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Specifications (054c f 4\f MST2oc r-00077 CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) 15238 RECEIVED JAN 2 4 2019 Structural Calculations CITY OFTIGARD BUILDING DIVISION Polygon at River Terrace PRo�, Single—Family �� GINF,' 111 Plan 3D DL—SG , l 04 Tigard, OR \ REG�iNA ��FS T Design Criteria: 2017 ORSC (2015 IBC) 02/06/2018 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, Soil 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 1 b168_ZU18.UZ.Ub_K I SI-_Suspenaea Garage_vIan aD DL-SG_Structural Gaiculations.paf Page of 4b 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)—Ti:ard, 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: 2017 ORSC, 2015 IBC and ASCE 7-10. 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 ORSC/IBC/ASCE 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 ORSC/IBC/ASCE code. 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 2 of 45 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_3 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_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 3 of 45 ALL TRUSSES FOR MAIN ROOF TO BE DESIGNED WITH O'-7W RAISED HEEL RB•d3 RB•d3 RB.d2 (3) TRIM 19 SIM @ HDR S9.1 RB.dl I 2)2X10 HDR 1 2)2X10 HDR 2)2X11 HDR (2 'X10 H►R 1 .4i _ TYF. T A►JACEN A � v v ► WINDOWS: (1,2X. KI G STU► r " 1 oBTWN. SI L. •IMMER. �a R x1 0l N NI cc, ACCESSI I IAT11CI /MI IACCESSI I \\ / =.. l ti ,\ -J c" = l lrir 1 o 1 I S9.1 I \ I I b ii • I ' I , ;_)( • L I 1. � • a I�� E-10 , \ x I c...4 a) X I o: - / I Q \\ N I I cci T , \ 1 o � Mr I #11111111111111111 WTI._ / \ oil--1 / c_ 1 :1::.. AL / , :::::::::::.. \I -II Ian NM : ,I: 1 Elikvi (21 TRIM :'.':,,.. GT:.d3 , �,.,•kI t ® HDR �,�� O HD'(F? .U 'i1 V'GT u ' � ��: _ 6 . HDR - _',' I 0-- 6X14 -dT- :s / . n n n IiI \ ,.•• / %i \• \ •' d5 •• I i 1 ah� ,L CI0 6-,' 10.HD � I NW 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 4 of 45 Title: Job# Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw:15238-A Description 15238-AD-GT RXNS Timber Member Informationil GT.adl(RXN GT.ad2(RXN GT.ad3(RXN GT.a4(RXN ONLY) GT.TF.al ONLY) ONLY) ONLY) Timber Section 6x10 6x10 6x10 6x10 2-2x10 Beam Width in 5.500 5.500 5.500 5.500 3.000 Beam Depth in 9.500 9.500 9.500 9.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Larch,No.1 Larch,No.1 Larch,No.1 Larch,No.1 Fb-Basic Allow psi 1,000.0 1,000.0 1,000.0 1,000.0 850.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,700.0 1,700.0 1,700.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 43.00 40.50 14.00 42.50 4.00 Dead Load #/ft 75.00 75.00 334.00 30.00 75.00 Live Load #/ft 125.00 125.00 557.00 50.00 125.00 Point#1 DL lbs 2,338.00 LL lbs 3,899.00 @ X ft 2.710 Results Ratio= 6.7050 5.9480 3.1664 3.9892 0.1200 Mmax @ Center in-k 554.70 492.07 261.95 330.03 4.80 @ X= ft 21.50 20.25 7.00 16.32 2.00 fb:Actual psi 6,705.0 5,948.0 3,166.4 3,989.2 112.2 Fb:Allowable psi 1,000.0 1,000.0 1,000.0 1,000.0 935.0 OverStress OverStress OverStress OverStress Bending OK fv:Actual psi 119.5 112.5 159.0 214.9 13.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 150.0 Shear OK Shear OK Shear OK OverStress Shear OK Reactions @ Left End DL lbs 1,612.50 1,518.75 2,338.00 2,826.42 150.00 LL lbs 2,687.50 2,531.25 3,899.00 4,712.88 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 7,539.30 400.00 @ Right End DL lbs 1,612.50 1,518.75 2,338.00 786.58 150.00 LL lbs 2,687.50 2,531.25 3,899.00 1,311.12 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 2,097.70 400.00 Deflections Ratio>240! Ratio>240! Ratio>240! Ratio>240! Deflection OK ` Center DL Defl in -8.636 -6.796 -0.432 -5.152 -0.002 L/Defl Ratio 59.8 71.5 388.8 99.0 28,581.0 Center LL Defl in -14.393 -11.327 -0.721 -8.589 -0.003 UDefl Ratio 35.9 42.9 233.1 59.4 17,148.6 Center Total Defl in -23.029 -18.123 -1.153 -13.741 -0.004 Location ft 21.500 20.250 7.000 20.230 2.000 L/Defl Ratio 22.4 26.8 145.7 37.1 10,717.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 5 of 45 Title: Job# 11 Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 1 15238 riverterrace_3abd.ecw:15238-A Description 15238-AD-Roof Beams (1 of 2) Timber Member Information RB.adl RB.ad2 RB.ad3 RB.ad4 RB.a5 RB.d5 RB.ad6 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 6x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 5.500 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.500 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.1 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi 850.0 975.0 850.0 850.0 850.0 1,000.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Elastic Modulus ksi 1,300.0 1,500.0 1,300.0 1,300.0 1,300.0 1,700.0 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 5.00 3.00 4.00 2.50 2.50 5.50 6.50 Dead Load #111 75.00 30.00 225.00 62.00 300.00 30.00 60.00 Live Load #/ft 125.00 50.00 425.00 104.00 500.00 50.00 100.00 Dead Load #/ft 275.00 270.00 Live Load #/ft 450.00 450.00 Start ft End ft 0.900 2.250 Point#1 DL lbs 1,612.50 1,518.70 1,519.00 LL lbs 2,687.50 2,531.20 2,531.20 @ X ft 4.500 0.900 2.250 Results Ratio= 0.6480 1.0419 0.3900 0.0389 0.1875 0.9779 0.2535 Mmax @ Center in-k 25.92 33.99 15.60 1.56 7.50 80.90 10.14 @ X= ft 4.50 0.90 2.00 1.25 1.25 2.24 3.25 fb:Actual psi 605.9 794.5 364.6 36.4 175.3 977.9 237.0 Fb:Allowable psi 935.0 1,072.5 935.0 935.0 935.0 1,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 42.1 156.3 43.3 4.3 20.8 94.3 21.6 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Shear OK Overstress Shear OK Shear OK Shear OK Shear OK Shear OK <5% Reactions @ Left End DL lbs 348.75 1,318.46 450.00 77.50 375.00 1,463.33 195.00 LL lbs 581.25 2,191.09 850.00 130.00 625.00 2,438.61 325.00 Max.DL+LL lbs 930.00 3,509.55 1,300.00 207.50 1,000.00 3,901.94 520.00 @ Right End DL lbs 1,638.75 537.73 450.00 77.50 375.00 828.17 195.00 LL lbs 2,731.25 895.11 850.00 130.00 625.00 1,380.09 325.00 Max.DL+LL lbs 4,370.00 1,432.84 1,300.00 207.50 1,000.00 2,208.26 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Center DL Defl