3.1 2.3.1_I 3.7.1 '�1 3.7.1 1 __L__ _ 1 - g I- !!2 +I. I r 1 T Ke 1.00 Dasl n Buckling Factor 1 _D+L+g+W_l2 - �i c i 080(Constant)> 1Section 3.7.1.5 T -r i - I -- - Cr ...... I ..... ....... ...._ t .._ F I 1997 NDS .._ ....t.. KcE 0 30(Constant)> Section 3.7.1.54 -I 1Cf Fb Ct c -1-- Cb ,(Nadas) > ISecson 2.3 10 ..,,. t ,.,,,.., Bending Comp. Size;Size Rept 1 _,_._ Cd(F6)1 CU 'Cd(Fc) Eq 3.7-1 ............. NDS 19.21 Max Wall pIduration duration factor factor use Stud Grade Wldth Death Soaaung Height1Le/d .Ven.Loadl Hor.Load_I <=1.0LLoad( PIaterCd(Fb)[Cd(Fcy, Cf! Cf Cr!Fb_ iFc perp Fc}_E J Fb' ..'F��'1....Fc• }I--Fce...I Pc 1.. fc 1fcFc t. 11 fW..,..... 1 in. In in.1 ft. pit psf....._. ............... .plf...._- 1.......__..-1(Fb).:(Fc( psi 1 psi ...._psi ......psi... psi--111 psi .._psi 1 psi psi psi .psi Fb'1 1-fc/Fce H-F Stud i 1.5f 3 5 16 1 7T0831 26.41 13351 4.8551 0.9935 1993.4 1 1.60 I 1.15 1.1 1.05 1.15 675 1 405 800 1 1,200,000 1,366' 506, 966 515.42 441.221 339 051 0 7711 188391 0.403 H-F Stud ' 1.5 I 3.5 16 4 91 30.9 970 4.234 0.9923 4_ 1993.4 1.60 1 1.15 1 1.1 1 1.05 1 1.154 675 1 405 f 800 11.200.000 1,200,000 1,3661 5064 966 378.09, 340.90 246 35 0.72„223.761_ ( 0.470 H-F Stud 1.5 3.5 12 9I 30.9 13801 4.231 0.9976 ' 2657.8. 1 1.60 1.15 1.1 ;1.05 1 1.15 675 405 800 1,200,00011,3685061 966 378.09 340.901 262.86 0 77 167.821 0.403 H-F Stud 1.5 , 3.5 16 1 8.25' 283 1195 4065 09960 1993.4 .4- 1.60 160 11.15 1.1 41.05 1.151 675 ) 405 800 1,200001,388506}--- 966} 449.95 39522' 303.49} 077f 180.691 0.406 H-F Stud 1 1B , 3.5 12 8.25( 28,3 1680 4.0651 0 9990 2657.8 1 160 1 1.15 1.1 1.05 4 1.1511 675 1 405 lj H-F Stud 1 1.5 1 3.5 .8. 8 251. 1- r-1.601 -1 800 1 200,000' 1,366 5064 _981 449 95 395 221 330 4011.0 86 135.511 0.343 28 3 2665 4065 0 9999 I 3986 7 1.15 1 1 �1 OS 1.15F 675 f 405 800 i 1 200,00)0 1,386 56 9661 449 95 395 22� 338 41 0 86( 90 34' 0 267 SPF Stud 1B 1 3.5 16 7.7083 26.41 _1315i 4.8551 0,9907 f 2091.8 ± 1.60 1 1.15 1 1 1 1 1.05 1 15. 675 1 425 _725 111,200,000 1,3661 5311-}t 875.4381515.422 431 521 333 971 0.774 188.39 0.392 SPF Stud 1 1.5 1 35 .16 i 94 309 9651 4.231 09970 j 20918 ' 160 1 1.15 11 1.05 1151 675 I 425 725 1200,000 1366 531 875.438 378.09 336171 245.08 073 223.76 0.466 I} : k SPF Stud i 1.5 3.5 12 94_30.9 1370 4.23 0.9990 t 2789.1 1.60 r 1.15 I 1.1 1_05�1.151 675 425 I 725 i 1,200,000' 1,366 531�875.438I 378.09 336.17 260.95_, 0.78:167.821- 0.396 SPF Stud 1.5 3.5 16 8.25, 28.31 11801 4.85 0.9922_1_ 2091.8 rt 1.60 t 1.15 1.1 1 1.05 1.15_675 42514_725,1,200,000_1,368 5311 875.4381 449.951 388.131 299.68' 0.77 180.69: 0.396 SPF Stud 1.5 1 3 5 12 8.251--2831 1660 4.06: 0.9973 2789.1 1.60 1 1.15 1 1.1. 1:05 (15 675 1 425. 725 1,200,000, 1,366 5311 875.438-449.951 388.131 316.191 0.81.135.51' 0334 SPF Stud-11 4! 1.5 3.5 ___8_ 1 8.2511 28 3 26301 4.0651 0_9969 4, 4183.6 I 1.60 4 1_15 1.1 1_05[[1.15 f__675_!_425 725 11,200,000 1,366; 5311 675.438 449.951 3881 I 333.971 0.861 90.341 0,257 H-F#2 1 1.5 5 5 16-1 7.7083F 16.81-_ 31321 4 855 0.3001 3132A ; 160 + 1.15 1 13 1.10 k1.15 1 8504 405 1300 1,300,000 2,033 506 1644.5i 1378 831 1031 581 506.164 0.491 76.29,;_ 0.059 H-F#2 1.5 I 5.5 16_4- 91 19.61 3132 423 0A544_I 3132.4 1.60 1 1.144:5 111.3 ',1.10 1.15 850 405 _1300 1,300,001:11 2,033_ 50641_1644.111014451 837.54 S8 18 �0.601 90.611_ 0.089 H F#2 T 1 5 5 5 16 I 8 25�18.01 3132 4 065 03479 r 3132 4 1 1 60 I 1 15 I 1.3 1 1.10 1 15 850 1 405 1300 1 300,000 2 0331 506 