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Specifications C\ 0(-I5Cjta CT ENGINEERINGStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEIVED NOV o 2017 Structural Calculations BUI CDINGDIVI SRON Polygon at River Terrace �s-�NRo; �l Single—Family w ' 60 1 - !4 Plan 5D DL—SG �V ,REc��NA, Tigard, OR 4..p/es 22,\c,kG ��� g T R�� 10/18/2017 Design Criteria: 2015 IBC (2014 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 703 Broadway Street, Suite 510 Vancouver, WA 98660 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 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Struclwal Calcutations.pdf Page 1 of 47 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace (Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is a single-family home development. 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 with daylight basements. Roof framing is comprised of pre- manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open- web floor trusses. Main floor and bottom floor framing is comprised of pre-manufactured wood I-joists. Garage floor framing over crawlspace is comprised of sawn lumber joists. The foundations are conventional strip and 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. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/ORSC/OSSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/ORSC/OSSC code. 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 2 of 47 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_5 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8" plywood/OSB 2.2 psf Roof framing 3.0 psf Insulation 1.0 psf (1) 5/8'`gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.8 psf NO gypsum concrete 0.0 psf 3/4" plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 3 of 47 19 S9.1 (,1 2x10 HDR p (2 2x10 -IDR (2) 2x10 HDR (2) 2x 0 HDR (2) 2z8 HDR !_ ,, — #;err --t- $.-----93.----...---E-------0 RB.,:l RB.d2 RB.d3 P.d4 RS.d5 cc . _ d I 'Ti1 P'I I ,-4 _ 1 N 1 �w zn N1 rI En. -__IW .N.� (p / 0 (Yi En \\ / 7 —�\ 9 122'x30' /---� \..... .......... 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RB.dl o 59.0 16 59.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 4 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-GT RXNS Timber Member Information GT.d1(RXN ONLY) GT.d3(RXNS GT.d4(RXN ONLY)GT.d5(RXN ONLY) ONLY) Timber Section 4x8 4x8 4x8 4x12 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 43.50 11.00 11.00 8.00 Dead Load #/ft 75.00 30.00 30.00 360.00 Live Load #/ft 125.00 50.00 50.00 600.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 5.500 End ft 11.000 5.500 Point#1 DL lbs 1,631.20 1,612.50 LL lbs 2,718.70 2,687.50 @ X ft 5.500 5.500 Results Ratio= #.#### 6.4299 6.3840 1.2609 Mmax©Center in-k 567.67 230.67 229.02 92.16 @ X= ft 21.75 5.50 5.50 4.00 fb:Actual psi 18,514.3 7,523.0 7,469.3 1,248.3 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 990.0 OverStress OverStress OverStress OverStress fv:Actual psi 251.0 319.9 318.4 112.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 OverStress OverStress OverStress Shear OK Reactions @ Left End DL lbs 1,631.25 1,393.10 2,208.75 1,440.00 LL lbs 2,718.75 2,321.85 3,681.25 2,400.00 Max.DL+LL lbs 4,350.00 3,714.95 5,890.00 3,840.00 ©Right End DL lbs 1,631.25 2,218.10 1,383.75 1,440.00 LL lbs 2,718.75 3,696.85 2,306.25 2,400.00 Max.DL+LL lbs 4,350.00 5,914.95 3,690.00 3,840.00 Deflections Ratio>2401 Ratio>240! Ratio>240! Deflection OK Center DL Defl in -33.976 -0.774 -0.769 -0.050 L/Defl Ratio 15.4 170.6 171.7 1,922.7 Center LL Defl in -56.626 -1.289 -1.281 -0.083 L/Defl Ratio 9.2 102.4 103.0 1,153.6 Center Total Defl in -90.602 -2.063 -2.050 -0.133 Location ft 21.750 5.632 5.368 4.000 L/Defl Ratio 5.8 64.0 64.4 721.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 5 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & JoistPage 1 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-ROOF BEAMS (1 of 2) Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 360.00 360.00 360.00 75.00 75.00 75.00 Live Load #/ft 125.00 600.00 600.00 400.00 125.00 125.00 125.00 Point#1 DL lbs 1,361.20 1,631.20 LL lbs 2,718.70 2,718.70 @ X ft 3.750 0.500 Results Ratio= 0.1200 0.1440 0.3240 0.6218 0.5806 0.0469 0.1875 Mmax @ Center in-k 4.80 5.76 12.96 24.87 23.22 1.87 7.50 @ X= ft 2.00 1.00 1.50 2.34 0.50 1.25 2.50 fb:Actual psi 112.2 134.6 302.9 581.4 542.9 43.8 175.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 12.0 38.0 64.4 47.1 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 150.00 360.00 540.00 805.07 1,471.83 93.75 187.50 LL lbs 250.00 600.00 900.00 969.92 2,453.08 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 1,774.99 3,924.92 250.00 500.00 @ Right End DL lbs 150.00 360.00 540.00 1,996.12 384.37 93.75 187.50 LL lbs 250.00 600.00 900.00 3,348.78 640.62 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 5,344.91 1,024.98 250.