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r4S77, o 3 r s cti see&e,./ 3u027 CT ENGINEERING Structural Engineers 180 Nickerson StreetSuit302 Seattle, INC f 06545i; ) 2 ;35638 (F) #15238 Structural Calculations River Terrace pRol Plan 2610 (-5`2 C •, 60 Elevation B 4 Tigard, OR 4REG011, c,) ‘1117;PeS T2'G\0<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 E N G I N E ERI NG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"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 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE r M .HDR GABLE END ITRUSS MIN.HDR I r r C._ Rx3.bl RB.b2 e r `1 I re ii''i M�' al". 1 = ROOF TRUSSES AT 24" O.C. TYP. v-11 • Z I ADD DIAGONAL MI TO TRUSS CONFIG I SO THAT ATTIC S DOES NOT ALLOW 24"Wx42"H AREA rt f TWO OR MORE AL A=I 4 cc 2011 ORSC - R3( 122"x30' I I a N.} ATTC ACCESS I ' L. v iti.1 ® I ---C— �'`{Si.'?:i.: .).GT.bl O QJ 4:12 BOTTOM // 1 •\ CHORD, TYP. T i 1 I I 1 1 �, I I 1 I .\ f� I I 11 \` 1\I Y I J H I I II vv1 B (2) . . �� 1 i RB.•5 MIN.MDR GABLE END TR❑US32B.b6 L I J TOP PLATE IS +E ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE SEE SHEET A9 PLAN 26106 ROOF FRAMING PLAN FOR TOP OFWINDOWS HEIGHT. 1/4"=1'-0" AMERICAN MODERN `CS16 CS16 f Li r r ( I N I , w I� w n I N o i (7) f (40 2 _ I- 1— Z WASHER! DRYER EL O rl 0,) . MST37 MST37/ 4 PLAN 26106 UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN D3 E ,i;STHD14 P3 I -I imminumanis1 GABLE END TRUSS B.bl 4x HDR 4X12 HDR a MANUFACITURED ROOF TRUSSES AT 24" O.C. T u a r______ >_ r22"z30.1 p ATTIC 1 1- ACCESS accEss I ' 1 L__J a 8 _. P4 SI. a 0 /CS18 `2P3 CS16\ f/ \-- STHD14 00 B.b2 3.5X14 BIG BEAM P4 -1 w STHD14 I STHD14 42? I I a (/) I C p —i -ice 1 � - -O-C), IS c F....1 :E 0___ • 1 —,0i _ ...., :_iz _____. c, (.,,, p3, a co o t-�. J �— XT_> xr = _ ni o. I DC N �u ~ S VSx-' e _ A F- N r\A f lRj. • lri POST I LVL FB 1ctl FZ- 1 IY ii- f co I 0,'I�� I IZ co!I1A T7-- i9 Xyl w I I — --�, STAIR" I /n\ \FRAMINGI/: j I (10 \ i a co N o'�IIA I 1 ff —I \\ i w J U w Ni .i ICA a I. C ''\ / E J Z o LU Xwftti- J=.0 „I n I I of Q 2 22 a ^I I A 14" FLOOR TRUSSES ® 19.2" ac.> . o ' I\ I i m Q < w �� 6.-P I / \k I �iI A I rr- 1T8 1t.� X994 j li w • I I � I! J J o GT ABOVE I — I --- '1 ,I —I _ - I w w Xo:: H lc, J GT ABOVE i= CY vN � O w C L Air FIXTURES J ra_ ra 1'.4.ABOVE 0- r1 1 I(j� 1 0 2)2X8 HDR �C 'd Ix e- I=Ec,I p -�- © n.by s ,.1 r•i , ��xX J 2x ROOF / 1 CO FRAMING 111 i( �— —1 i w M 3J, I ° II t- W `_ L IL — f 1 z O =o �H - L L'r7rX1z B1 _It _]r X= 6A , ^ rm c' B.b12 B.p12 B.b12 LEDGER W N FT emrr' Bail=HDR D GT ABOVE N 7 I T fk8 (2)2X81 (2)2Xi )2X811 H HDR WR ` /.7:.. Z RIM BOARD �,� ( ID2 -IDR / ® STHD14 p,"HD1� Q c WV 8 2P3 1 4Xt4 HDR .i7G11.J: : \ r_________a.b2o s .... '.C4 T.I L i .'±8'.2;23':::':.:'::::•::V:•. 4X4{min.) 4X4(min.) 4X4(min.) POST 17 18 POST POST All All 3 P32" , 16'-3" 1-10y f,I ' ..•;STHD14 0 11 a—♦ rzr�=---+ - E 31/2' CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL b ® OVER COMPACTED FILL N VERIFY GARAGE SLAB HEIGHT gg `o WITH GRADING PLAN 1 ID -16" • ao 311' CONC. 49 PATIO SLAB -14" o e 0 SLOPE _ 2"DNI p�3 o , s'-3" 1 "� 1' 91 \I'— " STHD148-13/2" 0 4'-0" 7-23/2 ito a VARIES : MIN. --'---------- _ -3" FROM TOP OF h , I I M WALL o a I 1 �THD1 P- '® 1'� I J_L ,L____J I2-12Y4"� Fr � L_ T / 1L,' 11iii_ N I FI I l 7. 1 .- Q; Zi f-1 ♦ ,, 1 I 1 I 1 I FURNACE 1 S e ABOVE) ___i I 'in Li 0 I FIXTURE ABOVE—IL 10 a + 1 I J r = I rr--Ir b i- - I - i i z n F- I 1 8x34,CRAWL 0- FINISHED FLOOR In I SPACE rCCESS ,• AT +0'-0" I in rii ;i = E r,-- 1 r ----- L 11 , 1 J, LIJ I Frc.� - 'I I I 1 el Z W 30"x30"X10"FIG. ' 3'_93/9 7 -I O W/(3}#4 EA.WAY } 2.-8" j a 1 J a 2 I z I 4 Z Q o 'r F- 0 " L.5 rfi I ( i-----1- I 934"I-JOISTS AT 19.2" O.C. Q In O I L J TYPICAL 1� V 12'-D" Q 14'-0" Z n a. t 0_a 18"X18"X10"FTG. ?� O .n oo 0I`� W/(2)#4 EA.WAY !1. IL -12Y4"� X CC i u TYP.U.N.O. - vn r, i .---f I IF J L -12v41 FP _�-----__LVL_ 1.75X3_5-_-- " I -3" 1 e In ' r I �1 ,...T. 0 r I-1 L )2x4 PONY 1 j 9-0" O + __—__— LVL 1.75X9.5 --- - -- WALL - 5" Timlo 1 1.-6" I 31/2' CONC. SLAB N � � I a / I ® i SLOPE 3v4"Z r J-1-1_ Z • • ♦ ♦T Q oI — J ♦ ♦ ® u 1r-0STHD14 9'-0" C. n _29I 2b. 0. i I .n "n POSTI L rPQB_T J POST ♦ ---- I. ®f ♦ 1 I. ♦ J 1 ♦ 1 i TOP OF 8" Q 12vz" STEM WALL --?