in -0.013 -0.005 -0.005 -0.000 -0.001 -0.017 -0.009 UDefl Ratio 4,767.8 7,965.7 9,527.0 141,614.2 29,266.9 3,892.6 8,325.8 Center LL Defl in -0.021 -0.008 -0.010 -0.000 -0.002 -0.028 -0.016 L/Defl Ratio 2,860.7 4,786.1 5,043.7 84,423.9 17,560.2 2,335.9 4,995.5 Center Total Defl in -0.034 -0.012 -0.015 -0.001 -0.003 -0.045 -0.025 Location ft 2.740 1.356 2.000 1.250 1.250 2.596 3.250 UDefl Ratio 1,787.9 2,989.7 3,297.8 52,892.1 10,975.1 1,459.8 3,122.2 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 6 of 45 Title: Job# Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 II 15238 riverterrace_3abd.ecw:15238-A Description 15238-AD-Roof Beams (2 of 2) Timber Member Information i RB.a7 RB.ad8 RB.ad9 RB.ad10 RB.d7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 6x10 Beam Width in 3.000 3.000 3.000 3.000 5.500 Beam Depth in 9.250 9.250 9.250 9.250 9.500 Le: Unbraced Length ft 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 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data111 Span ft 3.00 2.00 5.00 4.00 5.50 Dead Load #111 67.50 67.50 67.50 30.00 Live Load #/ft 112.50 112.50 112.50 50.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 3.100 End ft 5.500 Point#1 DL lbs 1,612.70 1,612.50 LL lbs 2,687.50 2,687.50 @ X ft 0.500 3.100 Results Ratio= 0.6888 0.0270 0.1687 0.1080 1.1941 Mmax©Center in-k 27.55 1.08 6.75 4.32 88.91 @ X= ft 0.60 1.00 2.50 2.00 3.10 fb:Actual psi 644.0 25.2 157.8 101.0 1,074.7 Fb:Allowable psi 935.0 935.0 935.0 935.0 900.0 Bending OK Bending OK Bending OK Bending OK OverStress <5%O.S.(OK) fv:Actual psi 70.4 2.3 16.9 12.0 99.5 Fv:Allowable psi 150.0 150.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions1111 @ Left End DL lbs 1,793.92 67.50 168.75 135.00 943.23 LL lbs 2,989.58 112.50 281.25 225.00 1,572.05 1 Max.DL+LL lbs 4,783.50 180.00 450.00 360.00 2,515.27 @ Right End DL lbs 718.78 67.50 168.75 135.00 1,554.27 LL lbs 1,197.92 112.50 281.25 225.00 2,590.45 Max.DL+LL lbs 1,916.70 180.00 450.00 360.00 4,144.73 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 0.000 -0.004 -0.002 -0.020 L/Defl Ratio 7,065.0 254,053.3 16,259.4 31,756.7 3,305.6 Center LL Defl in -0.008 -0.000 -0.006 -0.003 -0.033 L/Defl Ratio 4,239.3 152,432.0 9,755.6 19,054.0 1,983.4 Center Total Defl in -0.014 -0.000 -0.010 -0.004 -0.053 Location ft 1.380 1.000 2.500 2.000 2.882 L/Defl Ratio 2,649.5 95,270.0 6,097.3 11,908.7 1,239.6 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 7 of 45 A 137" i- (2)TRIM 21/4" STUDS 3 4 P4 8 59.0) CI® E.A. END S9.0 SI 2 TFB.d2 TFB.d3 TFB.d3 TFB.d , © 5 12 x9 G R HOR �� T B�di_ ____ 2�2X]Q1 �" © - 2 T71M f T P A AN CENT O tx i;i-�• ir' ,N WINDOWS ;1)2X': KING THIS END bl, /_ii I/I I I STUD BTN . SGL o ll //// // L=`=` TRIMMERS, N.0. HI N ri 2 // .// N 'd 1 I I �i�� IA I� "I /i X \\'-- FIXTJRES c,„ ABOVE co FE - C Z LJ -U 1 O CO 1:2 ®' r_L� EE I o CL r I I O O IX Cs/ r 8 I I - 51.2 I I ' P6 F D I' O Il M 3.5X14 BIG BEAM FB 0 liqiii 0 3.5X 1 BIG EA FB is. X14,�IG B Fri - -}�-�.L 1{-H} '" iiii -". -E}-- 7:',=- „ ��+�� © TFBI!d8 p. N� TFB RIM ''I = --- I N� ir P6 1II 7 L. I 1 ¢ N III 0 ,1\ STHD14 STHD'4 (`'A G I X i, N\ E P4 I M �nri �� ST37 FIXTURES ABOVE It 2 MST N$a v)ro j' L----_i_ 01 I 1 Is77 r 1 8 y4" i Ix H ` 66y4" ♦I- A s STH0I4RJ i is © 13." 14 BIG BEAM FB© -, 42) - _---__7XL`L12LalL9M_ki2B- --_-- _ .riiiuioA, 7.iuiiiiiiiiiiiriiiii-iiii TFB.dl l; 9 6x6 TFS'.d14 " STHD14RJ ® S9.q P0ST / 1 m� I 1. al I� I: b 11 mI W w - x yJ WH ml I-- 1 �I Oh I'XI^ ©II cr L -0 _ T I �, TF' 7 _ 1 _I --�� .d6 1 J 'd r4 I r _©y_ 5X1 G j MSB�_ H 1 p_ LL_�11_ �_ii�_-LL_BI8 -, w of _ T-DGI_p LEDGEp__1 2)2x1g20HaR© I() `` c c. -- I.SL ---------- x 1 - STHD74TFB.dl3 1 3. BIG .E� I I •7HD14FB 18 MANUFACTURED ROOF 18 0TFB.d21 MANUFACTURED ROOF 0 S6.1 TRUSSES AT 24" O.C. 36.1 TRUSSES AT 24" O.C. TGB.d20 = NOT USED TGB.a22 = NOT USED 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 8 of 45 I Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 1 15238 riverterrace_3abd.ecw:15238-D Description 15238-D-Top Floor Beams (1 of 3) Timber Member Information r TFB.d1 TFB.d2 TFB.d3 TFB.d4 TFB.d5 TFB.d6 TFB.d7 Timber Section 5 125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prllm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Truss Joist- Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fir,No.2 MacMillan, Larch,No.2 2.2E Fb-Basic Allow psi 2,600.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 285.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,900.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data i Span ft 7.00 3.00 5.00 3.00 4.50 11.00 5.50 Dead Load #/ft 229.75 200.00 200.00 125.00 110.00 165.00 75.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 410.00 125.00 Dead Load #/ft 270.00 300.00 270.00 75.00 75.00 270.00 Live Load #/ft 450.00 500.00 450.00 125.00 125.00 450.00 Start ft 3.250 End ft 7.000 5.250 Point#1 DL lbs 1,638.70 1,312.50 1,463.30 LL lbs 2,731.20 2,229.10 2,438.60 @ X ft 3.500 4.800 3.000 Point#2 DL lbs 828.20 LL lbs 1,380.10 @ X ft 8.500 Results Ratio= 0.9552 0.4725 0.9988 0.1637 0.3569 0.8149 0.2269 Mmax @ Center in-k 171.83 18.90 53.84 6.55 14.28 279.51 9.07 @ X= ft 3.50 1.50 2.60 1.50 2.25 4.22 2.75 fb:Actual psi 2,483.6 441.8 1,078.7 153.0 333.7 2,444.7 212.1 Fb:Allowable psi 2,600.0 935.0 1,080.0 935.0 935.0 3,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 179.6 55.4 113.0 19.2 38.0 241.8 21.4 Fv:Allowable psi 285.0 150.0 180.0 150.0 150.0 300.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,894.68 750.00 1,227.50 300.00 416.25 3,239.18 206.25 LL lbs 3,392.61 1,350.00 2,214.16 427.50 641.25 6,140.91 343.75 Max.DL+LL lbs 5,287.29 2,100.00 3,441.66 727.50 1,057.50 9,380.08 550.00 @ Right End DL lbs 2,364.77 750.00 2,435.00 300.00 416.25 2,284.82 206.25 LL lbs 4,176.09 1,350.00 4,264.94 427.50 641.25 4,550.29 343.75 Max.DL+LL lbs 6,540.86 2,100.00 6,699.93 727.50 1,057.50 6,835.11 550.