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.003 -0.010 -0.004 -0.000 -0.004 L/Defl Ratio 28,581.0 47,635.0 14,114.1 4,638.9 10,131.0 117,067.8 14,633.5 Center LL Defl in -0.003 -0.001 -0.004 -0.014 -0.006 -0.000 -0.007 L/Defl Ratio 17,148.6 28,581.0 8,468.4 3,546.2 6,078.6 70,240.7 8,780.1 Center Total Defl in -0.004 -0.001 -0.007 -0.024 -0.009 -0.001 -0.011 Location ft 2.000 1.000 1.500 2.080 1.320 1.250 2.500 L/Defl Ratio 10,717.9 17,863.1 5,292.8 2,010.0 3,799.1 43,900.4 5,487.6 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 6 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238 riverterrace_5abd.ecw:15238-5D Description 15238-5D-ROOF BEAMS (2 of 2) Timber Member Information RB.d10 RB.d14 Timber Section 2-2x10 2-2x10 Beam Width in 3.000 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 1,393.10 LL lbs 2,321.80 @ X ft 0.750 Results Ratio= 0.1875 0.6245 Mmax @ Center in-k 7.50 24.98 @X= ft 2.50 0.75 fb:Actual psi 175.3 583.9 Fb:Allowable psi 935.0 935.0 Bending OK Bending OK fv:Actual psi 18.8 65.4 Fv:Allowable psi 150.0 150.0 Shear OK Shear OK Reactions @ Left End DL lbs 187.50 1,068.92 LL lbs 312.50 1,781.51 Max.DL+LL lbs 500.00 2,850.43 @ Right End DL lbs 187.50 511.68 LL lbs 312.50 852.79 Max.DL+LL lbs 500.00 1,364.47 Deflections Ratio OK Deflection OK Center DL Defl in -0.004 -0.003 L/Defl Ratio 14,633.5 11,126.5 Center LL Defl in -0.007 -0.004 L/Defl Ratio 8,780.1 6,676.0 Center Total Defl in -0.011 -0.007 Location ft 2.500 1.130 L/Defl Ratio 5,487.6 4,172.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 7 of 47 4 STHD14 00 STHD14 S9.0 00 ' _ 6x11 HIR .._ : "I: •a:.rir:ui _ . - . a.: :.a2 B a3 B.a4 3.a3 ' Sal j j / t fx12 HDR(' 6x12 :IDR 6x12 :IDR Io ii H /// i 1 I€ • I\ .I k ae 4,, ;, - - ,\\,--''i/ v>Lu 2x LEDGER u)z I �= I to W O -I ill pi - i 'o " .-a ,'x4 FRAMING O ..r24" O.C. h� B.a10 B,a11.1 B.a12 I�`1 ii -3,5x: :: ,1: •M.I. _ -61_61-=:>• I Z • ski 1 Bag ©� x , E _ 4x10• ,'rrs.�i • � r >: .r p HD.._. E M■./ [[ STAIR / i 12 I illir4'7.1 llI STFID?4 ST4DI4 • THD1, € \�FRAMING/ OPEN v Io r4 P4 / i x ft1 TO A 0 L� __ /I �\ i BELOW -I i ^I I /A , I 1 , / \ 3 I I ® ; s • j \I F---- STHD14 P4 STHD14-\\I t / 3O,-��r,��..qq-�r BIG BEAM FB •_'3 /--..__J____T5x188GLB H)R ..NM B a13 © -�-�-�-- 6X6 (:,,,,,e0- `1 MEMO -)1 J An I 1 I 59.0 I 1 L -I v A. rIo P 1- i1= P1 O Ct.- -T-- 1 a Ix EE Wy1 J X Coq J n '10 A .ala t~ O pp N = -J ' i B.a,21 �) 1% HDR m i o i• 14.__ .....=l- 3.5•x14 BIG EAM Rllvl• : lal ._•© : .1,506 NLB HJR — --i- 1 / 11‘i�� _ .a Shot< B.a16 S D14 �- Piiirir �I F. - F6a -B a18 F`6):2x 2x FRAMING r 2x8 HDR )2x8 HDR '2)2xE NOR mA7 24" O.C. p IR • _ _.—_._..- %V Il _ G1 3:L• -1 .. STHDI4 00 THD14 B •19 5 SIM,59.1 1 )F FRAMING NOTES Illy required beams and headers are 'amino consists of 7/16"or 1/2"APA rated MAIN FLOOR SHEAR PLAN & .an rating 32/16)over pre-manufactured 'o.c.,U.N.O. At roof framing with pitch Plan 5D Daylight TOP FLOOR FRAMING PLAN qual to 2:12,roof framing consists of 5/8" eathing(span rating 40/2013523/5e-2(117.'0.18_RT V"Sul nded Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 8 of 47 trusses at 24"o.c.,U.N.O. Provide-112. Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_nverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(1 of 3) Timber Member Information B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x10 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 5.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 9.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 75.00 207.50 200.00 200.00 75.00 75.00 110.00 Live Load #/ft 125.00 420.00 400.00 400.00 125.00 125.00 130.00 Dead Load #/ft 207.50 75.00 75.00 75.00 125.00 125.00 60.00 Live Load #/ft 420.00 125.00 125.00 125.00 200.00 200.00 25.00 Start ft End ft 1.000 Point#1 DL lbs 1,631.20 1,631.20 1,383.70 LL lbs 2,718.70 2,718.70 2,306.20 @ X ft 1.750 5.000 1.000 Results Ratio= 0.8551 0.4413 0.2004 0.8853 0.1230 0.7087 0.7908 Mmax @ Center in-k 70.74 44.68 10.80 73.24 4.92 28.35 37.85 @ X= ft 1.74 3.00 1.50 3.91 1.25 3.00 1.01 fb:Actual psi 855.1 1,059.2 216.4 885.3 115.0 662.7 758.2 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,000.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 99.1 99.6 27.1 155.3 13.6 63.3 142.3 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,482.55 847.50 412.50 1,096.87 250.00 600.00 1,310.27 LL lbs 2,619.27 1,635.00 787.50 2,028.12 406.25 975.00 2,011.52 Max.DL+LL lbs 4,101.82 2,482.50 1,200.00 3,124.98 656.25 1,575.00 3,321.80 @ Right End DL lbs 1,278.65 847.50 412.50 2,184.33 250.00 600.00 573.42 LL lbs 2,279.43 1,635.00 787.50 3,840.58 406.25 975.00 839.67 Max.DL+LL lbs 3,558.08 2,482.50 1,200.00 6,024.92 656.25 1,575.00 1,413.10 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.008 -0.024 -0.001 -0.021 -0.001 -0.023 -0.008 UDefl Ratio 6,043.1 2,986.8 26,530.5 3,391.9 43,900.4 3,175.7 6,105.7 Center LL Defl in -0.014 -0.047 -0.003 -0.038 -0.001 -0.037 -0.012 L/Defl Ratio 3,458.9 1,548.2 13,896.9 1,881.0 27,015.6 1,954.3 3,964.1 Center Total Defl in -0.022 -0.071 -0.004 -0.060 -0.002 -0.060 -0.020 Location ft 1.952 3.000 1.500 3.168 1.250 3.000 1.808 L/Defl Ratio 2,199.8 1,019.7 9,119.9 1,210.0 16,724.0 1,209.8 2,403.6 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 9 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams (2 of 3) Timber Member Information B.a8 B.a9 B.a10 B.all B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Hr,24F- 1 Larch,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No Center Span Data Span ft 4.00 4.