-• I NEW "di- -6V2" TOP OF SLAB I _„” 15'-10" 9,-3Y2" I 53/4" Title: Job# Dsgnr:TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610B ROOF GT reactions Timber Member Information ;ode Ref: NDS IBC GT.b1 Gr.b1 Timber Section 3.125x18 2-2x12 Beam Width in 3.125 3.000 Beam Depth in 18.000 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade las Fir,24F- Hem Fr,No.2 V4 Fb-Basic Allow psi 2,400.0 850.0 Fv-Basic Allow psi 240.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type GluLam Sawn Repetitive Status No No Center Span Data II Span ft 26.00 10.00 Dead Load #/ft 30.00 150.00 Live Load #/ft 50.00 250.00 Dead Load #/ft 120.00 Live Load #/ft 200.00 Start ft 17.000 End ft 26.000 Point#1 DL lbs 750.00 LL lbs 1,250.00 @ X ft 17.000 Results Ratio= 0.6866 0.9700 Mmax @ Center in-k 315.85 60.00 @ X= ft 16.95 5.00 fb:Actual psi 1,871.7 948.1 Fb:Allowable psi 2,725.9 977.5 Bending OK Bending OK fv:Actual psi 110.6 72.5 Fv:Allowable psi 276.0 172.5 Shear OK Shear OK Reactions il @ Left End DL lbs 836.54 750.00 LL lbs 1,394.23 1,250.00 Max.DL+LL lbs 2,230.77 2,000.00 @ Right End DL lbs 1,773.46 750.00 LL lbs 2,955.77 1,250.00 Max.DL+LL lbs 4,729.23 2,000.00 Deflections Ratio OK Deflection OK II Center DL Defl in -0.386 -0.073 UDefl Ratio 808.3 1,645.4 Center LL Def I in -0.643 -0.122 UDefl Ratio 485.0 987.2 Center Total Defl in -1.029 -0.194 Location ft 13.936 5.000 UDefl Ratio 303.1 617.0 Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW 0602997 ver 5.8.o,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan2610.ecw:ROOF FRAMING Description 2610B ROOF FRAMING [Timber Member Information :ode Ref: NDS IBC R8.b1 RB.b2 RB b3 RB b4 RB b5 RB.b6 Timber Section 2-2x4 2-2x42-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 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 Fir,No.2 Hem Fr,No.2 Hem Fir No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb Basic Allowpsi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No enter Span Data Span ft 5.50 5.50 2.50 3.00 5.50 3.00 Dead Load #/ft 60.00 60.00 225.00 225.00 90.00 60.00 Live Load #/ft 100.00 100.00 375.00 375.00 150.00 100.00 Results Ratio= 0.8084 0.8084 0.6263 0.9019 0.5666 0.2405 Mmax @ Center in-k 7.26 7.26 5.62 8.10 10.89 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 1,185.3 1,185.3 918.4 1,322.4 720.0 352.7 Fb:Allowable psi 1,466.3 1,466.3 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 56.3 56.3 82.3 103.9 50.4 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 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 @ Right End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.089 -0.014 -0.029 -0.034 -0.008 L/Defl Ratio 744.5 744.5 2,114.0 1,223.4 1,926.0 4,587.6 Center LL Defl in -0.148 -0.148 -0.024 -0.049 -0.057 0.013 L/Defl Ratio 446.7 446.7 1,268.4 734.0 1,155.6 2,752.5 Center Total Defl in -0.236 -0.236 -0.038 -0.078 -0.091 -01.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 L/Defl Ratio 279.2 279.2 792.7 458.8 722.2 1,720.3 Title: Job# Dsgnr:TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:Kw-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan_2610.ecw:Floa a ng _(c)1983-2003 ENERCALC Engineering Software Description 2610B FLR FRMG 1 OF 3 Timber Member Information ;ode Ref: NDS IBC B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL1.750x14.000 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 Rr- Rosboro,Bigbeam 'Level,ISL 1.55E iLevel,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 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 X ft 8.500 Cantilever Span 111 Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 740.00 LL lbs 990.00 @ X ft 4.000 1. Results Ratio= 0.7774 0.4151 0.1358 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 163.74 20.76 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.28 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -113.28 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,432.2 363.1 759.8 428.5 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 44.7 100.1 44.9 73.3 48.5 111.6 20.8 Fv:Allowable psi Shear OK 207.0 Shear OK 345.0 310.0 180.0 300.0 310.0 Shear OK 356.5 Shear OK Shear OK Shear OK Shear OK Reactions 111 @ Left End DL lbs 495.00 1,532.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,932.