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.069 -0.004 -0.020 -0.001 -0.007 -0.098 -0.006 L/Defl Ratio 1,218.5 10,162.1 3,028.3 25,405.3 8,137.8 1,345.4 10,994.3 Center LL Defl in -0.121 -0.006 -0.036 -0.002 -0.010 -0.189 -0.010 L/Defl Ratio 694.1 5,645.6 1,684.4 17,828.3 5,282.5 699.4 6,596.6 Center Total Defl in -0.190 -0.010 -0.055 -0.003 -0.017 -0.287 -0.016 Location ft 3.556 1.500 2.540 1.500 2.250 5.324 2.750 L/Defl Ratio 442.2 3,629.3 1,082.4 10,476.4 3,203.2 460.2 4,122.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 9 of 45 , Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 dverterrace_3abd.ecw:15238-D Description 15238-D-Top Floor Beams (2 of 4) Timber Member Information TFB.dB TFB.d9 TFB.d10 TFB.d11 TFB.d12 TFB.d13 TFB.d14DNE Timber Section Prllm:3.5x14.0 Prllm:3.5x14.0 PrIlm:3.5x14.0 Prllm:7.0x14.0 PrIlm:3.5x14.0 5.5x19.5 2-2x10 Beam Width in 3.500 3.500 3.500 7.000 3.500 5.500 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 19.500 9.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Rosboro,Bigbeam iLevel,LSL 1.55E Douglas Fir,24F- Hem Fir,No.2 2.2E V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,400.0 850.0 Fv-Basic Allow psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 2,200.0 1,550.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No enter Span Data 1 Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 165.00 191.30 72.50 90.00 Live Load #/ft 640.00 640.00 640.00 440.00 510.00 60.00 240.00 Dead Load #/ft 15.00 71.30 75.00 Live Load #/ft 40.00 190.00 125.00 Start ft 9.000 End ft 16.000 Point#1 DL lbs 1,300.50 5,826.90 LL lbs 2,590.30 9,399.10 @ X ft 10.750 9.000 LI,Results Ratio= 0.8392 0.3588 0.1788 0.8291 0.1939 0.9966 0.1789 Mmax @ Center in-k 223.08 95.37 47.52 568.78 51.55 810.33 7.15 @ X= ft 6.50 4.25 3.00 10.72 3.50 9.02 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,487.4 450.8 2,324.8 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,332.8 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 118.1 50.5 145.8 21.0 Fv:Allowable psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 1,560.00 1,020.00 720.00 2,274.69 669.55 3,238.45 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,684.73 1,785.00 4,883.04 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,959.42 2,454.55 8,121.49 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 2,445.81 669.55 4,247.55 247.50 LL lbs 4,160.00 2,720.00 1,920.00 6,025.56 1,785.00 6,806.06 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 8,471.37 2,454.55 11053.61 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i Center DL Defl in -0.124 -0.023 -0.006 -0.239 -0.008 -0.162 -0.001 L/Defl Ratio 1,254.8 4,488.9 12,762.8 954.5 10,083.3 1,185.5 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.577 -0.022 -0.255 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 395.2 3,782.2 753.4 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.816 -0.031 -0.417 -0.004 Location ft 6.500 4.250 3.000 9.652 3.500 8.320 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 279.5 2,750.5 460.7 9,586.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 10 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw 15238-D Description 15238-D-Top Floor Beams(3 of 4) Timber Member Informationil TFB.d15 TFB.d16 TFB.d18 TFB.d19 TFB.D20DNE TFB.d21 TFB.d23 Timber Section Prllm:3.5x9.5 2-2x10 Prllm:3.5x14.0 5.5x14 Prllm:3.5x14.0 2-2x10 4x10 Beam Width in 3.500 3.000 3.500 5.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 14.000 14.000 14.000 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- 2.2E Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 3,000.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 300.0 310.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 2,200.0 1,550.0 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 Manuf/Pine Sawn Manuf/Pine GluLam Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 5.00 14.50 11.00 5.50 3.00 3.00 Dead Load #/ft 110.50 75.00 140.00 30.00 128.80 75.00 200.00 Live Load #/ft 160.00 125.00 180.00 80.00 210.00 125.00 400.00 Dead Load #/ft 127.50 125.00 97.50 195.00 270.00 Live Load #/ft 212.50 200.00 260.00 325.00 450.00 Start ft 8.500 End ft 14.500 0.500 Point#1 DL lbs 2,284.80 2,338.00 2,338.00 1,312.50 LL lbs 4,550.30 3,899.00 3,899.00 2,229.10 @ X ft 2.000 8.500 4.500 0.500 Point#2 DL lbs 3,167.10 2,677.00 656.20 LL lbs 4,979.70 3,665.70 1,102.10 @ X ft 8.500 4.500 2.900 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 30.00 Uniform Live Load #/ft 80.00 Point#1 DL lbs 1,136.00 LL lbs 1,627.80 @ X ft 2.000 Results Ratio= 0.7898 0.4922 0.5387 0.7868 0.5514 0.0675 0.4355 1 Mmax @ Center in-k 96.67 19.69 143.20 325.58 146.58 2.70 23.47 @ X= ft 2.00 2.50 8.58 8.49 4.49 1.50 0.56 Mmax @ Cantilever in-k 0.00 0.00 0.00 -68.97 0.00 0.00 0.00 fb:Actual psi 1,836.3 460.2 1,252.5 1,812.1 1,282.1 63.1 470.3 Fb:Allowable psi 2,325.0 935.0 2,325.0 3,000.0 2,325.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 187.7 49.4 99.0 236.0 111.7 7.9 46.4 Fv:Allowable psi 310.0 150.0 310.0 300.0 310.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions111 @ Left End DL lbs 1,618.40 500.00 1,136.03 1,204.16 1,802.27 112.50 1,539.37 LL lbs 3,020.15 812.50 1,627.76 2,457.89 2,846.65 187.50 2,700.57 Max.DL+LL lbs 4,638.55 1,312.50 2,763.79 3,662.05 4,648.92 300.00 4,239.94 @ Right End DL lbs 1,618.40 500.00 1,478.96 5,826.94 4,993.63 112.50 1,164.33 LL lbs 3,020.15 812.50 2,542.24 9,399.12 7,660.55 187.50 2,055.63 Max.DL+LL lbs 4,638.55 1,312.50 4,021.21 15226.06 12654.18 300.00 3,219.96 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 11 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238_nverterrace_3abd.ecw.15238-D t Description 15238-D-Top Floor Beams (3 of 4) Center DL Defl in -0.017 -0.011 -0.141 -0.054 -0.018 -0.001 -0.003 L/Defl Ratio 2,804.1 5,487.6 1,236.0 2,451.7 3,630.2 67,747.5 12,296.8 Center LL Defl in -0.033 -0.018 -0.221 -0.109 -0.028 -0.001 -0.005 L/Defl Ratio 1,473.2 3,377.0 789.0 1,213.9 2,341.4 40,648.5 6,841.5 Center Total Defl in -0.050 -0.029 -0.361 -0.163 -0.046 -0.001 -0.008 Location ft 2.000 2.500 7.482 6.116 3.014 1.500 1.392 L/Defl Ratio 965.8 2,090.5 481.6 811.9 1,423.4 25,405.3 4,395.8 Cantilever DL Defl in 0.033 Cantilever LL Defl in 0.057 Total Cant.Defl in 0.090 L/Defl Ratio 534.2 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 12 of 45 Title: Job# Dsgnr: Date: 5:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 3abd.ecw:15238-B Description 15238-B-Top Floor Beams (4 of 4) Timber Member Information TFB.b17 Timber Section Prllm 3.5x14.0 Beam Width in 3.500 Beam Depth in 14.000 Le: Unbraced Length ft 0.00 Timber Grade •osboro,Bigbeam 2.2E Fb-Basic Allow psi 3,000.0 Fv-Basic Allow psi 300.0 Elastic Modulus ksi 2,200.