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 396.00 LL lbs 520.00 520.00 871.00 @ X ft 3.000 8.000 10.000 Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.6911 Mmax @ Center in-k 19.80 19.80 19.06 18.94 117.15 57.35 472.02 @ X= ft 2.00 2.00 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 396.7 396.7 166.7 165.7 2,040.2 501.6 1,589.3 Fb:Allowable psi 1,080.0 1,080.0 3,000.0 3,000.0 2,400.0 3,000.0 2,299.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 47.1 47.1 21.1 20.8 148.5 49.2 95.2 Fv:Allowable psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 450.00 450.00 466.87 400.00 1,065.00 795.59 1,998.00 LL lbs 1,200.00 1,200.00 945.00 850.00 2,840.00 1,390.59 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,250.00 3,905.00 2,186.18 7,233.50 @ Right End DL lbs 450.00 450.00 466.87 660.00 1,065.00 1,254.41 1,998.00 LL lbs 1,200.00 1,200.00 945.00 1,110.00 2,840.00 1,849.41 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,770.00 3,905.00 3,103.82 7,233.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.158 UDefl Ratio 13,679.8 13,679.8 49,664.7 52,558.1 1,358.8 7,753.3 1,515.3 Center LL Defl in -0.009 -0.009 -0.002 -0.002 -0.236 -0.022 -0.411 L/Defl Ratio 5,129.9 5,129.9 24,536.7 29,134.0 509.5 4,534.6 583.6 Center Total Defl in -0.013 -0.013 -0.003 -0.003 -0.324 -0.036 -0.570 Location ft 2.000 2.000 2.250 2.080 5.000 4.284 10.000 UDefl Ratio 3,730.9 3,730.9 16,423.0 18,747.7 370.6 2,861.2 421.3 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 10 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238 rwerterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(3 of 3) Timber Member Information B.a15 B.a16 B.a17 B.a18 B.d19 B.d20 B.a21 Timber Section 2-2x10 5.125x16.5 Prllm:3.5x14.0 2-2x10 2-2x10 Prllm:3.5x14.0 Prllm:3.5x14.0 Beam Width in 3.000 5.125 3.500 3.000 3.000 3.500 3.500 Beam Depth in 9.250 16.500 14.000 9.250 9.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir,24F- Rosboro,Bigbeam Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Rosboro,Bigbeam V4 2.2E 2.2E 2.2E Fb-Basic Allow psi 850.0 2,400.0 3,000.0 850.0 850.0 3,000.0 3,000.0 Fv-Basic Allow psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Elastic Modulus ksi 1,300.0 1,800.0 2,200.0 1,300.0 1,300.0 2,200.0 2,200.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 3.00 16.00 8.00 3.00 5.00 15.33 8.85 Dead Load #/ft 75.00 37.50 75.00 200.00 26.30 165.00 Live Load #/ft 125.00 100.00 125.00 400.00 70.00 307.00 Dead Load #/ft 185.00 127.50 165.00 75.00 75.00 330.00 Live Load #/ft 360.00 340.00 440.00 125.00 200.00 550.00 Start ft End ft 9.500 Point#1 DL lbs 3,615.00 1,393.10 LL lbs 5,017.80 2,321.80 @ X ft 9.500 14.320 Point#2 DL lbs 2,190.40 LL lbs 2,321.80 @ X ft 14.320 Cantilever Span Span ft 1.23 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 30.00 LL lbs 50.00 @ X ft 1.230 Results Ratio= 0.2514 0.9953 0.2339 0.2700 0.2578 0.2960 0.4631 Mmax @ Center in-k 10.06 552.92 77.28 10.80 10.31 101.52 158.84 @ X= ft 1.50 9.47 4.00 1.50 2.50 13.25 4.42 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -2.05 0.00 fb:Actual psi 235.1 2,377.7 675.9 252.4 241.1 887.9 1,389.3 Fb:Allowable psi 935.0 2,388.9 3,000.0 935.0 935.0 3,000.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.5 130.5 70.2 31.7 25.9 35.4 136.3 Fv:Allowable psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 390.00 2,620.25 960.00 412.50 187.50 433.98 2,190.37 LL lbs 727.50 5,109.57 2,260.00 787.50 500.00 842.49 3,792.22 Max.DL+LL lbs 1,117.50 7,729.83 3,220.00 1,200.00 687.50 1,276.47 5,982.60 @ Right End DL lbs 390.00 2,806.00 960.00 412.50 187.50 3,615.05 2,190.37 LL lbs 727.50 4,738.22 2,260.00 787.50 500.00 5,017.78 3,792.22 Max.DL+LL lbs 1,117.50 7,544.22 3,220.00 1,200.00 687.50 8,632.83 5,982.60 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 11 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238_nverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(3 of 3) Center DL Defl in -0.002 -0.198 -0.013 -0.002 -0.004 -0.071 -0.039 L/Defl Ratio 19,542.6 968.5 7,642.3 18,476.6 14,633.5 2,607.6 2,737.0 Center LL Defl in -0.003 -0.341 -0.030 -0.004 -0.011 -0.118 -0.067 UDefl Ratio 10,476.4 563.9 3,246.3 9,678.2 5,487.6 1,564.7 1,580.9 Center Total Defl in -0.005 -0.539 -0.042 -0.006 -0.015 -0.188 -0.106 Location ft 1.500 8.192 4.000 1.500 2.500 8.401 4.425 L/Defl Ratio 6,820.2 356.4 2,278.4 6,351.3 3,990.9 978.1 1,002.1 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.038 Total Cant.Defl in 0.062 UDefl Ratio 472.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 12 of 47 e 1 ----ii \� ____BB.aSP.T 6x�WDR - --6x PT COST O O p up !-F- aa aol- N0, 0 STHD14 P ETHD1 6 0 STHD 'i 4x10 -IDR . .