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,408.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 3,204.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 6,612.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 [ eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Center DL Defl in -0.151 0.252 -0.003 -0.023 -0.0040.147 -0.006 UDefl Ratio 1,314.8 953.1 13,970.1 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.005 -0.062 0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 10,442.3 1,745.3 4,254.30 521.4 6,733.4 Center Total Defl in -0.402 -0.538 -0.008 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.760 2.000 4.500 1.750 8.500 4.250 UDefI Ratio 493.1 446.5 5,975.7 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.094 Cantilever LL Def I in 0.026 Total Cant.DefI in 0.120 UDefl Ratio 801.8 Title: Job# Dsgnr:TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 User:3-2 0 3 ENE,Ver C En 1-Dec-2003 BeringSo 14189_Plan_2610.ecw:Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 2610B FLR FRMG 2 OF 3 Timber Member Information ;ode Ref: NDS IBC B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section -VL:1.750x14.000 2-2x8 LVL•1.750x14.000 LVL:3.500x14.000 2-2x8 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 3.500 3.000 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 7.250 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 Fr,No.2 iLevel,LSL 1.55E iLevel,LSt.1.55E Hem Fir,No.2 Hem Rr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 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 Sawn Sawn 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 190.00 160.00 160.00 225.00 250.00 Live Load #/ft 150.00 100.00 100.00 375.00 250.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Cantilever Span Span ft 5.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 200.00 Point#1 DL lbs 923.00 LL lbs 855.00 @ X ft 5.000 Results Ratio= 0.0832 0.0754 0.3140 0.5330 0.1379 0.2326 0.2615 111 Mmax @ Center in-k 11.06 2.02 47.99 0.00 4.25 7.17 8.06 @ X= ft 3.50 1.75 4.50 0.00 1.50 1.25 1.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 -162.93 0.00 0.00 0.00 fb:Actual psi 193.5 76.9 839.5 1,425.0 161.8 272.9 306.8 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 105.1 19.6 34.3 38.6 Fv:Allowable psi Shear K 310.0 SheaK 150.0 Shear 356.5 Shear OK 5 Shear OK 172.5 SheaK 172.5 SheaK 172.5 Reactions @ Left End DL lbs 98.33 52.50 922.50 -773.00 262.50 337.50 462.50 LL lbs 261.67 140.00 855.00 750.00 210.00 618.75 612.50 Max.DL+LL lbs 360.00 192.50 1,777.50 -23.00 472.50 956.25 1,075.00 @ Right End DL lbs 119.67 52.50 922.50 3,746.00 262.50 337.50 462.50 LL lbs 318.33 140.00 855.00 3,960.00 210.00 618.75 612.50 Max.DL+LL lbs 438.00 192.50 1,777.50 7,706.00 472.50 956.25 1,075.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 2 OF 3 Center DL Defl in -0.002 -0.001 -0.049 0.013 -0.003 -0.002 -0.003 UDefl Ratio 31,996.0 51,354.9 2,213.6 4,752.2 13,979.9 15,657.5 11,425.8 Center LL Defl in -0.006 -0.002 -0.045 0.012 -0.002 -0.004 -0.003 UDef I Ratio 12,030.8 19,258.1 2,388.4 5,058.5 17,474.9 8,540.5 8,627.6 Center Total Defl in -0.008 -0.003 -0.094 0.024 -0.005 -0.005 -0.006 Location ft 3.096 1.750 4.500 2.980 1.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 2,450.4 7,766.6 5,526.2 4,915.7 Cantilever DL Def I in -0.143 Cantilever LL DefI in -0.140 Total Cant.Defl in -0.283 UDef I Ratio 424.7 Title: Job# Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist II (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 3 OF 3 [timber Member Information :ode Ref: NDS IBC B.b15 B.b16 B.b17 B.b18 B.b19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 4x10 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fr- Douglas Fr- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 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 Datail Span ft 4.50 2.50 3.00 3.50 10.00 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 75.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 125.00 100.00 Dead Load #/ft 250.00 160.00 325.00 325.00 Live Load #/ft 250.00 100.00 375.00 375.00 Start ft End ft Point#1 DL lbs 836.00 LL lbs 1,394.00 @ X ft 1.250 L Results Ratio= 0.9262 0.7889 0.5474 0.7451 0.4839 0.9911 Mmax @ Center in-k 28.55 24.32 16.87 22.97 30.00 61.44 @ X= ft 2.25 1.25 1.50 1.75 5.00 8.00 fb:Actual psi 1,086.4 925.3 642.1 874.0 601.1 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 107.4 113.2 77.6 99.0 39.