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487 Mmax @ Center in-k 119.60 @ X= ft 5.87 fb:Actual psi 1,046.0 Fb:Allowable psi 3,000.0 Bending OK N:Actual psi 83.9 Fv:Allowable psi 300.0 Shear OK Reactions @ Left End DL lbs' 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 @ Right End DL lbs 1,307.19 LL lbs 2,085.62 Max. DL+LL lbs 3,392.81 Deflections Ratio OK Center DL Defl in -0.054 L/Defl Ratio 2,601.7 Center LL Defl in -0.086 L/Defl Ratio 1,630.7 Center Total Defl in -0.141 Location ft 5.875 L/Defl Ratio 1,002.4 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 13 of 45 6X6 F.T. FOST 6X6 P.T. POST \, + P.T 6xE HDF - r— I✓J±'B..n3 Ex6 PT POST— N V- Ur-1 ca:cnoro a:(I)le al N O' C1 2X LEDGER CP4 Q VP 2 SIMPSON DTT2Z- 0 _ - - T - 2 2X10 HDR 2 2X10 H FIDI4RJ STHD14 . 4 ST 14 SDS2.5 (1 IN, 1 OUT) - -J.L-y�0. i © 2 2X10 HDR _ TO DBL 2X8 JOIST TO _� .:r'�, '.: - INTERIOR RIM/JOIST © 4 .5x .5 BI BEAK, HDR1 '. A ADJA ENT NDOWS: © OO la I WITH WEB STIFF MFB.al (1 sX6 K VG STJD BE-WN. SGL 10/56.2 Tr IMMEF S, U.N 0. c. c. 0 13 NI I D4 LJ- CC : a _. F POST `: 3.5X85 j1 SLVL 7FB 35i75 VL =B 3.5X11 871L L FB MFB 8 me mem ':,,,1-44--1.1--H---H---if-i+---H--- 7- 4-t- - --161-0t,',3.-."'"; .--LL,--FB7m-71-16X8 POST— P._ . ,i' I FURS P. ' i — L_ABVD _ MIN. HDR 0 � Iiill-- -- l^ - , STAIR I 1 j POST I oa�„ �" NRAMING /-. -SiHD14 P4 STHD14 ABOVE y,_. N, N, 2)2X10 HDR � IxQ . _ __-_ \.a IX1 1 I- MFB a6 "-S II 4R Sh101•• 4_ r P4 FIXTURE , THDI4RJ ABOVEI I IBE ARING I-JOST B •CKINS (' \ V L- WALL ABOVE__ ABO I PON WALL SLAB ON GRADE -I r 9 B a7 1 i, c ra7r41 SEE FOUNDATION PLAN (A6) _ IMFB.all I ‘I ! .vt I I 4x8 HDR I 1 14x8 HDRI14x8 HDR THDI4RJ 6x6 _ _ L, F--IST L---■PO` 4x4 POST U0 O i O I LeN K Ol to L Hu) N L J I--------I T J J SIHD14 In �STHD14 1 J P3 0 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 14 of 45 Title: Job# Dsgnr: Date: 4:55PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw:15238-D Description 15238-D-Lower Floor Beams(1 of 2) Timber Member InformationII MFB.al MFB.a2 MFB.a3 MFB.a4 MFB.a5 MFB.a6 MFB.a7 Timber Section 5.5x9.5 2-2x10 6x8 Prllm:3.5x11.875 PrIlm:3.5x11.875 2-2x10 4x8 Beam Width in 5.500 3.000 5.500 3.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 7.500 11.875 11.875 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- 2.2E Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,700.0 1,900.0 1,900.0 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 GluLam Sawn Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 6.00 5.00 7.00 3.50 6.50 4.00 4.75 Dead Load #/ft 275.00 275.00 98.00 150.00 180.00 197.50 135.00 Live Load #/ft 600.00 600.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 442.50 239.00 105.00 Live Load #/ft 880.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 2,365.80 1,020.00 LL lbs 4,176.00 2,720.00 @ X ft 0.500 4.200 11 Mmax Results Ratio= 0.5605 0.8203 0.5103 0.0244 0.6485 0.2070 0.8302 Mmax @ Center in-k 139.10 32.81 26.31 4.59 138.71 8.28 29.78 @ X= ft 2.76 2.50 3.50 1.75 3.87 2.00 2.37 fb:Actual psi 1,681.4 767.0 510.3 55.8 1,686.2 193.5 971.3 Fb:Allowable psi 3,000.0 935.0 1,000.0 2,600.0 2,600.0 935.0 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.5 82.3 37.5 6.9 184.0 23.0 92.9 Fv:Allowable psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 4,321.15 687.50 343.00 262.50 1,625.42 395.00 570.00 LL lbs 8,268.00 1,500.00 910.00 175.00 4,333.50 295.00 1,520.00 Max.DL+LL lbs 12589.15 2,187.50 1,253.00 437.50 5,958.92 690.00 2,090.00 @ Right End DL lbs 2,349.65 687.50 343.00 262.50 1,568.38 395.00 570.00 LL lbs 4,788.00 1,500.00 910.00 175.00 4,181.90 295.00 1,520.00 Max.DL+LL lbs 7,137.65 2,187.50 1,253.00 437.50 5,750.28 690.00 2,090.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in -0.029 -0.015 -0.016 -0.001 -0.025 -0.004 -0.015 L/Defl Ratio 2,441.3 3,990.9 5,215.6 76,958.4 3,131.9 10,853.5 3,687.6 Center LL Defl in -0.059 -0.033 -0.043 -0.000 -0.066 -0.003 -0.041 L/Defl Ratio 1,215.1 1,829.2 1,965.9 115,437.6 1,174.6 14,532.7 1,382.8 Center Total Defl in -0.089 -0.048 -0.059 -0.001 -0.091 -0.008 -0.057 Location ft 2.928 2.500 3.500 1.750 3.302 2.000 2.375 L/Defl Ratio 811.3 1,254.3 1,427.7 46,175.0 854.2 6,213.3 1,005.7 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 15 of 45 Title: Job# Dsgnr: Date: 4:55PM, 12 OCT 15 Description: Scope: L\ Timber Beam &Joist Page 1 15238_riverterrace 3abd.ecw:15238-D 1 Description 15238-D-Lower Floor Beams (2 of 2) Timber Member Information MFB.a8 MFB.a9 MFB.a10 MFB.a11 MFB.a12 Timber Section 6x12 Prllm:3.5x11.875 Prllm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 6.00 13.00 6.50 6.50 9.75 Dead Load #/ft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 @ X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 @ Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.119 -0.009 -0.024 -0.066 L/Defl Ratio 14,630.2 1,306.0 9,011.2 3,289.3 1,781.7 Center LL Defl in -0.013 -0.319 -0.023 -0.063 -0.177 L/Defl Ratio 5,520.8 489.7 3,400.4 1,233.5 659.9 Center Total Defl in -0.018 -0.438 -0.032 -0.087 -0.243 Location ft 3.000 6.500 3.250 3.250 4.875 L/Defl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 16 of 45 37'-0" 20'-10" 16'-2" • 4Yq" 4•_11" 7'-6y" 7'-6 4 O. {III I , , 49I S`µ� oma_+®-� I , 24"X24"X12"FTC 1- w L_J I I W/(3)#4 E.W. TYP. I a OF 7 1 --- ®i r�- 14-1 IA�-T L__I :, L_J L_J N 3/" CONC. SLAB -10'- " 1 ;, T.O.S. 11'-2Y4" 5'-0' 4'-73/4" , I I t L_J I-9'-534" 0 P4 T.O.S. 1,a r -ISTHD14 _ STH014- STHD14 STHD14RJ • • 1. I 1 2x4 PONY -9'-3%'I WALL / -10' 1381 M ED16 D4 O • , I-6'-11141 I-6'-1134"I • °oi { 5-2Y4" 6'-3" �{` 6'_3" 6'-3" 6'-3' S'-2Y" -; ItI II 18"SQ. FTGx10"t, II I� I t t[ W/(2)#4 EW BO4 t t rI r , r TYP. U.N.O. r , 4X8 HDR r , r , 1 ��---T-a'"F"— '��F'�� .HL.