- 4 0 HE R m; .: 4 70-H 5w-' 4x 0 HO' `. 4x1G HDR BB.al, B. .a2 3B.a3 Ea.a4 BB a3 SIM SIP C �4/ C K U O p O �N E �.- R`. C F , -1- ti csi 0 F in usier k. \�--,STAIR FRA INC�--'- `i N ,x6 •0 ENL JOISS H1[ ><-:. 0 1_ / I__ -1 1.1"17'.— -,-....s...,_ o� j,) ?JRO 1111111 I ABOVE 1 1 I BB.as -PROVIDE I-JOfST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER 'Pa THE PONY WALL WITH I—JOIST BLOCKING 5THD14 STiD14�; UNDER BEARING WALL ABOVE /,,,,,1,,,,,//,,,/rri/z4/7/i7/ /i/�� ///... 0 1a ti r' 0, S6.0 j j O \_i ADDED ANOTHER JOIST ~a SUPPORT (PER RODNEY) N 0 4X8 HDR —R. CF..al 7 S6.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Peg::13 of 47 9 ss.o Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Bottom Floor Beams Timber Member Information BB.a1 BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 L/Defl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 L/Defl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 14 of 47 F.2"_______1_,.. j 4'-11• + 7'-6Y44 # 7'-6Y• 0 51E 1 L-- a3/4' ,t ---i- - T L__J 1 1 t 1 1 1 LJ [$1 LJ 24"x24"x12"FTG. 7\ W/(3)#4 E.W. 40_0• m 14'-114,4• a'-o• 1'-1DY: I9,_2. T L J 34"CONC.SLAB I-9'-5%i 0 10 Zsi T.O.S. .. S6.0 •STFD14 p4SND14 ' p4 v-STHD14 *--kw— — I- • II/ ---7 ,,,Z//////,/,//////),,,,,,, Z.,/ ,,ii/,,,,,ii,,,,,,,z,i,,,,iii,,,,,,,,,,,,,,,Jr l I- AA 19 © 2x4 PONY WALL I-10-134"I 1 N —hi-7.-11%-i ro 'h '-11%'I I-7'-114.14-+ I 18 i 3'-63/4 ♦ 6'-3' } 6'-3' t 6'-3' 6'-3' 6'-3' 3'-63/4 I O v tI-4'-114," I I I 111511135 p 1 ��-41-1---,±0.±..._,.. r-�� I L 4X8 HDR _ r�-, I.I - -® L__ L__J L__J Ire. . . LL__ L__J L__J L, 18 I ciTil o I-9'-14b'I FTG1 CS.2 S6. I o I o z BASEMENT I 4-11-2'-11141"1 6 ®D FINISHED FLOOR I-2'-11Y5"H-- ` — I D4 15'-BY" r 4'-11 t 3'-8' t 4'-5Y" 11'-3y4 I ` 18 o I 14.1 J I I i I I ,, I I � I � 18 I 56. 1 I I I I • T— I 1 --- S6. 1, L__J L__J L J L__J 1-I-r-2w•IFTG2 "' 1-1'-21/21-1,—. . Llo rWALLPONY T I -2i4" I ® v --- 1 r _yT 0 ''.3 � '-STHD14� STHD141 T STHOI STHD14x t l I P6 I P4 I P4 I �.:. ,w e ...,t. 1a r -r---- J 1 sa . . ..f MUNI T.O.S. 1 .. i .. 1. ` -I 2O-O)' n FRAMING FOR FURNACE I 30-x30"1D . -PROVIDE I-JOISTe) PLATFORM ABOVE { FTG W%(3) BLOCKING ABOVE {, c THICKENED SLAB { 4 EA WAY I PONY.WALI �.. {. TV OP ADDED ANOTHER JOIST I tI .. r ` SUPPORT (PER RODNEY) 1 .: . STHD14 STHD741. t{. 7 2x6 PONY WALL FOR I 4 C. am INSTALL CONTINUOUSLY BEARING WALL ABOVE � F.l ®, SLAB SLOPES DOWN 3.V. I OPERATED MECHANICAL FIXTURE :.. 1- bi lit FROM BACK TO APRON I VENTILATION SYSTEM ABOVE I 1. AT THE CRAW_SPA t 'L VERIFY GARAGE SLAB W-3' 6.-3' 5'-10'.._ { HEIGHT WITH GRADING PLAN f-t 4X8 HDR r , ri 4 1 I ..1 YP U.N.O. I I. '-",--'T_--_—, `" -214 I I -2W I--" r� ... • ".18-3y2, m. 11-0 _.I_, P a 3x114 BLOCK OUT j. 2x4-PONY I I j 0 STEM WALL TYP. ,. WWALLI _-°o .I O• O".` f ® d I F 1 FIRST FINISHED I 1 1 FLOOR I i u x fi .� ®i i o 10 I . 0L t� Y-5 1 -- ''{{ i ss.D 1 I 18 5THD74 STHD14 J 1 18 �� T.O.S. 1 214.^n .. ._--r-2141.1: 1 =cmcoil I gi- Ss.i I S6.1 SLOPED DOWN I f�1•a Yc 12 ± �$THD14 THD14 j L J I �® n L __J gh 16 47SIM. 56.1 16'-3" 4 2'-2". 7'-10" 11'-8' 40'-0" e 15238 17.10.18 RT SF Susp ride Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 15 of 47 Plan 5-A Daylight FOUNDATION PLAN 1/4"-1.-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space Timber Member Information CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 L/Defl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 L/Defl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 L/Defl Ratio 861.0 798.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 16 of 47 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & JoistPage 1 15238_garage floor framing.ecw:Calculations Description GARAGE FLOOR FRAMING Timber Member Information GB1A GB1B GB2A GB2B Timber Section 2-2x12 2-2x12 4x12 4x12 Beam Wdth in 3.000 3.000 3.500 3.500 Beam Depth in 11.250 11.250 11.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive Repetitive No No Center Span Data Span ft 6.25 6.25 5.75 5.75 Dead Load #/ft 87.00 87.00 406.00 406.00 Live Load #/ft 53.00 250.00 Point#1 DL lbs LL lbs 3,000.00 3,000.00 @ X ft 3.130 2.880 Results Ratio= 0.1326 0.9903 0.4451 0.9823 Mmax @ Center in-k 8.20 61.26 32.53 71.80 @X= ft 3.12 3.12 2.87 2.87 fb:Actual psi 129.6 968.0 440.7 972.5 Fb:Allowable psi 977.5 977.5 990.0 990.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.7 75.3 48.9 87.5 Fv:Allowable psi 150.0 150.