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [eactions 1 @ Left End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 @ Right End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKIII Center DL Defl in -0.028 -0.006 -0.007 -0.013 -0.046 -0.240 UDefl Ratio 1,959.2 5,002.7 5,150.5 3,243.5 2,626.5 801.6 Center LL Defl in -0.042 -0.010 -0.011 -0.021 -0.076 -0.399 UDefI Ratio 1,271.7 3,036.7 3,156.8 1,987.9 1,575.9 480.9 Center Total Defl in -0.070 -0.016 -0.018 -0.034 -0.122 -0.639 Location ft 2.250 1.250 1.500 1.750 5.000 8.000 UDefl Ratio 771.2 1,889.6 1,957.2 1,232.5 984.9 300.6 Title: Job# Dsgnr: TRE Date: 4:28PM, 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:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information :ode Ref: NDS IBC TYP BEAM Timber Section. 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 11 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 II @ 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 11 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 UDefl Ratio 697.8 TJI JOISTS and RAFTERS Code - Code I Code Suggest Suggest Suggest Lpick I Lpick Lick I Lpick El f Liv --- ---- - L ma- Joist b d Spa.l LL DL M max V max; L fb L fv L TL240 L LL360 L max TL deft. I LL deft. L TL360 L LL480 L max TL deft TL deft LL detl L defl. size&grade width(in.) depth(in.)�(in.) 1 (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) , ratio (in.) ratio 1 95 TJI 110 1.75 9.51 1921 40 15 2380 1220_ 140E±08 1471 2773 1523 14.80 14 71 0.66 0 48 13 31 13.45 1331 0.44 360 032_ _ __-- --- - - �-- 495 -" 9.5"TJI 110 1.75 9.5! 161 40 15 2380 1220, 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.47! 360 0.34 495 9.5"TJI 110 1.751 1 121 40 15 2380 1220: 1.40E+08 18.61 44.36 49 95 TJI 110 ?.75,_ ___9.5___96_,- 40 15____2380. 1220L 1.40E+08____?080___5545 __1989w,_ 1864 18.641. 0.85 0,62 1677 16.94 16770.56 360 0.418 495 4 9.5"TJI 110 1.75 9.51 19.21 40 101 2500 1220 1.57E+08 15.81 30.50 16.34; 15.37 15.37 0.641 0.51 14.27 13.97 13.27 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84."' '14.84 0,46 384 0.37 480 9.5"TJI 1101 1.751 9.5 12__ 40 10 2500 1220, 1.57E+08 __20 00 48 80 19 11 17.98 17.98: ____0.75 0.60 16.69 16 34 16.34 0.511..._ 384 0 41 480 9.5"TJI 110' 1.75 9.5� 9.6 40 10 2500 1220. 1.57E+08 22.36 61.00 20.58: 19.37 19.371 0.81 0.65 17.98 17.60 17 60 0.551............334 0.44 480 I 9.5"TJI 210 2.0625 9.51 19.2 40 101 3000 1330 1.87E+08 17.32 33.25 17.32: 16.30 16.30 0.681 0.54 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 I 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 E 480 9.5"TJI210 2 06251. 9.51 121 40 10 3000 13301 1.87E+08 21.91 53.20 20.261 19.061_ 19.061 0.79 0.641 17.70 17.32 17.32 0.541 384 0A3 480 9.5"TJI 210 2.06255 9.5 9.6, 40 10 3000 0 13301 1.88 7E+08 24.49 66.50 21.82. 20.55 3 20.53r 0.86 0.681 19.06 18.66 18.66 0.561- 384 0.47 480 1 9.5"TJI 2301 2.31251 9.5 19.21 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 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 206E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 ':l:16.25 0.51 384 0.41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 1330! 2.06E+08 23.081 53.20 20.92: 19.691 19.69! 0.821 0.66 18.28 17.89 17.89 0 561 _384 0.451 480. 9.5"TJI 230 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21] 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.481 480 5-- 1 --- --1 0 11.875"TJI 11p 1.755 11.88 1 751 19.21 40 10 3160 1560 2.67E+08 17.78 39.00 19.50, 18.351. 17.781,-- 0.67 0.54 17.04 16.67 16.67 0.52 384 0.421 480 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 '.1• 17112 0.55 384 0.44 'i 480 11.875"TJI 1101 1.751 11.875 121 40 10 3160 15601 2.67E+08 22.491 62.40 22.811 21.46 21.461 0.89 0.721 19.93 19.50 19.50 0.611 384 0.491 480 11.875 TJI 110 1.75 11.875 9.61 40 10 3160 1560 i 2.67E+08 25 14] 78.00 24.57: 23.12 23.121 0.96 0.77 21.46 21.01 21.01 0 661 384 0 53 480 - - -- -- 11.875"TJI 21010 2.066 255 11.8751 19.21 40 10 3795 1655]3.15E+08 19.481 41.38 20.61r 19.39 19.39" 0.811 0.651 18.00 17.62 17.62 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21690 20.61 20.61 0.86 0.69 19.13 18.72 ' 1872 0.59 384 0.47 480 11.875"TJI 210 2.0625 11 8751 121 40 10 3795 1655 3.15E+08 24.64 6620 _24.101 22:68_ _?2_68 ______0 951____•_0.76 _____21.05 20.61 20.61 0.64 384 0.52 480 - 6! : . .