®.�� CS.b1 $+��F�� }g.��—_L ---- o FTG1 a • I-4'-1114"1 ^z 1-4'-1114"� u 1, o_ I' _ 9'-134"I sr BASEMENT o UFINISHED FLOOR I-2'-11143"I • ID • I-2'-11 WI j 1n {� 6'-772" 6'T3" 6'-932" 6.-4/2" 5'-9344'-6Y2" 1 # 10 30"SQ. FTGx10" ' 39" SQ. FTGx11"i 30"SQ. FTGx10" ' 39" SQ. FTGx11"I BEARING WALL1 IL 6x6 EW BOTT, W/(4)#4 :W BOTTt_r W/(3)#4 EW BOTT�W/(4)#4 EW IKJ14,1_1 ABOVE J+'.�-I I 11 I CS.b2 r-TTI I -I S.b3rJ -1r 6x6 POST r-- 1 6x6 PClST r - .1 ---F—E4.---;— I E$ I____'�f -�p��RI CS.b4 I I -----1--- ! � I •-FT021'-214"I L__J I I I I I I L__J L I, F-- 2x4 PONY L FTG3 J L___J '� !v" x6 POST70'_33/4 I N 4- '61.5t- I ,. WALL r---, (2)18" SQ. 1 1 c '. L I ABV.FURN 1 1 FIGS W (2) 14 -1 I-1'-234"I I • I� _ �_ zzz,,,,,,,,,,iiiii,,,,,,i,,,,,,,, iiiio)riiiiioiiiizil,,,,,,,,hii,,,,,,,,,,,4 I #4 EW. D•TT. I -7-F-----------I \ (POUR TOGE ER J I P4 ♦ , , I r -1 I MIN. 24"X30" 934 18LIcli CRAWL SPACE 2x6 PONY 1 -STHD14 -2W P4 D4 STHD14 I -414° I 1 D4 _ I_1_214" WALL - "' T.O.S. 4 U/ /f // //�'/'/// /141:1/ /// //. I /r 7 I S 148.1 STNM4R� --1: �STHD14 -3*-874). P4 20. l +---i 19'-6Y" Fe I 6-3� y 4.`x117/8. 04 -OS. 6'76 ..i FiXTURE ,? CO 11 1 BEARIdG WALL i ABOVE i 3NN CONC. SLAB a SLAB SLOPES 314" I 4 I I 1 '3)' ® FROM BACK TO APRON a"^'+"'� "" — — I 4x8 I i 14x8 HDRI 14x8 HDRL STHD14RJ VERIFY GARAGE SLAB HEIGHT L J ----I-I-V-2141 1�® In WITH GRADING PLAN 30X.30 X10 1 • -234' I FTG Wf{3) SNSTALL.CONTINUOUSLY 1 O D7 . OPERATsO',coma_ 1 I #4 EA WAY 1INT1LATION SYSTEM I 7 ro AT NL SPACE S6.0 zv4" • .1 ® i r L® WAL1L _ is T.O.S. 3x114 BLOCK OUT _I 0'-0 �. _8^ I ®STEM WALL TYP. —"1 1, 1--Q FIk51. 61NISHtU........I 1 * FLOOR 1 18 L® 56.1 I 18 I I T.O.S.'I I # '° S6.1, • - ,I r I q1 w z I. D1 .. J. 'v _ LI�'r 3r CONC. I . i �1 STHDI4 '� STHD14 I L .L-- --.-�- IJ ' 1 IPORCH SLAB 3' S m 0 r,- -;°- 5238 2018.02.06_RT SF_Suspended Garage_Plan 3D I L-"-, l-C-alculat-3n5.pdf S6.0 Page 17 of c}3 '-10321 16'-3" '-103 6'-4" 5'-64" 5'-114" ! Title: Job# Dsgnr: Date: 4:45PM, 12 OCT 15 Description: i Scope: Timber Beam & Joist Page 1 1 15238 riverterrace_3abd.ecw:15238-D Description 15238-D-Crawl Space Beams Timber Member Information11 CS.d1 CS.d2 CS.d3 CS.d4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade 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 DataII Span ft 6.00 6.50 3.75 6.00 Dead Load #/ft 150.00 105.00 126.00 126.00 Live Load #/ft 400.00 280.00 340.00 340.00 Dead Load #/ft 400.00 Live Load #/ft 800.00 Start ft End ft Results Ratio= 0.8279 0.6801 0.9796 0.701511 Mmax @ Center in-k 29.70 24.40 35.14 25.16 ©X= ft 3.00 3.25 1.87 3.00 fb:Actual psi 968.6 795.8 1,146.1 820.7 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 1,170.0 Bending OK Bending OK Bending OK Bending OK N:Actual psi 78.0 60.4 125.6 66.1 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions «. u .,.. ., r...., ..... _ x.. . .. .. ...:. ..,.. ,;:�.... ©Left End DL lbs 450.00 341.25 986.25 378.0,�0 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 @ Right End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK ` 1 Center DL Defl in -0.025 -0.024 -0.013 -0.021 L/Defl Ratio 2,927.4 3,289.3 3,419.4 3,485.0 Center LL Defl in -0.066 -0.063 -0.029 -0.056 L/Defl Ratio 1,097.8 1,233.5 1,577.7 1,291.5 Center Total Defl in -0.090 -0.087 -0.042 -0.076 Location ft 3.000 3.250 1.875 3.000 L/Defl Ratio 798.4 897.1 1,079.6 942.3 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 18 of 45 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 15238_garage floor framing.ecw:Calculations Description GARAGE FLOOR FRAMING Timber Member Information111 GB1A GB1B GB2A GB2B Timber Section 2-2x12 2-2x12 4x12 4x12 Beam Width 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 L/Defl 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_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 19 of 45 li 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 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 Si= 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 SM,=F„"Si SM,= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SIDS= 0.72 EQ 16-39 EQ 11.4-3 So,=2/3*SM, Sp,= 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 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 Q0= 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_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 20 of 45 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SDs= 0.72 h„ = 29.53(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=Sm I(T"(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2"(R/IE)) (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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 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 w, "h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) EW, "h,k Vi DESIGN Vi Roof --- 29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 21 of 45 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Wdth= 37.0 45.0 ft. Basic Wnd Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 21.6 21.6 psf Figure 28.6-1 Ps3oB= 14.8 14.8 psf Figure 28.6-1 PS3o c= 17.2 17.2 psf Figure 28.6-1 PS30 D= 11.8 11.8 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kit= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 Kn`Iw*windward/lee : 1.38 1.38 Ps=X`Kzt*I`Ps30= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 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 Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2`2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 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 WND SUM WND 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) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 22 of 45 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_3 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 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 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 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B). 