1644 11203 701 946 771-i506.18 0 53 73 171 0062 , 1 -T 1 1- - - - -- t ( - SPF#2 I 1B 1 5.5 16 1 7.7083116.81 3287 4.855_1 0.3304 1 3287.1 t 1.60 1 1.15 j 1.3 ,1.10 1.13-1 875 f 425 1 1150_1,400,0001 2,0931 5311 1454 751 1484.891 1015.451 531.23 0.521 76.291 0.057 SPF#2 1.5 5.5 16 91 19.64 32874 4.23 0.4750 3287.1 1.60 1.15 13 1.10 1.151 875 1 425 1150 1,400,000 2,0931_ 531;1454 751 1089.251 850.16_ 531.23 0 62 90S11 0085 SPF#2 1.5 5.5 16 1 8.25f 18 6' 3287+ 4.0651 0 3750__I 3287_.1 ' 1 60_{ 1_.15 1 1 3 1.10.1 15 1 875 1 425 1150 1 1 400,0001_2,0931 5311 1454 751 1296.30. 945.381 531 231_0.56L 73.17 0.059 • +-- -_-I 1 t _ - SPF Stud 1 1.5 iI 3.5 16 1 14.5711 50.01442551 4.234 0.9959 2091 8 t 1 60 1 1.15 1 1.1 1 05 1.15 1 675 I 425 725 I 1,200,000.1 1,36131- 531 875.4381 144.261 139.021 64.76i 0.47.58 433 0 779 SPF#2 1 1.5 }1 5.5 16 4 191 41 5 9351 4.855; 0.9925 1_ 3287.1 I, 1.60 ( 1.15 1 1.3 41.05 1.10 1,15 1 875 J 425 4 1150411,400,00011,400,0001 2,093 531 1454.751 244.40 235.3211- 151.111 0.644 463.511-_ 0.580 1 H-F#2 1.5 I 5.5 16 191 41.51 B65T 4.855) 09970 1 3132.4 1.60 1.15 1.3 1 1.10,1.15 I 850 j 405 1300 11,300,0001 2,03 506 1644.5 226.941 220.14, 139.801 0.641 463.51; 0.594 Page 1 D+L+S+.7E CT#14169.-Betahny Creak Falls (LOAD CASE D(122.16 1 N --_A ^_7 !SEE SECTION: 1 2.3.1 2.3.1 A 2.3.1 1 3.7.1 1 3.7.1 j ( ) (BASED ON ANSI/AFBPA NDS 199 1 Ke 1 OOIDesl�n Buckling Factor ++ +Eli 4 - -� _ _ T - 1 ',- 1 -r- 4 -- }1___ ".- --- .. c 0.60+(Constant)> .Section 3.71 - _ „,. _ 1 t .,, ...... _ f Cr rt -- - +- - 1 -- KcE 0.301(Constantl> Section 3.7.1.54 - _-1 1 4 tI __ T I Cf(Fb) ,Cf(Fc)1 1997 NDS( Section 2.9 10 ! -- -'- I Cb I. ..,.f(Vades) ,,,. .,.. I ,..,,. __._. 1- _Bending{Comp 1 Size 1 Slze Rep. ! ..,,.._ Cd(Fb) Cb Cd(Fc); Eq 371 .,.. 1 NDS 3 9.21 Max Wall I duration duration factorlfactor use ....I. i .._t ..... 1 • 'n:...... a ...!n: ft 1 L 1 I- _... �._. _Stud G_rade Width I Depth S�cm Height fLe/d�Vert Load Hor Load < 1 0 ;Load Plat Cd(Fb)ICd(F¢) Cf 1 Cf Cr Fb 4Fpery; Fc_ E + Fb' F�erp', Fc I Fce ! F c i fck/Fc I Po fb/ 1 ...._I pff... psf ......i. plf I(Fb)1(Fc)� .._psi� psi.._.i_...psi psi si......... T ...., . p I .psi ......_P.s1 15i2F 4412 35l psi Fb(1 fGF335 H F Stud 1 1.5 3A 16 7.70831. 26 4 ,1415 .3.571 0.9983 .i 1993.4.....4.i 1.60 � 1.15 1 1.1 1.05 1.15 675 405 i 800 1,200,000 1161, 506 9661 515.42 441.22 359 37 0 81 138.531 0.335 H-F Stud i 1 5 1 15 16 .491 30.94 10101 3.57 0.9960 1 1993.4 k 160 1 1.15 j 1.1 (1.051 1.151 675 405 1 800 1,201000 1166 506 9661 378.09 340.901 258.51 0 751 188.85k 0 430 H-F Stud I 1.5 ' 3.5 12 91 30.91 1420 3.571 0.9937 I 2657.8 ; 1.60 1.15 1.1 1.051 1.15, 675 I 405 1 800 1,200,000 1,366 506 966 378.091 340.901 270.48 0.791 141.63i 0.364 H-F Stud ; 1.5 I 3.5 16 1 8.251_ 28.311 1225 3.571 0 9961 I 1993 4 I 1.60 1 1.15 I 1 1 !1.05 1.15 675 I 405 1,..,800 1,201000 1,3661 506' 9661 449.951 395.221 311.11 0.79'158.68! 0.378 H F Stud 1 11 1 3 5 12 1 8.251_28.3 1710 3.57 0 9947 2657.8 1 1.60 1.15 t 1.1 1 1.05 1.15_4 675_14 405 ; 800 1 201000• 1 3661 506 966 449.95 395.221_325.71 0 82 119.011 0.315 H F Stud 1.5 1 3.5 { 8 8.251 28,3; 2700 3 571 09966 1 3986 7 1 60 1 1.15-1 141 11-1 05 1 15 675 1 405 1 800 1 201000! 1,366! 506 9661 449.951 395.221 342.86 0.871 79.34 0.244 i 1 SPF Stud 11 1 3 5 16 7 70831 264 1395 3.57 0 9984 J 20911 1.60 1_1.15 f 1.1 1.051 1.151 675 425 1 725 1 2010001 11661 5311875.438! 515.42 431.5i 354 29 014138.53i 0.324 SPF Stud 1 5 , 3 5 16 11. 