- 11.875"TJI 210 2.06251 11.8751 9.61 40 10 3795 1655: 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 2301 2.31251 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.28! 20.03 20.03! 0.83 0.67 18.59 18.20 18.20 0.57! 384 0.45 480 11875"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 2301 2 3125 11.875 121 40 10 4215 1655. 3.47E+08 25.97 66.20 24.89: 23.42 23.42 0.98' 0.781!!_ 21.74 21.28 21.28 0.671 384 0.53 480 2 11 9.61 10 42155 -_--___ 13.47E+08 - .__ 1.05 0.84 23.42 22.93 22.93 0.721384 0.57 480 11 875 TJI 230 2.3125 11.875 40 1655 29 03 82 75 26.81125.23 25.23 _ I 11.875"RFPI 400 2.06251 11.875, 19.21 40 10 4315 14801 3.30E+08 20.77 37.00 20.931 19.69 19.69 0.821 0.66 18.28 17.89 17.89 0.561 384 0.45 480 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 19.01 0.59 384 0.48 480 11.875"RFPI4001 2.06251 11.8751 121 40 10 43151 14801 3.30E+081 26.281 59.201 24.481 23.031 23.03, 0.96 0.77 21.38 20.93 20.93 _ .65 384 0 5211 .._480 11.875"RFPI 4001 2.06251 11.8751 .61 401 _0 10 43151 14801 3.30E+081 29.38 74.001 26.371 24.811 24.811 1.03 0.83 23.03 22.54 22.54 0.701 384} 0.56( 480 Page 1 D+L+S CTP 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA ND5-1997) 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 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Loa o=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 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 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 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 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854_ 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 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 16.8 3132 0.2408 3132.4 ' 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 -1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 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 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00' 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/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+W , c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.92 Max.Wall duration duration factor factor use , Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load c 1.0 Load hp Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c tc fc/F'c fb fb/ in. In. In. ft. pif pat pif (Fb) (Fc) psi psi psi psi psi psi psi pal psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 248.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 267.62 0.71 271.03 0.490 SP..... 5 0.99581.60 1, .-_-.. SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 4183.6 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.60 1.00 1.3'1.10 1.15 850 405 1300 1,300,000 2,033 508 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 (12-14) (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•Factor DtL+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb)IIII Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth De.th S•acin, Het,ht Le/d Vert.Load Hor.Load <.1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' INI Fc' Fce Pc fc fc/F'c fb fb/ in. in. In. B. •If •sf plf (Fb) (Fc) psi psi .sl ..I .sl .sl 'Si .si 'SI •sl •si Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.83 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15' 675 405 800 1,200100 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.408 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368, 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 30.9 760 8.46 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 30.9 1140 8.46 0.8944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,366 531 875.438 378.08 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033® 1644.5 1378.83' 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 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 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 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 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13#####p! 