19.46 V(S-S)= 23.28 kips kips 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 23 of 45 Design Maps Summary Report Ig ism Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III - X zo) I I SOOOm + Iii ci,B=averton moi1a ,. 141 -_-,..,..4:0-Aokii1irrr (141 "g`'"m / Milwaukie 0a, gar Lake Oswego 9` ttin7 cvik'r Dt:fham .." Q o jj A M E R I C A� ',,:i°' Tualatin 0 if , , mapquest A2015 MapQuest irt€dada Vip @MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMi = 0.667 g SD, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0_212 1.14 0.20 0 SSS 0 72 0.82 0.24 4.77 0 56 066 3 012 VI 0.55 CA0.40 444 432 0 22 0 24 0.22 0 22 0.21 0 02 0,00 0,00, 1 1 1 1 1 1 1 I i 1 0.00 0.20 0.40 0.60 0.go 1.00 1.20 1.40 1.S0 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.40 1.20 1.40 1.20 1.20 2.00 Period.T(sec) Period. T(sec) 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. 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 24 of 45 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... S82 S1.2 0 0u.... mss. o. Bla Blb Q CD -1 11 � r [ P6 P6 r � Rla 0 i L1 1 L F2a F2b MST37 MST37 Fla Fib P4 8 S1.2 MST37 MST37 P4 8 ❑ S1.2 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 25 of 45 1 A�;, I n6i P M i I h r a n d t ^� Architetls ';''''1•,'11 an IP• ...,YID..940.2] (1)TNxgal Ani. �� W.W OS 4 Tallon EA EHD Tiln�. 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ABBRENATIONS CD SF STRUCTURAL FASCIA THE SHEARWALLS HAVE THE SAME V P FLUSH ROOF FRAMING NOTES LABELS FOR PLANS 3A 3B and 3D NOR MEADER-SEE 10.0TYR.u.N.o. ,.°" "°� `^"' "w1a°6aiein4"ie°"" COL y G TR TTR 2.TRT.1.1"'"'"..1•ia.21.V/.PPA1142 MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& De DRAG wwin 1R. Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN H p OT GIRDER TRU. loss Ihn or purcillo2•12'.=Or..consl.of sir 0....12.......9 40/20/GIIwD SEsxEso mz4 �o „2 ,R• ,-a ,. ...ER 0.2 ........w.m...UN.a Emww2.10.aagw 2 p S 1A /7—MANUFACTURER TRUSSES o.l �Rwn.1n.11m 3 - x m mwn...'"Z.irro°� 07414. 4+7 a , ,Russ °gv'"entrq.11x.1w'R1.b CO W f Z •GIRDER TRUSS _ '1.Ps.UN.o. ""is.,. •STRUCTURAL BF.. 10.0 . '2,p�°',°«i:H..am..r.�r'.m Q C p p '4 •STIC(FRAMING 0 v/C ow 95 oo..we.n«n.ama a Ta r------„,1 In. ww4T.n.....Nnu , FRSE OR PRnxllw hrolox °mw°.".`..��...U.N.O.0ip .`. Q G PANE SEE S 190550..0.2 WIN16,eWM.. d SSA SS21.11.1....0.,SS9.1 l...s,...e a d ®POST N.o0 rob .mnn116,1x 5 0550 °S� °S° ow"°"R, x n. .� Vin.x.: 15-03 �..... sE 2E•EE PLAN dO.044.12wl S.:A.<I.n..lnw,a14. 52.51x,.: �RNEw T.°� x:.° A8.1 . 151.1 �...1.111.x 52.1•40,:A SDS SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 7.61 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 7.61 kips Min.Lwall= 2.57 ft. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd 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 OTM ROTM Unet Usum OTM ROTM Unet Usum Usem (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 906.5 41.0 41.0 0.89 0.15 3.80 0.00 2.05 0.00 1.00 1.00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R1a 906.5 40.0 40.0 0.85 0.15 3.80 0.00 2.05 0.00 1.00 1.00 60 P6TN P6TN 112 18.45 108.00 -2.28 -2.28 34.23 80.00 -1.16 -1.16 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 81.0 70.5 =Leff. 7.61 0.00 4.10 0.00 EVw,,,a 7.61 EVEQ 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 27 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 3.27 kips Design Wind F-B V i= 5.92 kips Max.aspect= 3.5 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 13.53 kips Min.Lwall= 2.89 ft. Wind VVind 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 ee. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,,et Us„m OTM ROTM Unet %UM Us„m (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 L2 836.5 35.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b* 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 247 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 59.3 59.3 =Leff. 5.92 7.61 3.27 4.10 1.00 _,'Vµ,;,,d 13.53 `_'VEQ 7.37 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 28 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD DL Panel Height= 8 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 5.94 kips Max.aspect= 3.5 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 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 ea. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us„m OTM RoTM Unet Usum Us.m (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L3 275.8 20.0 20.0 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 104 CONCRETE 243 16.68 72.00 -2.86 -2.86 38.93 53.33 -0.75 -0.75 -0.75 Ext L4 275.8 22.5 22.5 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 93 P6TN P6 216 16.68 91.13 -3.41 -3.41 38.93 67.50 -1.31 -1.31 -1.31 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 209.6 16.0 16.0 1.00 0.40 1.13 3.38 0.18 1.84 1.00 1.00 127 CONCRETE 282 16.22 46.08 -1.95 -1.95 36.08 34.13 0.13 0.13 0.13 Ext R5 341.9 26.0 26.0 1.00 0.40 1.84 3.38 0.30 1.84 1.00 1.00 82 P6TN P6 201 17.14 121.68 -4.13 -4.13 41.78 90.13 -1.91 -1.91 -1.91 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 1103 84.5 84.5=Leff. 5.94 13.53 0.97 7.37 _Vw,,,d 19.46 `_'VEa 8.34 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 29 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 9.10 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 9.10 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. 