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,497.60 718.75 1,497.39 Max.DL+LL lbs 437.50 1,769.47 1,886.00 2,664.64 @ Right End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,502.40 718.75 1,502.61 Max.DL+LL lbs 437.50 1,774.27 1,886.00 2,669.86 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.015 -0.015 L/Defl Ratio 11,619.6 11,619.6 4,591.4 4,591.4 Center LL Defl in -0.004 -0.057 -0.009 -0.031 UDefl Ratio 19,073.7 1,316.3 7,456.4 2,233.1 Center Total Defl in -0.010 -0.063 -0.024 -0.046 Location ft 3.125 3.125 2.875 2.875 L/Defl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 18 of 47 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD_DL Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 Smi F Si SM1= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMs Sips= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 5D1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force -- Table 12.6-1 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 19 of 47 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD DL Sps= 0.72 h = 29.53 (ft) SDI= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020''ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sips/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TO 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S0 *TL)/(1-2*(1R/10) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CX = DIAPHR. Story Elevation Height AREA DL w, w, "h,k w, x h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, `h,k Vi DESIGN Vi Roof -- 29.53 29.53 2059 0.020' 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44`: 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14' 9.14 1437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00' SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 20 of 47 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 43.00 `''-43.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. -- -- Building Width= 42.0 50.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Psao A= 21.6 21;6 psf Figure 28.6-1 Ps3o B= 14.8 14.8psf Figure 28.6-1 Ps3o c= 17.2 17,2'psf Figure 28.6-1 PS3o D= 11.8 11.8.psf Figure 28.6-1 1.00 1.00 Figure 28.6-1 Ke= 1,38 1.38 Section 26.8 windward/lee= 1,00 1,00 "Ke"Iw*windward/lee : 1.38 1.38 Ps=A"Kzt"I"ps3o= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf PSB and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2"2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00,' 1.00; 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA AB AC AD wind wind 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) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof -- 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B)= 37.58 V(SS). 44.07 kips kips kips kips 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 21 of 47 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 `_0.00'1 0.00 0.00 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 37.58 V(S-S)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 V(F-B)= 22.55 V(S-S)= 26.44 kips kips 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 22 of 47 8 S1.2 1 Bla Bib Bib _I I G I 7 0 0 , 0 Mi cr 1 P6 r .1, J•••-- l '' ---oci:_tiL . 1....4 0 Q .....D 1..._.......1 ow L P6 los r- 1 I ii F2a F2b Fla Flb Q F3a �® Vii.>, , 1 , J 0 S1.2 8 0 51.2 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 24 of 47 4 S71-101414 00 STHD14 59.0 00 STFIDI4 6.10 HI' • • .1: 1 .I b2/4.„:„<„,:-:::::::„. b;b Iti r a9 / .1 I l 1 o fa // / / // --1- - \-• Ip / cV . 1'I / •-; N 2x LEDGER cno -I cnz I I IIII I w 1 W o j E\ - - I Z N 1 Cl_rn 42x4 FRAMING o a I AT 24' O.C. _J R3 1= Io IN nowevm`e-n,r -3.5x 4-BIG BEAM-All- - :t BE-A -PB- ---I i III �[':- J1_�1+=:mss_. 33cID5�LB FUit__ S9.0 - �� i GAR1 ,, _I 4x10 , �7 14- :.x (• 1,.>-:.- . • :-7 I I _ STAIR / 51 I o II S 3 II STI-10114 ST-ID14 r ' ' P4 THD14 ,FRAMING OPEN -*I Io 1,1/4,—.../ 41'4,5 / TO x I x P6 `- — ra, I \‘ /` BELOW hi Iw I� A 1 A 1 � / \ I .2 / , 1 1 i 1 1 ,---- / ,\ I STHD14 ,:. P4 STHD14 / 0 1 ,5.5x14 BIG BEAM FB L, I 1 5.6 R x18 LB H - m I � '',_......= � r = ,. -- 1 ° STAIR1 \" I 6X6 a,0 CO --;� I I 1 1n R2b, 59.0 I G Lr0 1-- A- a r I; 14 r. IN X J 1 • I I2 -, 2 2 8 HDR o 4_, I 35'x14 BIG SEAM RIM 5 NM=: :a _•© 1'x , 540 6 TLB HDR I\I 1Pftz _ pikf _ Z Airk ob. P= '1 Vx 0 1',. • RZIP 18 F 6 a F61 2x FRAMING S6.1 P 2x8 HDR 2)2x8 HDR '2)2xE HDR 14 AT 24. D.C. - �- - S9.0iit: (2)'x: HDP STHD14 471001)THD14 SIM.® '® 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 25 of 47 1 *-f -----,I e 40,---j---t---711 6xPT ST c5 O O C1II U, F-1- aa CO H N V) O STHD14 .OTHDI 0 0 STHD14 �G - - V- ''''''-''- '—•4x10 -DR 4x10 H - ` A10 r.)17'61-m—400 HDA '4x10 HDR b5b� b4a b4b b5a [ _ „,-/ Cr K O p O N Cu .fp_ IN o L4 REA, R5 3.5; 11MMINISSIMINIMP `---,STAIR FRANINJC / 1 •x6 '0 ENL JOIST HE1r ><�' y/✓ .I f DR Fr I ABOVE I 111 Garl -PROVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKIN"' BELOW • ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKING _,, • UNDER BEARING WALL ABOVE `77/14 s7yD14 STAIR' I 1 O16 ti r • 0 d 0. 56.0 j 1 O0N 1.1._0) - ADDED ANOTHER JOIST ~< SUPPORT (PER RODNEY) . N 0 -_-_- 4X8 HDR -____- 7 S6.0 L3 R4 F3. • 9 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf S6.0 Page 26 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: Roof- Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 9.09 kips Max.aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 9.09 kips Min.Lwall= 2.57 ft. 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. Grid ID T.A. Lwall LDLeff. 