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5NM Cr _- 11111111111111111111111111111 .. ... KcE 0.30(Constant)> Section 3.7.1.5 -"" -" - - - Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size _ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Well duration duration factor factor Stud Grade Width Depth Spacin Height Le/d Vert.Load Hor.Load c=1.0 Load fa Plat:Cd(Pb)Cd(Fc, Cf Cf E Fb' Fc perp Fc' F fb/ in. In. In. R. .11 f •If Fb Fc .si i 1 •sI Fb'1-fc/Fce H-F Stud ®®M7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 ®1.05 1.15 405 800 1,200,000 1,366 506 515.42 441.22 339.05 188.39 0.403 H-F Stud 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.05 1.15 405 800 1,200,000 1,366 508 378.09 340.90 246.35 223.76 0.470 GEEMLII® 3.5 INEMIIIIIIMILEIMEDMIZE1 0.0076 IIIELEEMINKIIIIIMEMBRIEJ 1.15 11301111023111E111 1 200 000111E11 506111111103111=1 340.90 282.86 j IMMIIIMILEM H-F Stud ® 35 111 449.95 395.22 303.49 0.77 180.6 0.406 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 8.25 28.3 1195 4.065 0.9960 993 4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 5061.05 1.15 675 405 800 1,200 000 1,366 449.95 395.22 320.00 0.81 135.519 0.343 H-F Stud 1.5 3.5 ' 8.25 28.3 2665 4.085 0.9999 3986.7 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 508 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud ®®azumm l 0.9970 2091.8 MEN 1.15 ®1' ®KIMESIM®1.200,000 1,368®875.438 378.09.111EMEMEMMEEES3 0.466 SPF Stud 1.5 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 ®�� 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1 5 ®® 8.25 28.3 16608 0.9973 2789.1 1.60 1.15 1.1.05 1.15 675 425 725 1,200,000_1,366 531 875.438 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 ®M 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 388.13 333.97 0.86 90.34 0.257 C.iiSNI®®11111131 ®8 0.3001 111BEE11111111111®®1.10 '115 '®' 1,300,S00111EICEEINEINEM ®'' 0.059 H-F#2 ®®mr, 119B 3132 4.23 0.4544 3132.4 1.80 1.15 8.0 3132 4.065 0.3479 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 90.61 0.089 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 MMM 7.7083M 3287 4.855 0.3304 3287.1 1.60 ®®1.10 111111 1150 1,400,000 2,093® 1015.45 531.23 0.52 0.057 11123111E11111011111111EMNIIIMIXIIMEIMILEEIKKEEMINEMI 1.60 ®®1.10 11133111C0111E3 1,400,000 IIIECIIIIIIEEIREMEMEIMIELIIMIEIMEMIraillIMM SPF#2 ®®11111 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 ®1.10 111111111111 1,400.000 2,093 111 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43111 0.779 SPF#2 1.5 5.5 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 ' - -- --------- _.....__-. Cr_ Cb > Cf(Fb) Cf(Fc) 1997 NDS (Varies) Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma:.Well duration duration factor factor use Stud Grade Wdth Depth Spacini Height Le/d Vert.Load Hor.Load <.1.0 Load OZ Plata Cd(Fb)Cd(Fc] Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb fb/ in. in. in. ft. iB .sf df Fb Fc Rsi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 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 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.8937 2657.8 MN 115 1.1 ,1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 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 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 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 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 8.25 28.3 1210 3,57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPFStud 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 OFF 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 1 180 Nickerson St. Suite 302 s r. Seattle,WA 9S109 Protect Project Date- -- . (206)285-4512 PAX 0b)285-0613 Clieut Page Number: 1L 90;0 ' atS) 1 )1, tifracN) Kotr NZ)(26*IS) KR- "2„ NE)( ots ) vc 366- WkiL, jos? Wz_ 4,4,744s) =. 36s. 114. frtv f.r.fAtv rtf) 241"11PC) — 17 al'sr. - —Tea— to.= 170 n4? el51( 2.PX61-4-44.5-t.itS 45- kip. e of 4*, fri3r- ci30 2:7xepiteiz5r,.. bg-. 1..eit." g--ovw ib 15" firY' -11F -36(‘ sviore77C 1,5 404 Structural Engineers 1 Sufi*Nickerson St. ENGINEERING Suite 302 t N Co Seattle.WA 98109 Project: Y / P 4"5 Date: (206) 4206)28S-4522 t FAX: Client: P-14-64441 i Page Number: (206)285-0618 644SS 4= w P 5' n PvC` !Rif* Otr- s -: ALS_ G tr�U I6 '`<SeZ 5 z P4r = ' �u P SNL ' i4': = `y . ,x- --Ito- le 454 zs w/9 bettm. frerxxkl * Al 6P3/71.