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 OTM Row Unet Us.m OTM ROTM Unet Usum Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) /J (Of) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6T14 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 C04 Ext Blb* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115 P61N P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 489 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 64-9 Ext F1b* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 64-9 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 272 3.0 4.0 1.00 0.15 1.36 0.00 0.62 0.00 1.00 0.67 308 P4 P4 455 5.54 0.81 2.03 2.03 12.28 0.60 4.85 4.85 486 Ext F2b" 181.3 2.1 3.1 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.47 418 P3 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 643 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - u 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 u-- -- u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 30.1 30.1=L eff. 9.10 0.00 4.10 0.00 121./...d 9.10 `'V EQ 4.10 Notes: * denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 30 of 45 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 11.25 ft. Seismic V i= 3.27 kips Design Wind F-B V i= 7.08 kips Max.aspect= 3.5 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 16.18 kips Min.Lwall= 3.21 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 vi OTM RQTM Unet Unum OTM RoTM Uoet Ueem Usem (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* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 1.00 188 P6 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6:43 Ext B2b* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 0.46 406 P3 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6,40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 179.8 6.5 12.5 1.00 0.25 0.76 1.96 0.35 0.88 1.00 1.00 190 P6 P4 418 13.88 9.14 0.81 0.81 30.57 6.77 4.08 4.08 4O8 Ext B3b* 96.2 3.5 9.5 1.00 0.25 0.41 1.05 0.19 0.47 1.00 0.62 303 P4 P4 415 7.42 3.74 1.30 1.30 16.35 2.77 4.79 4.79 4-79 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 Ext F4 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Stairl 467.6 10.0 10.0 1.00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 42.7 42.7=L eff. 7.08 9.10 3.27 4.10 EVw;,,d 16.182VEQ 7.37 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 31 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 7.10 kips Max.aspect= 3.5 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 23.28 kips Min.Lwall= 2.61 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 Ueun, OTM ROTM Unet Usun, U.,,. (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B4 135.1 9.3 12.0 1.00 0.40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.98 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5a* 93.76 6.5 15.3 1.00 0.40 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 2,36 Ext B5b* 46.88 3.3 9.3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 3.67 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7.84 3.78 3.78 3.78 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar2 275.8 33.0 33.0 1.00 0.40 2.37 8.47 0.32 3.87 1.00 1.00 127 CONCRETE 328 38.32 196.02 -4.88 -4.88 99.06 145.20 -1.43 -1.43 -1.43 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 EVwind 23.28 `_'VEp 8.34 Notes: * denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 32 of 45 . JOB#: 15238_3 ABD_DL ID: R3ab w d1= 300 plf V eq 2986.7 pounds V1 eq = 1784.2 pounds V3 eq = 1202.4 pounds V w= 5478.9 pounds V1 w= 3273.1 pounds V3 w= 2205.8 pounds v hdr eq= 134.2 plf •H head = A v hdr w= 246.2 plf 1.85 v Fdrag1 eq= 241 F2 eq= 162 Fdrag1 w= , ,1 F2 ,- 297 H pier= v1 eq = 155.2 p/f v3 eq= 155.2 plf 6.5 v1 w= 284.6 p/f v3 w= 284.6 plf feet H total= 2w/h = 1 2w/h = 1 11.32 Fdrag3 eq= F4 e.- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 1 2w/h = 1 P6 WIND I H sill= v sil/eq = 134.2 plf 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 * UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 .4 o, 4 0.4 Hpier/L1= 0.56 Hpier/L3= 0.83 L total= 22.3 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 33 of 45 JOB#: 15238_3 ABD_DL ID: Blab w dl= 150 p/f V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds ► v hdr eq= 66.1 Of •H head = A v hdr w= 146.8 Of 1.08 v Fdragl eq= 582 F2 eq= 146 A Fdragl w= 91 F2 ,- 323 H pier= v1 eq= 102.5 p/f v3 eq = 102.5 Of 5.0 v1 w= 227.5 Of v3 w= 227.5 Of feet H total= 2w/h = 1 2w/h = 1 9.08 . Fdrag3 eq= : F4 e.- 146 feet A Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq = 66.1 Of 3.0 EQ Wind v sill w= 146.8 Of feet i OTM i 6617 41309 R OTM 64868 48050 UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 4 0 4 0.4 0 Hpier/L1= 0.31 Hpier/L3= 1.25 L total = 31.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 34 of 45 . V eq 1025.1 pounds V1 eq = 512.6 pounds V3 eq = 512.6 pounds V w= 2274.7 pounds V1 w= 1137.4 pounds V3 w= 1137.4 pounds ► v hdr eq= 93.2 plf H head = A v hdr w= 206.8 plf 1.08 `, Fdrag1 eq= 280 F2 eq= 280 A Fdrag1 w= :-0 F2 .- 620 H pier= v1 eq= 205.0 plf v3 eq= 205.0 plf 5.0 v1 w= 454.9 plf v3 w= 454.9 plf feet H total= 2w/h = 1 2w/h = 1 9.08 Fdrag3 eq= :1 F4 e.- 280 feet A Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 93.2 plf 3.0 EQ Wind v si//w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 v v UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 0.41 to Hpier/L1= 2.00 41 0 Hpier/L3= 2.00 L total = 11.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 35 of 45 JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq = 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds ► v hdr eq= 88.4 plf •H head = A v hdr w= 196.1 plf 1.08 v Fdrag1 eq= 338 F2 eq= 237 A Fdrag1 w= •0 F2 .- 525 H pier= v1 eq = 201.0 plf v3 eq = 239.3 plf 5.0 v1 w= 446.0 plf v3 w= 446.0 plf feet H total= 2w/h = 1 2w/h = 0.84 9.08 • Fdrag3 eq= .: F4 e.--- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq = 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet 1 OTM 9308 zu000 R OTM 9083 6728 UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 '.4 Hpier/L1= 1.67 Hpier/L3= 2.38 L total = 11.6 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 36 of 45 JOB#: 15238_3 ABD_DL ID: B2ab w dl= 300 p/f V eq 975.4 pounds V1 eq = 487.7 pounds V3 eq = 487.7 pounds V w= 2148.9 pounds V1 w= 1074.5 pounds V3 w= 1074.5 pounds ► v hdr eq= 79.9 plf ► •H head = A v hdr w= 176.1 plf 2.19 v Fdrag1 eq= 280 F2 eq= 280 A Fdrag1 w= : 6 F2 .- 616 H pier= v1 eq= 187.6 plf v3 eq= 187.6 plf 5.0 v1 w= 413.3 plf v3 w= 413.3 plf feet H total= 2w/h = 1 2w/h = 1 11.32 v Fdrag3 eq= :i F4 e.- 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 79.9 plf 4.1 EQ Wind v sill w= 176.1 p/f feet OTM 11041 24326 R OTM 20093 14884 T UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 10-1 1 Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 37 of 45 JOB#: 15238_3 ABD_DL I ID: B3ab w d1= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds v hdr eq= 86.1 plf -- •H head = A ! v hdr w= 189.6 plf 2.19 v Fdrag1 eq= 671 F2 eq= 361 A Fdrag1 w= -79 F2 .- 796 H pier= v1 eq= 189.3 plf v3 eq= 189.3 plf 5.0 v1 w= 417.1 plf v3 w= 417.1 plf feet H total= 2w/h = 1 2w/h = 1 11.29 Fdrag3 eq= • F4 e•- 361 feet A Fdrag3 w= 1479 F4 w= 796 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 86.1 plf 4.1 EQ Wind v sill w= 189.6 plf feet OTM 21376 47095 in 11TRA CAAC/lA/1000 1A lJ I IVI JYYJU YUJJJ iv UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 4 4 I,4 Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 38 of 45 180 Nickerson St. CT ENGINEERING Suite sp2 I N 0. Seattle,WA �j�. J /' 98109 M1 Project: ` F — us P. GA AG Date: (206)285-'1512 FAX: Client: Page Number: (206)285-0618 LA Nita L - GrGt SLAB Lit` CON.C, ToN,IN 6 LIS WctAk , CIO')(2J3`) 4//at)(ISO put' ) 2.o)goo vGA L 0.140 1Ak r2 t co.mo)( a , oc . ) 4 2/`1004 Ufa (24 OOu�Z,) �OO N/i SAY PJ'NCtnwALL TiP, AT GARACsE 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 39 of 45 Structural Engineers Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear1°•'i(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loadingla,b•c�31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of openingper wind design min 1000 lbf for single or double portal on both sides of opening 1 t 4 = opposite side of sheathing Pony - _ _ I wall al. height • r h ▪ • • . Er: a Fasten top plate to header • . . Min.3"x 11-1/4"net header k V I with two rows of 16d steel header not allowed ° -, j sinker nails at 3"o.c.typ l. .`,1 Fasten sheathing to header with 8d common ori Min. wood structural 12' galvanized box nails at 3"grid pattern as shown panell sheathing max .� / total : —Header to jack-stud strap per wind design. ` wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges . /i.. shall occur over and be 10' •''Min.double 2x4 framing covered with min 3/8" •• nailed to common blocking max .:: •!. thick wood structural panel sheathing with . '• within middle 24"of portal _._ _ , height . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each • panel edge. P^ Min length ofpanelper table 1 •° h 5 9 °, - 0 Typical portal frame p a construction 1' Min(2)3500 lb strap-type hold-downs `" V w , . (embedded into concrete and nailed into framing) Min double 2x4 post(king e. v and jack stud).Number of ° e t,„'•j Min reinforcing of foundation,one#4 bar _6° lack studs per IRC tables � °i° • top and bottom of footing.Lap bars 15"min. �°° R502.5(1)&(2). ii Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down • slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 40 of 45 180 Nickerson St. CT ENGINEERING Suite 302 ^":::171:771 / njR 7 Seattle,WA t/ ' I/3Cl l� .YI .kile�C Pilin--- 98109 Project: Date: (206)285-4512 2.--(31"15/,3 2 C U55G 2)3q.5',6%5�) FAX: Client: Page Number: (206)285-0618 o, CISH b V n-:-AsVei-q/,) J . L , A—E-7; cf e / e digr '=4 -7' A\,50 ® ` X - g'` X 16`` 12" X i2(( (�rt1u �- 1 �V � -70 - A� 81%446) enm , 0[ ----- (_2 X0,2 _ -(. Q. 6 j;vl g, (0(02 _ ` 0. 12 ‘5 0 (14 (WZ 3 4.1Z) z roti (6o 4 - '5J-2— P„ (-1)(,2)1/ ,L8 .- 1 ) 66 °I,4- ) • 4-) _ q 3, (es K,11 1-• AtP))11 Go`' ) o 5( ' s X Ccs M w/(2) II4- of= 0, (.5uw, Tb 12,,x1<Z )A-7 Rvi 112. 84-4- i',h 1M b) ., i i _ 1 BAIL ep VrYDS .3 . kaL�. c -: 0,c)o 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 41 of 45 Structural Engineers • Titlle: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: L. Square Footing Desi n _ Page 1 1 15238_riverterrace 3abd.ecw:15238-B Description 15238-ABD- FTG1 General Information Dead Load 0.900 k Footing Dimension 1.330 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 3.000 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 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.33ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.70 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 42 of 45 r 1 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238_nverterrace_3abd.ecw.15238-B Description 15238-ABD-FTG2 General Information Dead Load 3.020 k Footing Dimension 2.500 ft Live Load 8.060 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 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 0.540 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020 Summary I Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,893.63 psf Vu:Actual One-Way 25.79 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,893.63 psf Vu:Actual Two-Way 98.91 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.37 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 4.69 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 43 of 45 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238_riverterrace_3abd.ecw:15238-B Description 15238-ABD-FTG3 General Information r Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 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 7.750 in As to IJSE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025 % Summary Footing OK 3.25ft square x 11.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,858.83 psf Vu:Actual One-Way 31.36 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,858.83 psf Vu:Actual Two-Way 125.76 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.93 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.54 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 44 of 45 r Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238_garagefloor 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.Oin 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_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 45 of 45