30.91 10001 3.57 0.9918 1 2091.8 1 60 1.15 , 1 1 x,1,05 1.15 .675 I 425 725 1,200,000 1,366.1. 531 875,438 378.091 338.171 253.97 0.711 851 0.421 SPF Stud 1 15 3.5 12 I 9 __30.911 14101 3.57 09962 ,,i, 278911 II�- -Y � I 1 60 1.15 1.1 �1_OS 1 15, 675 I 425 7251,200,000 1 368E 531 875.438! 378.091 336.17 268 57 0 80+141 63 0 358 SPF Stud 1 1.5 1 3.5 16 Y1 8.251 28.3 1210 3.574 0 9932 1 2091.8 I 1.60 1 1.15 1 1.1 1 1.05,1.1511 675 425-1 725 1,200,000 1,366' 531 875.4381 449.95 388.131 307.30 0.7997 158.681 0.366 SPF Stud 1, 15....1 3.5 1 _12 1 8.25 1 28 31 ..._.16901 357. 09940 1. 2789.1 "T 160 1_15 1 1.1 T'1.05 I 1.111 .675 r 425..,1„_.725 1 2010001 1,3661 531 875.438 44911 388.1311 32110 0 831 119.01T- -_-0.306 SPF Stud 1.5 1 3.5 I 8 8.251 28.31 2670 3.57 0 9987 I 4183.6 1 110 t 1.15 r 1 1 1.05!1 15: 675 4 425 1 725 1,200,001 1,3661 531,875.4381 449.951 388.131 339.05 0 871 79341 0.236 - --- •--- H F#2 1 1.5 1 5.5 16_7 70831 16.81 .3132 3:571 0.2844 i 3132.4 TI. 1.60 I 1:154 1.3 i 1.10 1.15 850 1 405 1300 1,300,001 2,033 506 1644.51 831 1031.58 506.18 0.491 56.101 0.044 H F 62 1 1.5 1 5,5 16 9 1961 3132. 3.57 0_4405 1 3132.4 ' 110 ; 1.15 11.341.10 1.111 850 405 1300 1,3010114 2.0331_ 5064_1644.5j 101145 837.57; 508.18 0.601_76.47_1 0_075 H F#2 1 5 i 5 5 16 1 8 25 18 0 3132 3.57_41_0.3404 3132 4 1 1 60 1.151 1.3 1 1.10 1.15 850 405 1300 1,300,000, 2,0331 5061 1644.51 1203.70 946.771 506.18 0.53 64.26 0.055 ____ 1_ I __� ___ _� , I 1 t- SPF#2 F J .... 5 1. .... I 1.5 5.5 I 16 J 7.70831 16.81 3287 3 57 0.3154 y 3287.1 1 1 80 1.15 11.3 11 10 f 1.151 875 I 425 1150 1,400,000! 2,0931 53111454 751 1484 891 1015A51_ 531 23 0.521 56 104 0.042 SPF#2 15 5.5 1 16 9 19.61 3287 3.57 0.4618 1 3287.1 1 160 1 1.15 11.3 11.1011.151 875 1 425 1 1150 1,400,0001 2,0931_ 5311454.751 1089.2511 850.161 531.23 0.621 76.471 0.071 SPF#2 11 1 5 5 __16 I 8.21__18 0! 3287 3.51 0.3678 1 3287.1 1 1.60 1 1.15 1 1 3 1 1.10 1 1.151 875 1 425 1150 1 400,0001 2,093` 531 1454 751 1296 301 945.381 531.231 0 56 64 26 0.052 -1 IF -- __-1- i _ + _� j _ __ J _1 J- i i . w_ SPF Stud 11 1 3.5 .16 1 14 57F 5011_ 285 3.571.. 0 9981 2091.8 1 110 t 1.15 1 1.1 1-.,..1.051 1.151 675 1 425, 725 I 1,200,0001 1 3661 531 875.4381 144.261 139121 72.38 0 521 494.931 0.727 SPF#2 J 1.5 1 5.5 t 16 I 19 4111- 10201 3.57 0.9910 1 3287.1 11 1.60- 1 15 1 1 3 11.101 1 151 875 I 425 1150 1,400,0001 2,0991 531 1454 75 244.401 235.32 164.85 0.701 340.831 0.500 H-F#2 1 1.5 1 5.5 f 16 1 19141.51- 9451 3.5710.9939 1 3132.4 , 1.60 1 1.15 1 13 11,1011.151 850 1 405 1300 1,300,0001 2,0331 506 1644.51 226.941 220.141 152.73, 0.691340.831 0.513 Page 1 180 Nickerson St. ii ENGINEERING Suite 302 Seattle,WA 09 Proiece 1 ° .�-... -- Rate: 785-4532 Client; FAX: Page Number (206)2864618 a ► ( (500 v.,.. 0,04 _0.... . .....w. . 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' . , ._, ... c e .ee_ 4-,3.6 4- 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) SDI= 0.46 X = 075'ASCE 7-05(Table 12.8-2) R= 6.5 Ct_ 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.45 k = 1 ASCE 7-05(Section 12.8.3) T1,_ 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(RITE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(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 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x= DIAPHR. Story Elevation Height AREA DL w. w; */ ,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 8.00 100 00 10.00 360 .028, 38.08 380.8 0.45 2.35 525 1st(base) 10.00 ).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,*wwpx 0.4*SDs*IE*wp 0.2.0 DS*TE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. Fp, 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 S-S2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00;, 30.og ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - _- Building Width= 26.056.0;ft. V seo.cea= 1:,0i.,....... ....i 120 mph Fig. 26.5-1A thru C V asd.ult. WindWind Speed 33 sec.Gus_, ��93mph Figure 1609(EQ 16-33) Exposure= B B iw= 1.0 1.0I N/A N/A Roof Type='' Gable Gable Ps3o A= 28,6: 28,6,psf Figure 28.6-1 Ps3o B= 4.6 4.8'psf Figure 28.6-1 Ps3o c= 20.?'' 20.7 psf Figure 28.6-1 PB30 D= 4.7 4.7psf Figure 28.6-1 N= 1.00'` 1.00' Figure 28.6-1 Ka= 1.00 1,001 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) A*Kz,*I : 1 1 Ps=X*Kzt*I*peso= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand Caverage= 24.7 24.7 psf (LRFD) Pseand oaverage= 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 Ar= 650 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 klps(LRFD) klps(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(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 10.40 1040 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(n-s)= 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(NS) V(NS) 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(ns). 10.40 V(e-w)= 18.47 V(ns). 8.06 V(e-w)= 14.30 kips(LRFD) klps(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F=or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.="0,625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 _ 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. 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 eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM p 7M Unet U.., OTM RoTM Unet Usum Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plO "0 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left l 596 39.6 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 '. ,0.0 0.0 1.00" 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0- 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _- 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 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 D "1.00 , 0.00'- 0.00 0.00 0.00 0.00 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 1.120 0.00 0.00 001.12 20.62 63.28 _11.116 -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 0.0 0 0 1.00.:0.00 0.00 0.00 0.00 0.00 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 X1.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ___ 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 0.00 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 0,0 '"0.0 1.00. 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -. - 0 "' 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0._. __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '"1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 ,.1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0" 0,0 1.00 "-0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `.0.0 0.0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0,0" 1,00" 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 .__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' D.O." oto ' 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R U U OTM R U U U (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Plf) (plf) (kip-ft) (kip-ft) (kip ) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD 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 "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, right1"* 585-- 37.5 -37,5 0.96 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. rlght5 0; 0.0 .0.0: 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O.o 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1.00. 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ,0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 "0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 OM . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ''4.0 = 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwl,,d 8.06 EVE0 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Lint Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 "0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left-2' 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3**" ' 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 - 0,0 - 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ..1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00. 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - _ 0, 0 0 - 0.0 1,00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595;:_137 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.;-100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00` 0.00 0.00 0.00 0.00 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 .l 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 E Vwind 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= '3.5SDPWS 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 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 LD1 eft C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rowe Unet Ueurn OTM ROTM Unet Usurn Ueum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23,0 23,0: 0.77 0.151 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' 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 0A0' 0.00 0.00 0.00 0.00 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 0.001 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. 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, ri0ht5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 0.0 0A. ,1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 OAO 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 OM 1.00. 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 -' 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 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 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVw;s 8.06 EllEo5.25 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) g 1 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 1-D1 eff. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8,5 17.0 1.00 0.15' 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 0 0.0 -0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0, 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 :,`1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ••• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 + 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '"0.0 ..1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 595 26=0 26.0 -1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 0 0.0 0.0 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ° 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0.0 , 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 ;_1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 _:0.00_ 0.00 0.00 0.00 0.00 1.00 0.00 0 --• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 =,0A 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0..: 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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= 3.5I SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind EM V i= 14.30 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 ON. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rum Unet Us= OTM RorM Un8t Ueum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV*I 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 1.000.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1..00 ,0.00 0.00 0.00 0.00 0.00 1.00 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 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 100 "0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 = 0 0.0 - 0.0 "1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 Rear KitiGar 980 8.3 "18.0 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 Q 0.0 0.0 "1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 " 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1.00: 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 , 0.0. 0.0 1,00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ":0 0 ;:.100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 "100; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 ".1.00 0.00' 0.00 0.00 0.00 0.00 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 EV..ind 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!ASTIR* Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds • _______ v hdr eq= 85.3 pff 0. •H head= A v hdr w= 237.1 Of 1.083 'v Fdragl eq= 363 F2 eq= 363 • Fdragl w= '18 F2 -- 1008 H pier= v1 eq= 170.6 pff v3 eq= 170.6 pff P6 E.Q. 5.0 " v1 w= 474.1 pff v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= : F4 e.- 363 feet • Fdrag3 w=1008 F4 w=1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 ' ' EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 It. • (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 Hpier/L1= 1.18 Hpier/L3= 1.18 L total= 17.0 feet JOB#:CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ,r ID:Front Lower UV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0', pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds ► v hdr eq= 134.7 pff ► A H head= A v hdr w= 368.8 pff 1.083 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 9.083 Fdrag3 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 Of P4 feet OTM 20800 56950 R OTM 10747 13005 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 0. Hpier/L1= 1.82 _ Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14189:Plan 2610 ID:Rear Upper 13R23' Roof Level w d1= 154: of 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 p# •H1 head= v hdr= 155.0 plf H5 head= 1 €.'Y 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 Fdra•%w=72.7 I A H1 pier= v1 eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4,0 of w= 251.9 pB v3 w= 251.9 plf v5 w= 251.9 4,0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .1 Fdra•,_- 191.7 feet n Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdrag8e• 26.1 y P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 n 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 y Up above 0 0 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 ► 04 04 04 ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet ............................... Hpier/L5= 2.67 'i _0,9©I'.Lreduction