-- 14 iV 2,13*.. .64k. 004 A idol~•«< \,.3 $15'4k AT,PA‘Y: e -S ., Js so Structural Engineers • 180 Nickerson St. C T E N G I N E E R I N G Suite 302 • Seattle,WA -- I�/N�C. �+ n p 98109 Project: 1 "'/�17l� 7 ' —�` ""� '"�'�® ` Date: f�o2�. �p (206)285-4512 ��/ /) -0os Si)PWS �t9t FAX: Client: ZO72 =M'ti/�/ � Page Number: (206)285-0618 krtb • 1nz tYIY' �x4:P • �_. e -etN : • • sti , r • • l.9 (s • 2 z- 3s.% mss • • • _z c3• s j , .• I _ _. q v 6g • _ � - e x r r. 1 . •• I• [ tt e M • - 46„, ' -- div A1114 - y ia� � j 5.12 a �2: fa.{ t • • • i S I• , �I • / ( �' ' Structural Engineers ]/ S�Pws tr'?�•6,4 3 14 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III i # B eve'rtl y , �t, Mflw ukie i.'3� i -'rrA e _ k'py n m.„a La a Olsweao � Kong,City f hates % r 'M E I C A � ! USGS—Provided Output SS = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g SMS = 0.667 g Sol = 0.445 g For information on how the SS and S1 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. NICE,Response Spectrum Design Response Spectrum 042 1.10 4„30' 0,72 0,7 004 042 4,77 4.56 wr, 0,44 la 4,40 0,ss A 4.40 4.sa f1.22 0,21 _ 0,24 c-22 0.1 0,11 0.041 #k00 'i 0. # 0.04 0,20 0.40 4.44 0. 1.t 1,20 1.,40 1„40 L.. O*2 o. 020 040 0.44 000 1.03 1.20 1.4o 1.40 1.04 2.00 Period,T iota Perri.T(sac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 2610 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is= 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.usos.oov/desionmaos/us/application.php 6. Site Coefficient(short period) Fa= 1.09 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.55 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*SS SMS= 1.12 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.74 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, 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 SDC, = 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 00 3.0 N/A Table 12.2-1 14. Deflection Amplification FactorCD= 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 Sos= 0.74 h„ = 18.00(ft) So,= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 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) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = 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 0.0221 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10:00' 10.00 1360 0.028' 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E/1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F. E F; w, E w; FPX= EF; *W 0.4*Sos*1E*Wp 0.2*SDs*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) EwI 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 ]] 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Wldth= 26.0 56.0':ft. V u/t. Wind Speed 3Sec.Gust= 120 ` 120;mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec Gust •\193, '513',mph (EQ 16-33) Exposure= B B lw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps30 A= 28.6 28.6,psf Figure 28.6-1 PS30B= 4.6 4.6 psf Figure 28.6-1 PS30 c= 20.7 20.7:psf Figure 28.6-1 Ps3o D= 4.7 4.7,psf Figure 28.6-1 A= 1.00 1,00` Figure 28.6-1 Ke= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00';(Single Family Home) X"Krt"I : 1 1 Ps=X"Kzt"l"Pe3o= (Eq.28.6-1) Ps A= 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) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.8-1 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-VV) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 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-W) Roof - 18.00 18.000 00d 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(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(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 ki.s LRFD kis LRFD ki.s ASD id's 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 tsheaming= 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) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520I 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 NS(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 klps 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 vi Type Type vi OTM RoTM Unet Usum OTM RorM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1' 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl*' 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - Ext. right5 