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 Usum Us.m (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 L1 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R1 1030 47.0 47.0 0.86 r-0;15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - - 0 0.0 0.0 1.00 '_0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -`° - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 6 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 10.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVwind 9.09 EVEQ 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 27 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max.aspect= 3.5 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 16.81 kips Min.Lwall= 2.89 ft. 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. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Us„m OTM RoTM Unet Usum Us„n, (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 L2 1008 45.0 45.0 1.00 ---0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R2a* 121 'd,2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 6.43 Ext R2b* 564.5 10.7 17.9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 4:06 Ext R3b* 100.8 2.0 3.3 1.00 0.30 0.34 0.45 0.20 0.24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 630 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.o 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=L eff. 6.72 9.09 4.02 4.74 1.00 �Vwind 15.81 E VEQ 8.76 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 28 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 6.74 kips Max.aspect= 3.5 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.55 kips Min.Lwall= 2.31 ft. 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. Grid 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 Unef Usum OTM ROTM Unef Ueum Uaum (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 L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 1.00 --0.00 0.00 0.00 0.00 0.00 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 R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 °'0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 EVw,,,0 22.55 EVEa 10.05 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 29 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: Roof Panel Height= 9I ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy aff. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v i OTM Row Unet Usum OTM ROTM Unet Usum Unum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4190 Ext B1 b*- 597.1 12.5 19.0 1.00 0.151 3.09 0.00 1.38 0.00 1.00 1.00 110 PSTN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 446 Ext B1bc*' 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fla* 205.9 2.5 5.8 '1,00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 444 Ext F1b* 205.9 E, 2.6 9.1 1.00 0,15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4A0 Ext Flo* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 484 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F2a* 205.9 '' 2.6 5.9 1.00 0.15' 1.07 0.00 0.47 0.00 1.00 0.56 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 438 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4:41- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 s„0.0 '_1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1_00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 I' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 6 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 D.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 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 ,s:V,,,„,,d 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 30 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. 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 ett. C p w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM Rano Unet Usum U,,m (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 B2a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 447 Ext B2b* 126 3.9 8.9 1.00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4e3 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3 236.9 7.3 16.6 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 340 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F3 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30' 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 Gar1 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20' 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stair1 620.9 10.5 10.5 1.00 0.20' 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=L eff. 7.88 10.66 4.02 4.74 V.,d 18.54 EVEl 8.76 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 31 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5 Sum Seismic V i= 10.06 kips Sum Wind F-B V I= 22.64 kips Min.Lwall= 2.31 ft. 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 LDLeff. 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 Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 82a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4:48 Ext 52b* 79.04 3.9 8.9 1.00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3a* 136.5 6.8 16.1 1.00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 244 Ext 93b* 57.48 3.0 15.0 1.00' 0 40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 349 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F3 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gar1' 359.3 d 20.0 20.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stairl 359.3 19.0 19.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - 0 0.0 0.0 1.00 , 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 -'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=Leff. 4.00 18.54 1.28 8.76 EVw;,,v 22.54 EVEQ 10.05 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 32 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max.aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. 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 OTM ROTM Unet LisumU,m (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 Bla* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 PSTN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 44)0 Ext B1 b* 597.1 12.5 19.0 1.00 " 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6114 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 446 Ext B1bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fla* 171.6 3.3 5,8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2:66 Ext Fl b* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F2a* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3,47 Ext F2b* 171.6 2.8 5.3 1.00 '' 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 PS P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F3ab* 171.6 3,3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 PS P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2.64 Ext F3ab* 171.6 3.3 r'5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 PS P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2.64 - - 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 - - 0 0.0 r' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 'd 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 'r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 Vwind 10.66 Y,VEQ 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 33 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. 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 etr. 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 Usum Usum (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 B2a* 141.1 s, 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 4.62 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 437 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3 236.9 7.3 16.6 _1.00 0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 347 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F4 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 - 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F6a*, 121 2.0 5.5 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 Ext F6b* 141.1 2.4 5.9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 333 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gar1 338.7 5.5 5.5 1.00 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int E Gar2 451.6 7.4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stair1 620.9= 10.5 10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 =0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 s_0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 %''0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 __0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 V.nd 17.06 EVEa 8.11 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 34 of 47 JOB#: 15238_5-ABD_DL; ID: R2ab w dl= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= '`° 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds ► ► v hdr eq= 137.6 plf •H head= A v hdr w= 248.3 plf 1.44 y Fdragl eq= 222 F2 eq= 948 Fdragl w= ,*1 F2 .- 1709 H pier= v1 eq= 226.6 plf v3 eq= 226.6 plf 2.6 vl w= 408.7 p/f v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 Fdrag3 eq= F4 e.- 948 feet • Fdrag3 w=401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 p/f 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 i UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 P. Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet ► 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 35 of 47 JOB#: 15238_5 ABD DL ID: R3ab w d1= 300 plf V eq 1402.3- pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4) pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds ► v hdr eq= 162.9 plf ► •H head= A v hdr w= 293.8 plf 1.44 "v Fdragl eq= 274 F2 eq= 133 Fdrag l w= ,,4 F2 - 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 p/f 6.0 v1w= 414.0 plf v3w= 414.0 p/f feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= 4 F4 e.- 133 feet Fdrag3 w=494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 plf 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 • UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 20 Htotal/L= 1.17 4 0 -4 01 0 Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 36 of 47 JOB#: 15238_5 ABD_DL ID: B1abc w dl= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► v hdr eq= 68.3 plf ► ► •H1 head=A vhdr= 153.5 plf i H5 head= /c 1.31 v Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 =drag6 eq= 84.8 1 v A Fdragl w= ' .2 =drag1 • 175.1 =drag5 w= °•3.0 Fdrag6 (- 190.4 A H1 pier= v1 eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 plf v3 w= 245.3 plf v5 w= 245.3 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 V Fdrag3= '•.3 Fdrag•- 78.0 feet A Fdragl w= 97.22694 =drag1 w= 175.1 :drag7eq= - 8.8 Fdrag8e• 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= v sill w= 153.5 plf H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 ir v UPLIFT -745 -91 v Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 4 0-4 ►4 ►4 ►.4 ► Hpier/L1= 0.33 Hpier/L3= 0.19 '- L total= 34.7 feet Hpier/L5= 1.63 0.95 L reduction 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 37 of 47 JOB#: 15238_5 ABDDL ID: F2ab w dl= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4,, pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds ► ► v hdr eq= 81.0 plf ► A H head= A v hdr w= 182.0 plf 1.06 V Fdragl eq= 264 F2 eq= 263 A Fdragl w= .t3 F2 .- 590 H pier= vl eq= 182.1 plf v3 eq= 182.1 plf 5.0 vl w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 i Fdrag3 eq= ;4 F4 e.- 263 feet A Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND Hsill= vsill eq= 81.0 p/f 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 w y UPLIFT -180 985 UP sum -180 985 H/L Ratios: Ll= 2.610 4 L2= 6.5 L3= 2.6 Htotal/L= 0.77 Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 38 of 47 JOB#: 15238_5 ABD DL ID: B2ab w d1= 300 plf V eq '' 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds ► v hdr eq= 146.7 plf •H head= A v hdr w= 317.1 plf 0.88 v Fdrag1 eq= 308 F2 eq= 279 A Fdrag1 w= :,5 F2 .- 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 plf 4.4 v1 w= 471.8 plf v3 w= 471.8 Of feet H total= 2w/h= 1 2w/h= 1 9.8 • Fdrag3 eq= %: F4 e.- 279 feet A Fdrag3 w= 665 F4 w= 603 P6 E.Q. 2w/h= 1 P4 WIND H sill= vsill eq= 146.7 p/f 4.5 EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 ow 1 *A 0 Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 39 of 47 JOB#: 15238_5 ABD_DL ID: B5ab w dl= 250 plf V eq' 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds ► 0. v hdr eq= 89.5 plf ► •H head= A v hdr w= 201.0 plf 1.03 Y Fdragl eq= 709 F2 eq= 365 Fdrag 1 w= •92 F2 , 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 plf 5.0 v1 w= 435.1 p/f v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 v Fdrag3 eq= 7 • F4 e.- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 • UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1= 6.8 L2= 12'.0 L3= 3.5P Htotal/L= 0.36 ► 1.1 ► Hpier/L1= 0.74 Hpier/L3= 1.43 L total= 22.3 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 40 of 47 JOB#: 15238_5 ABD DL ID: F6abPLAND w dl= 250 plf V eq 655.6 pounds V1 eq= 300.1 pounds V3 eq= 355.6 pounds V w= f[ 1348.5 pounds V1 w= 617.2 pounds V3 w= 731.4 pounds ► v hdr eq= 57.7 plf •H head= A v hdr w= 118.6 plf 1.03 y Fdragl eq= 185 F2 eq= 219 Fdragl w= a0 F2 ,- 450 H pier= tel eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03Fdrag3 eq= • F4 e•- 219 • feet • Fdrag3 w= 380 F4 w= 450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 • UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 0 11 0 1 Hpier/L1= 3.00 Hpier/L3= 2.53 L total= 11.4 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 41 of 47 180 Nickerson St. GT ENGINEERING Suite 302 N C. Seattle,WA 98109 f�. Project: c5 F USP. GAJIAG J Date: (206)285.4512 FAX: Client: Page Number: (206)285-0618 LA ma L - G t e Sits Li' Cow., To??ih1, Jut 11 ( .&)C2A') L /t29(ISO pt( ) ' 71Jt,oot) ' Ant L 0-IX)WAp2 4 Co.12.0( ao,(Joe ) z 2/` c eE UA- , C2400`YZ) (gyp 7� SAY PY ,sk&ha l IL 2d Ty P, Pfr ARAE 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 42 of 47 Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Seattle, WA Project: e13K/ dd. A/ -- Date: 98109 (206)285-4512 Client: g'4) 25"3 r (,3. G ( 2 4,5i ) Page Number: FAX: g (206)285-0618 • a_ i ! KV p� 0, � vr---AsVei--q/z) 0 I Ct A!t A's `% X le( I Z" ) Fvf2_ / F,07Tpiti t5A-L ri* pmi7ns- iseavu,) 01 _ (*0,2 _ � _ 19.Stl;>„ gt, 6)(o,2)/60) o iz 5 06 n ( o ) Clop ' = ` h �) (,2)1lnc� e - ` � 3g2) Ae11co' ) 51 ' 0 h CCS w/(2 -4' 6 WU, -Fp 1-,5rPFR 1\G, L. MD-- 101) 744 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 44 of 47 Structural Engineers Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Square Footing Design Page 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG1 General Information Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 45 of 47 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Square Footing Design Page 1 15238_nverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG2 General Information Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 46 of 47 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238_garage floor framing.ecw:Calculations Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.82 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 8.30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 47 of 47