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVE() 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 NS 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 Usum OTM RoTM Unet Veum Vaum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 '23.0 23.0 0.77 0.15 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. left4; 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00„ 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ± 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVwl,,d 8.06 EV EQ 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 Line Usum OTM ROTM Unet Ueun, Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 1.00' 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2' 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4' 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 EVtend 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 per SDPWS-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 Ue�m 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 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. right1** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 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=Leff. 2.90 5.16 2.35 2.91 1.00 EVod 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-Ief/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 klps 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 eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Dnet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (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 Car 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' 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` 0.4 0.0 1.00' 0.40' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 8.06 0.00 2.91 0.00 EV wind 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 eR. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet U,u,n OTM ROTM Line Usum U,,,,„ 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) Front LIV` 595 5.5 17,0 1.00 0.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=Leff. 6.25 8.06 2.35 2.91 EVn7nd 14.30 EVEQ 5.25 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall iSB denotes iSB Shear Panel • JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450.0, pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0', pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds -__•,. v hdr eq= 85.3 plf •H head= Av hdr w= 237.1 Of 1.083 ''v Fdragl eq= 363 F2 eq= 363 A Fdragl w= 408 F2 -1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 plf v3 w= 474.1 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= = F4 e.- 363 feet • Fdrag3 w= 1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 • • UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 4 0 4 H 0 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 p/f V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds ► v hdr eq= 134.7 plf •H head= v hdr w= 368.8 plf W 1.083 Fdragl eq= 775 F2 eq= 775 A Fdragl w= • 1 F2 -2121 H pier= v1 eq= 416.4 Of v3 eq= 416.4 plf P3 E.Q. 50 vi w= 1140.0 plf 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 A Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.60 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 w v UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 1.2= 11.5L3= 2.8 Htotal/L= 0.53 4 0 4 ►4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14189:Plan 2610 ID:Rear Upper 88231 Roof Level _.._.. wdl=; 150 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 pH •H1 head=W• v hdr= 155.0 p/f I H5 head= W• 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 I. 1 A Fdragl w= .'.5 Fdragl , 532.8 Fdrag5w= 2.8 Fdrag•w=72.7 A H1 pier= vi eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 pB v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .r Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdragee• 26.1 V P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A PS WIND v sill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0ph H5 sill= 3.0 >-.- EQ Wind 3.0 ;. feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 V Up above 0 0 Up Sum -471 208 H/L Ratios: L1= 3.5 L2= 5.0 L3='y 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 ► 4 *I ►4 ► ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction