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Specifications (30) �STaOI�- OWt3 5 ck, cLk CT E N G I N E E R I N G Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 Novo 7 2017 Structural Calculations CITY OF TIGARD BUILDING DIVISION Polygon at River Terrace �o PRo Single—Family �GINF, �,� 9 y �' •; so Plan 3A DL—SG �► 4REGfiNA Tigard, OR 22 ,Ne3-N- 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 3A DL-SG_Slruclutal C.lculations.pdf Page 1 of 44 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 3A DL-SG_Structural Calculations.pdf Page 2 of 44 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 3 of 44 19 S9.1 --- --- --- --- RB.a3 RB.a3 R3.a2 • . RB.=1 2)2X11 HDR2)2X10 HDR (2)2X1C HDR (22X10 HDR ir: - - --- " mi --_ JACEN r -_ I • WINDIWS: (1,2 p KI G STUy) ,• a BTWN. L. TRIMMER c I 'o, I ! i � C ck vl I —_ • l. IACCESSI 1 IATTIC I IACCESSI L___I o ' 19 to o... a 0 59.1 x C . NI iii \ z / X RI art 19 ` o % S9.1 ---> 1 ixci L E— O / m \ L ,c C -.-4 A- ----- \ / \ \ ... tir _ r / \\ \ 01 \1 =I 0 / \ \ \ N 1 (yl ---- \ \--- C Pr• o CD al / 1, cr \\ \\ \\ o W x 1 •/ \ \\ \ E-E ,--,'` C.7 0 \\ \ / \> \ \ vnrs 7t '\1 <.`..`.`,.. tE N . 1 ° I I I T r .' (pl.:::2J'4HD} "" k 4 \ (2)2X 0 HDR (2)2X10 HDR / CONTINUE TO RB•a7 RB•a7 / (2)2X10.a HDR ROOF BELOW Sid / _��T�___ _ GABLE ENDITRUSS L L RB.a6 RB.a6 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 4 of 44 Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw:15238-A Description 15238-AD-GT RXNS Timber Member Information 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 i 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 L/Defl 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 5 of 44 Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 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 #/ft 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 <5J n S (OK) 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 Center DL Defl in -0.013 -0.005 -0.005 -0.000 -0.001 -0.017 -0.009 L/Defl 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 L/Defl Ratio 1,787.9 2,989.7 3,297.8 52,892.1 10,975.1 1,459.8 3,122.2 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 6 of 44 Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd.ecw.15238-A Description 15238-AD-Roof Beams (2 of 2) Timber Member Information 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 Data Span ft 3.00 2.00 5.00 4.00 5.50 Dead Load #/ft 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 Reactions @ 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 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 7 of 44 137' (2)TRIM 2134- CI) 8 5182 SR/DSt Q S1.2 GT ABOVE E.A. END I TFH.a3 TFB.a9 TFB.82 0 125x9 r; R HBR VO \ TFB.d2 3 ,al :�= ` --- I r P. A ADJACENT (2) TRIM .o ,'r' \1��I 1 WIN1OWS 1)2X6 KING IS END 1m al ,.._.// I ` I STUD 81W<`. SGL . I a I ii i i / L� —=—-j TRIM ERS, U.N.O. 2 Icj VA, , „ » N 1= 110 o II /I INE4� FIXTJRES Lu ABOVE -6: X O F- Z O L_d m i N • L s9.o r r I - --7 W®a. I o Eu 1'' H N 51.2 P6 E- TF6.a8 �/ TFS.a9 TFS.a10 3.5X14 BIG EEAM FB 3 ICT ' p 3.5X14BIG EA FB 305X14 IG B AM II p .l.H'H—..daF-gf rI'a-�//4A/,' //.:• -'..111"'H.1 - 3 RIM '1 ----- -1-, / . (P6 1 I ® I 1 w z ,- JIII I —TT—J O x� ` �" f" �,— s,,•/. ,,= x,10.,),,.a I I m OEN'FQR STHD14 I STHD 4 I I d- , STAIR FRAM1NG E !< 1 P4 -- I �i �� ST37 : FIXTURES I 2 RIM ,._• ABOVE L ,r� ; , / L -- i MST' �Ir11 I. l I J 1 I r _ l 8#34- I E i x TT t/ STHDI4RJ I 66/4 1 I I TFB.aL2 TFH.all 1 3.D(14 BIG BEAM FB I CP 4_T.._L_I� X-6d1..PR ----•----- - ....—}u- —.1.1--.1.4r//////// ///// ///// //////,✓/ ..,v/.. 9 6 6 STHDI4RJ 1 S9.Q -•.T 0 i S9.0 ,„ I In 1 1� MI Li 1-x .. r•,•11.;. pE� E... _�1>( TFE.a6 I= La .. I-- - 11^ --- --- ®-- --- -- - -- I—N— ;fin _ 5.5 . BI BEA FBCLE LE_ id l\ 1 o a L�DGER H \^ ^.FS.a13 l I Nw i m , . I., •LI: --—. STHD14 I - - - TFE alk u' ;THD14 m, _ ^\ur �.1.:_ I al" O AM lC! - 1 1 MANUFACTURED ROOF P3 �I .1ui.� TFB. 21 �--f- ` ---' TRUSSES ® 24' O.C. -- TFB a2 CONT. ROOF SLOPE LEDGER TO UPPER ROOF MANUFACTURED ROOF TRUSSES 0 24" 0.C. 15238_2017 10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 8 of 44 Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238_riverterrace_3abd.ecw:15238-A Description 15238-A-Top Floor Beams(1 of 3) Timber Member Information TFB.al TFB.a2 TFB.a3 TFB.a4 TFB.a5 TFB.a6 TFB.a7 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 uglas Fir,24F- Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fir,No.2 V4 Larch,No.2 2.2E Fb-Basic Allow psi 2,400.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,800.0 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 Span ft 7.00 3.00 5.00 3.00 4.50 11.50 3.00 Dead Load #/ft 200.00 200.00 200.00 110.00 110.00 165.00 75.00 Live Load #/ft 400.00 400.00 400.00 160.00 160.00 410.00 125.00 Dead Load #/ft 300.00 300.00 270.00 75.00 75.00 270.00 Live Load #/ft 500.00 500.00 450.00 125.00 125.00 450.00 Start ft 3.500 End ft 7.000 5.500 Point#1 DL lbs 1,639.00 1,312.50 1,518.70 LL lbs 2,731.00 2,229.10 2,551.20 @ X ft 3.500 4.800 5.500 Point#2 DL lbs 150.00 LL lbs 250.00 @ X ft 6.000 Results Ratio= 0.9953 0.4725 0.9988 0.1586 0.3569 0.9747 0.0675 Mmax @ Center in-k 165.27 18.90 53.84 6.34 14.28 334.33 2.70 @ X= ft 3.50 1.50 2.60 1.50 2.25 5.47 1.50 fb:Actual psi 2,388.7 441.8 1,078.7 148.3 333.7 2,924.1 63.1 Fb:Allowable psi 2,400.0 935.0 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 174.5 55.4 113.0 18.6 38.0 218.7 7.9 Fv:Allowable psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,782.00 750.00 1,227.50 277.50 416.25 2,942.74 112.50 LL lbs 3,203.00 1,350.00 2,214.16 427.50 641.25 5,691.28 187.50 Max.DL+LL lbs 4,985.00 2,100.00 3,441.66 705.00 1,057.50 8,634.02 300.00 @ Right End DL lbs 2,307.00 750.00 2,435.00 277.50 416.25 2,108.45 112.50 LL lbs 4,078.00 1,350.00 4,264.94 427.50 641.25 4,299.92 187.50 Max.DL+LL lbs 6,385.00 2,100.00 6,699.93 705.00 1,057.50 6,408.37 300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.070 -0.004 -0.020 -0.001 -0.007 -0.117 -0.001 L/Defl Ratio 1,202.2 10,162.1 3,028.3 27,465.2 8,137.8 1,181.6 67,747.5 Center LL Defl in -0.123 -0.006 -0.036 -0.002 -0.010 -0.225 -0.001 L/Defl Ratio 683.7 5,645.6 1,684.4 17,828.3 5,282.5 612.2 40,648.5 Center Total Defl in -0.193 -0.010 -0.055 -0.003 -0.017 -0.342 -0.001 Location ft 3.556 1.500 2.540 1.500 2.250 5.612 1.500 L/Defl Ratio 435.8 3,629.3 1,082.4 10,810.8 3,203.2 403.3 25,405.3 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 9 of 44 Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw:15238-A Description 15238-A-Top Floor Beams (2 of 3) Timber Member Information TFB.a8 TFB.a9 TFB.a10 TFB.all TFB.a12 TFB.a13 TFB.a14DNE Timber Section PrlIm:3.5x14.0 PrlIm 3.5x14.0 PrlIm:3.5x14.0 5.5x14 Prllm:3.5x14.0 5.5x19.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 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 'Level,LSL 1.55E 'Level,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 GluLam Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No Center Span Data .ter „>vgmrd• ,Mr',: :<,. .. .,, „_„ �,z,v ..., Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 180.00 200.00 132.50 90.00 Live Load #/ft 640.00 640.00 640.00 480.00 510.00 220.00 240.00 Dead Load #/ft 300.00 75.00 Live Load #/ft 500.00 125.00 Start ft 7.000 End ft 9.500 Point#1 DL lbs 1,029.00 1,612.50 LL lbs 1,337.00 2,687.50 @ X ft 10.750 3.750 Point#2 DL lbs 110.00 LL lbs 292.50 @ X ft 12.750 Point#3 DL lbs 2,862.40 LL lbs 4,712.90 @ X ft 9.500 Point#4 DL lbs 1,188.00 LL lbs 2,058.80 @ X ft 9.380 Results Ratio= 0.8392 0.3588 0.1788 0.9086 0.1963 0.9834 0.1789 Mmax @ Center in-k 223.08 95.37 47.52 483.64 52.18 799.65 7.15 -- ft 6 co 4 25 3.00 10.72 350 9.41 ______ 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,691.9 456.4 2,294.1 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 2,962.8 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 49.8 133.6 51.1 154.1 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 Reactions @ Left End DL lbs 1,560.00 1,020.00 720.00 2,156.80 700.00 4,334.58 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,140.54 1,785.00 7,248.94 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,297.34 2,485.00 11583.52 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 2,292.20 700.00 4,308.32 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,316.46 1,785.00 7,272.75 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,608.66 2,485.00 11581.07 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 10 of 44 Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238_averterrace_3abd.ecw:15238-A Description 15238-A-Top Floor Beams (2 of 3) Center DL Defl in -0.124 -0.023 -0.006 -0.280 -0.009 -0.170 -0.001 L/Defl Ratio 1,254.8 4,488.9 12,762.8 813.2 9,644.7 1,131.4 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.625 -0.022 -0.285 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 364.8 3,782.2 674.5 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.905 -0.031 -0.454 -0.004 Location ft 6.500 4.250 3.000 9.576 3.500 8.128 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 251.8 2,716.8 422.6 9,586.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 11 of 44 Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Timber Beam & JoistPage 1 15238_riverterrace_3abd.ecw-15238-A Description 15238-A-Top Floor Beams (3 of 3) Timber Member Information TFB.a15 TFB.a16 TFB.a18 TFB.a19 TFB.a20 TFB.a21 TFB.a23 Timber Section Pim.3.5x9.5 2-2x10 PrIlm:3.5x14.0 PrIlm:3.5x14.0 PrIlm:3.5x14.0 2-2x10 4x10 Beam Width in 3.500 3.000 3.500 3.500 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 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 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 Manuf/Pine 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 75.00 30.00 128.80 75.00 200.00 Live Load #/ft 160.00 125.00 125.00 80.00 210.00 125.00 400.00 Dead Load #/ft 127.50 125.00 170.00 70.00 195.00 270.00 Live Load #/ft 212.50 200.00 320.00 85.00 325.00 450.00 Start ft 8.500 10.500 End ft 6.000 11.000 0.500 Point#1 DL lbs 1,917.40 1,802.30 1,279.40 2,338.00 1,312.50 LL lbs 3,340.50 2,846.60 2,041.20 3,899.00 2,229.10 @ X ft 2.000 12.000 8.500 4.500 0.500 Point#2 DL lbs 2,677.00 656.20 LL lbs 3,665.70 1,102.10 @ X ft 4.500 2.900 Results Ratio= 0.6352 0.4922 0.5721 0.3429 0.5514 0.0675 0.4355 Mmax @ Center in-k 77.75 19.69 152.08 91.14 146.58 2.70 23.47 @ X= ft 2.00 2.50 11.25 8.49 4.49 1.50 0.56 fb:Actual psi 1,476.8 460.2 1,330.2 797.2 1,282.1 63.1 470.3 Fb:Allowable psi 2,325.0 935.0 2,325.0 2,325.0 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 152.1 49.4 155.1 93.2 111.7 7.9 46.4 Fv:Allowable psi 310.0 150.0 310.0 310.0 310.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK _____ OK Shear OK Reactions @ Left End DL lbs 1,434.70 500.00 854.49 456.57 1,802.27 112.50 1,539.37 LL lbs 2,415.25 812.50 1,397.04 904.87 2,846.65 187.50 2,700.57 Max.DL+LL lbs 3,849.95 1,312.50 2,251.53 1,361.44 4,648.92 300.00 4,239.94 @ Right End DL lbs 1,434.70 500.00 2,035.31 1,187.83 4,993.63 112.50 1,164.33 LL lbs 2,415.25 812.50 3,262.06 2,058.82 7,660.55 187.50 2,055.63 Max.DL+LL lbs 3,849.95 1,312.50 5,297.36 3,246.66 12654.18 300.00 3,219.96 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.015 -0.011 -0.140 -0.040 -0.018 -0.001 -0.003 L/Defl Ratio 3,214.2 5,487.6 1,240.5 3,309.9 3,630.2 67,747.5 12,296.8 Center LL Defl in -0.025 -0.018 -0.227 -0.072 -0.028 -0.001 -0.005 L/Defl Ratio 1,890.4 3,377.0 767.3 1,832.4 2,341.4 40,648.5 6,841.5 Center Total Defl in -0.040 -0.029 -0.367 -0.112 -0.046 -0.001 -0.008 Location ft 2.000 2.500 7.772 5.984 3.014 1.500 1.392 L/Defl Ratio 1,190.3 2,090.5 474.1 1,179.5 1,423.4 25,405.3 4,395.8 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 12 of 44 r 6X6 I-.1. FOST 6XE P.T. PUST ‘[It_/P.T, 6xE. Igfia3 MFB.a3 • Ex6 F7 P06T hl aCOo 00 C22 �j NP,�de 2X LEDGER 8 P4 S1.2 2 SIMPSON DTT2Z- P4 GT ABOVE STHD14 THI14 S 14 — hSFB.a2 D14RJ SDS2.5 (1 IN, 1 OUT) I��I u O u s 52)2X10 HDR 2`2X10 ----- TO DBL 2X8 JOIST TO Iwo .`" „,�, ;; ,_ :;: — � � 2 2X10 HDR, =• -�`��\ v INTERIOR RIM/JOIST © �5.5xS. 13 4M HDR A i ADJ/"ENT INDOWS: © © OO WITH WEB STIFF; (1;.X6 K VG STJD BE WN. EGL 10/S6.2 1., T IMME'S, U.N,O. £' s, i ci o cv aio a P4111111) EL- u_ ir POST tLB.a) Vas MSS.a10 14E .a8 5X11.875 L JL FB 3. 11.87 VL =B 3.5X11.875 L JL FB U-- -�- { l J —Hi—-II N-�F-H H M 1� .. - --offt -L FB ,�I _1 ,- I 676 POST ico-- , i FURM .,.../ I L J ABVD Q �" N ,� I �r r '"' I P' ( , STAIR I I I I f I-: •Mt/,1/ POST 1FRAMING 1 J 5 �\ 1 P4 ABOVE Ix.J, I STHD14 STHD14 B( 6HDR 0I N t_, Dd a r SP-ID 4RJ STd4R,1�rx 1 V P4 FIXTURE ex--S HDI4RJ \ f BOVE I BEARING I-JO ST BLOCKIN 3 r \I 2 WALL ABOVE \ A POW( WALL SLAB ON GRADE L_ WALL r'�' •a7 r----I '1 B�a� , 1 B.aLI 1 1 1 1 L__ SEE FOUNDATION PLAN (A6) ccxr_.cc._ccc:=i: c I 4x8 HDR I I6x8 HDRI 14x8 HDR L, yrTHD14RJ -JpT L--- POST ---4x4 POST oa I N 0 PONY WALL T® I 12, O r 1 1 1 L J I I J _ I ,_ I STHD14 1 STHD14 r f r U 1523:O.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Str ctRit` Cafrohatirmg- ---J r I Paige 13 of 44 L Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_3abd.ecw:15238-A r Description 15238-A-Lower Floor Beams(1 of 2) Timber Member Information 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 Prllm: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 Center 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 Point#2 DL lbs 786.60 LL lbs 1,311.10 @ X ft 3.000 Results Ratio= 0.7093 0.8203 0.5103 0.0244 0.6485 0.2070 0.8302 Mmax @ Center in-k 176.05 32.81 26.31 4.59 138.71 8.28 29.78 @ X= ft 3.00 2.50 3.50 1.75 3.87 2.00 2.37 fb:Actual psi 2,128.0 767.0 510.3 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 186.6 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 4,714.45 687.50 343.00 262.50 1,625.42 395.00 570.00 LL lbs 8,923.55 1,500.00 910.00 175.00 4,333.50 295.00 1,520.00 Max.DL+LL lbs 13638.00 2,187.50 1,253.00 437.50 5,958.92 690.00 2,090.00 @ Right End DL lbs 2,742.95 687.50 343.00 262.50 1,568.38 395.00 570.00 LL lbs 5,443.55 1,500.00 910.00 175.00 4,181.90 295.00 1,520.00 Max.DL+LL lbs 8,186.50 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 Center DL Defl in -0.037 -0.015 -0.016 -0.001 -0.025 -0.004 -0.015 L/Defl Ratio 1,969.3 3,990.9 5,215.6 76,958.4 3,131.9 10,853.5 3,687.6 Center LL Defl in -0.071 -0.033 -0.043 -0.000 -0.066 -0.003 -0.041 L/Defl Ratio 1,013.5 1,829.2 1,965.9 115,437.6 1,174.6 14,532.7 1,382.8 Center Total Defl in -0.108 -0.048 -0.059 -0.001 -0.091 -0.008 -0.057 Location ft 2.952 2.500 3.500 1.750 3.302 2.000 2.375 L/Defl Ratio 669.1 1,254.3 1,427.7 46,175.0 854.2 6,213.3 1,005.7 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 14 of 44 Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 ,. A9T 15238_riverterrace 3abd ecw:15238-A Description 15238-A-Lower Floor Beams (2 of 2) Timber Member Information ter.•%' 5r;. //dlbYii¢*aseur;�i.44' yi „isz,;,z,,,„>o, r -„> r,H��',riri;.,. ',"r,7.;,; „H" iax;, e'.•a +i MFB.a8 MFB.a9 MFB.a10 MFB.all 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 .. ,;s, :xn,W,,;-yrs/ •.^;;,:i.�+�'a r r%//,a,450' ,;,.:,,;�.. r s,,,,,., 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 fir: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 Reactions Rar n T ,,.,r;;,r1/�a .✓//3Nz,:{: '',,.-i'..50 ,.e.�v kte:, y,SiSYP - @ 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 UDefl 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 UDefl 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 UDefl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 15 of 44 r 37'-0" { 20'-10" { ''` 16'-2• if 4/ 4-11 4 7-6Y4 7'-6Y• 5 •1 0 1 •,. .1... r I I 24"X24"X12" FTG � L_J W/(3)#4 E.W. TYP. - OF 7 �}_�:�_—_—_�® I ON 1 0 I 10 I L_J ,,,., L_J L_J N 3W' CONC. SLAB I - -10'-W 1 '? . T.O.S. r"---111'-2Y4 " 5'-0" 4a•-7Y4 . L J I-9'-53'e" I J i © T.O.S. P4 _ STHD14 STHD14 STHD14 e STHD14RJ yiriiiriiiiiiiiiii////rirr z/rA /////iiiiiiiicyiiiiiiiiiiiiiiiiii// //iiiiiiiiiiiiii////.4 o a I ---- -{ r 1 0 I 1 2x4 PONY "' - 3H 1'I I I-9'-3WI WALL °� • I 1-6'-111191 I-6'-111461 • o In I L. eI 5'-23/4" i 6'-3" 6'-3" 6'-3" 6'-3" 5'-234 ry. I I 18"SQ. FTGx10"t I� II I I-t1 rtCT P(2)U.N.O. BOT r, 4X8 HDR r 1 I t1 r1^ 1 J L_J " L_J CS2 L_ L_J L_J L) .O >°`TG1 • I-4'-1111 - . 4' 11 §" • n n 0 ..„________EN -s'-i1'1 — • BASEMENT - FINISHED FLOOR I-2'-111§"I • o • I-2'-i1161 m e o 6-7y- 6-96-2 ' 5-g ' 4-6Y2 __,Tn to fi30"SQ. FTGx10" r 39" SQ. FTGx11"r 30"SQ. FTGx10" I 39" SQ. FTGx11"+ BEARING WALLr L W/(3)#4 EW BOT7, W/(4)#4 EW BOTT�_ W/(3)#4 EW BOTT W/(4)#4 EW�IQTI I__1 ABOVE , ,______4 1 6x6 POST i-I®i 6x6 POST 1 -I I CS.b2 4X8 HDR tr7777.1 2 I I T i r-I- 0...4. — Cs.b4 1_11„ • t ill-V-21'6"I L_-J I I I 1 Alli 1 I L_-J L O r- 2x4 PONY L FTG3 j L___J - - x6 POST., I a s L WALL I FURN 1 , (2)18 SQ. F I ' n ABV. FTGS W (2) -1 I-1'-2146"I I • riiiiii//hili i,,zwz/iriiii wz.v,iiii i ii ;,/,/iiiiii/14. w.2,4,iiiiiiiiiiiiii2 I #4 EW. :*TT. I r—r0 —. T IPOUR TOGE ER I r t , I MIN. 24"X30" ' '04. I -2W I ® 18 CRAWL SPACE -- - 2x6 PONY STHD14 dp STHD14 T.O.S. ID4 _2�GEa�tlA7L7j _ I-1'-21.6"I WALL J Lo __. st r_-� I I S 14RJ 521411.:JP 19'-6y' I 20 -- 1 /1/—STHD14 ., I .6- 4 4'-iiY6 04 '- �/�t1 11 FIXTURE " I 1 BEARIdG WALL' 1 ' ABOVE 334" CONC. SLAB L-1 1- 6x6 POST - r r 1 Pa SLAB SLOPES 375" I- - - I�, I I 1 :.I J_—_—_ FROM BACK TO APRON g a-^+-- -=J-- ---- •-- , N ® I 4x8. 1,- I.. 0 I4x8 HDRI 14x8 HEAL., STHD74RJ , e VERIFY GARAGE SLAB HEIGHT L J ---'' 2Y6- ° • I -2Ya" I WITH GRADING PLAN 30X30 X " e /f4 EA W10AY' INSTAll eee e .1 .'.' OPERATED • 1 -.. .p I.. 1 S6AT &SPA .0 I -214" 1 • 1 ® 1.' n I -2V4'-1 WALL _ T 1 // T.O.S. 3x175 BLOCK OUT I I 1 I 4 I _8• I ®STEM WALL TYP. r 1 1 1 F-L?FIRSI HNISHLD 1. 1 I I ,,T o FLOOR. 1 1818 -2Y4" 56.1 1 I-0'-5"I I I 1 56.1 - `- _ -J-- I T.O.S. I 1 3 1 _. I 1 YI a o1 I DTI 1•_.2y8".1. --J. < • rt, } 314" C ON C.�, !'I 1 r_ 1 STHD14 Q STHD14 I 1PORCH SLAB a1 L____._J J� 0 -� ( --- -i ' --- F P3 L J I -, j 10 5238 2017.10.18_RT SF_Suspended Garage_Plan 3A DL-dG_Stractaral-C-aIcuIat-oi .pdf ss.o Page 16 of '-10)/ 16'-r '-1oY2 6'-4" 5'-634" 5-1y• Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238:nverterrace 3abd.ecw:15238 A - _r ,;, :.�.� rT,e . :war ,• .,m Description 15238-A-Crawl Space Beams Timber Member Information CS.al CS.a2 CS.a3 CS.a4 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 Data 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 0.7015 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 fv: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 ©Left 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 ©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 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 17 of 44 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 15238_garage floor framing.ecw:Calculations lF,., •ry,, ,a hAo- ...,.;.:- ,,,//iH., sit Description GARAGE FLOOR FRAMING Timber Member Information C. 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 ReactionsJ @ 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 69 1,c0940 71A 75 1,507 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 18 of 44 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,=Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 So,=2/3*SM, SD,= 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 Seo= 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 3A DL-SG_Structural Calculations.pdf Page 19 of 44 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) SD1= 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) 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=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=5D1/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*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 S1>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, *hXk 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 20 of 44 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 Width= 37.0 45.0 ft. Basic Wind Speed 3 sec.Gist= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS3oA= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 Ps3o o= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kz = 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 X*Kn*Iw*windward/lee : 1.38 1.38 ps=X*Kzt*I*pop= (Eq.28.6-1) PsA = 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps o= 16.28 16.28 psf (Eq.28.6-1) PSA and C average= 26.8 26.8 psf Ps B and o 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 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) 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 21 of 44 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(SS) 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(SS)= 23.28 kips kips' 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 22 of 44 Design Maps Summary Report 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/IFI ti0 — I saoar " Beaverton 1t1 qsE) 4ei r' 1 atk e o � r� -€3 cake Oswego 4 )1, CCR ;t ,sc'vDRk€n Gsr 1 . FR Ck Tillati# . r: m U : _...._ Q15 MapQuest data @ II�a�Quest USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g SDi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum0,50 Design Response Spectrum 1.100 so 0 72 0,R0 0.5 4 €x,11 L. G 4Si e 40 is Ul �.sa a.-3,2 0 22 _1 €i11 C,0 .._ ..,.. . . _ G.73 fl.2u fl.A fl. Perifl. od1., T 1.(cmac)1.ffl 1. . Y. SD 2_00 Period,T tc 0.0 0.rv...0.40 0.50 0.00 1_flt 1_ 1.40 1.50 1.00 2:00 c) fl Although this information is a product of the U.S.Geological Survey,wet 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 23 of 44 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... m® /r ..... _ „„:, ,,,,, i ;. . : Bla Blb 11 , . 7 0 L , 3 ,:: H ...k ,.._ ,,, r 11111111 / f.- , 0 0 _ Rla fi ..... , 1 L__....1 gLl J 1 L F2a F2b \MST37 MST37 fi Fla Fib m® 0 ' MST37 MST37 IDB ® l 51.2 1 5238_201 7.1 0.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 24 of 44 FxB .. P,P .. ` P.i ere HD � 75 PLP I Miibrandt A I t h i f 2 1 5 �s w grillidnh E(�'Nrtio 1 .,�.' ar Aa 0� el m o'iSON 017122- .,,,:w,. GT AB. s e:zzzx o rv.R � au+l m ni;;. 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PeL I , IF i.ROOF OF Vil.t C.U.N.O�ED ROOF iRU.SESMANUFACTURED ROOF ZIPPER O TRUSSES 0 ABBREMALpNS N'0 D cu SF RS FFusHe aNF ASN ROOF FRAMING NOTES THE SHEARWALI'.,S HAVE THE SAME 0 T NOR HEADER-SEE IMP nP.u.N.o. I.olem,rorry,gvedDe.m em morn s° LABELS POR. PLANS 3A 3P and 3D `«C GR OS AG STRUT TRUSS z„I mm.X:I.mwmmane•.+rrAPn MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PIAN& Cl. OT GIRDER TRUSS +u wm�N"�� Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN a o «e NISEE aHEEr e,.O ,.less naa°°ar to r...0S..,OU.,co na ` V F cAnl FO:i ap:gm end aae:A....Hzv,::n.0 a°n`A y > o aN : ESD'M aL�D, m t.toms U.N.O.nings a«erC".a 010.0900 >o g •x�TRUSSES edges end over 3.NH roof show ,em., °..N Told. LL P g .DRADm r u 0 .m.:..,:Rehr, A e X• Z C 2w�ie:N"o°°°°'u" • C. :En uN.oWen 00.1 �CSTRUCTURAL BEAN W59.0 for _ Ms NWT.aro not below end nPI Hn.:.,.oa...mge.. a 2. t STICK FRAMING Deriders beams b Ober tor51.0,1,10N w 7.Mere pos.occur prcorde Odd w...O.. O .1%W LL lls NT Isa a or 11. "N PAN B.Rehr to raDSST.a .X Ea OR/1 OF BUNDLE „lee XF, 15-03 \xxr,.. sE PUTT 13E3 Puu ra lW ba.. Fors HEIOH+i1D�N rmem.nxm.W W SMe,Xe.: m raM..o. ! A8.1 155,20,Ie.18,r B,.,..,a9..r_P.°.. SW.I.C.br..ar m.Oalr.:A S D i,.., ,.—,« 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 Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. Grid ID T.A. Lwali LDL ett. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type OTM RoTM U e Ueum OTM ROTM Line Ueum Ubum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (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--- o 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 Vv,,,d 7.61 VEQ 4.10 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 26 of 44 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 klps 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 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= 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 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 I - 0 0.0 0.0 - 1.00 D.00 0.00 0.00 0.00 0.00 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 RS 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 R6 FS 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 .0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 5.92 7.61 3.27 4.10 1.00 EV„,,,b 13.53 EVEO 7.37 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 27 of 44 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 klps 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 Logy eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Unet usum OTM ROTM Unet Usum Usum (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 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 090 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 090 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 090 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 090 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 090 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 190 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 090 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 090 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00_>,1.00 090 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.0 0 0 too 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 5.94 13.53 0.97 7.37 EVmeld 19.46 EVEQ 8.34 Notes: • denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 28 of 44 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. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. Wall ID T.A. Lwall LDL eff. C p w dl V level V abv.V level V abv. 2w/h v i Type Type OTM Row Unet OTM ROTM Unet US= Usom (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 a* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6-T14 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4:94 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 P61t4 P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 449 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F1 a* 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 6:4-9 Ext Fl b* 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 6,1-9 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 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 6:33 - 0 ,0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 _1,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 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 1813 1813 30.1 30.1=L eff. 9.10 0.00 4.10 0.00 Ew;b 9.10 EVEa 4.10 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 29 of 44 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 LDLeff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Pow Unet Usum OTM ROIM 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* 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 1,000,30 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 6.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4:08 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 6.18 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 Stair1 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 EVwmd 16.18 EVEa 7.37 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 30 of 44 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 Logy ea C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Ueum OTM Row Unet Usum Ua 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 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00_ 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1,00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 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 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 EVw;d 23.28 EVEQ 8.34 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 31 of 44 JOB#: 15238_3 ABD_DL ID: R3ab w dl= 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 p/f ► A H head = A v hdr w= 246.2 plf 1.85 v Fdrag1 eq= 241 F2 eq= 162 A Fdrag1 w= ••1 F2 .- 297 H pier= v1 eq = 155.2 plf 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 v Fdrag3 eq= - F4 e•-• 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 134.2 plf 3.0 EQ Wind v sill w= 246.2 p/f 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 , ►--t OA O. Hpier/L1= 0.56 Hpier/L3= 0.83 L total = 22.3 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 32 of 44 JOB#: 15238_3 ABD DL= ID: Blab w dl= 150 plf 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 plf -- A H head = A v hdr w= 146.8 plf 1.08 v Fdrag1 eq= 582 F2 eq= 146 Fdrag1 w= 91 F2 , 323 H pier= v1 eq = 102.5 plf v3 eq= 102.5 Of 5.0 v1 w= 227.5 plf v3 w= 227.5 plf feet H total = 2w/h = 1 2w/h = 1 9.08 v 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 plf 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 v • UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: Ll= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 ► 4 0 ► Hpier/L1= 0.31 Hpier/L3= 1.25 L total = 31.0 feet ► 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 33 of 44 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 v Fdrag1 eq= 280 F2 eq= 280 A Fdrag1 w= 6 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 • 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 sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 • T UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 4 ►--t 04 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 11.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 34 of 44 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 --10- A 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 Htotal= 2w/h = 1 2w/h = 0.84 9.08 v Fdrag3 eq= .: F4 et- 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 OTM 9308 20655 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 0-4 Hpier/L1= 1.67 Hpier/L3= 2.38 L total = 11.6 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 35 of 44 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 y Fdragl eq= 280 F2 eq= 280 Fdragl w= : 6 F2 .- 616 H pier= v1 eq= 187.6 p/f 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 Fdrag3 eq= :I F4 e.- 280 feet £ Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq = 79.9 p/f 4.1 EQ Wind v sill w= 176.1 plf feet OTM 11041 24326 R OTM 20093 14884 UPLIFT -824 860 • UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 ---.4 O. ► Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 36 of 44 JOB#: 15238_3 ABD_DL 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 Fdrag 1 eq= 671 F2 eq= 361 A Fdrag 1 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 p/f feet H total= 2w/h = 1 2w/h = 1 11.29 v 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 R OTM 54450 40333 v UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 0-4 04 Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 37 of 44 180 Nickerson St. CT ENGINEERING Suite 302 ��tt I N C. Seattle,WA 98109 Project: RtjF -JU,P. GhtMAGkl Date: (206) (206)285-4512 PAX: Client: Page Number: (206)285-0618 Gm1G e SERB L14 CCS1-LC, To?PI til jugs 1.46A.A. ' t .&)(a ') Cy/,2t)Cls° pt-f ) 2o, VGAL i a.120 1W(0„2 z ta.l2,°)( zo600) z,,toos Ukit. (Z`I 00;�Z) v 6,0 7' .SAY p J'k 001.W 111,1 2.0 T11P, Ar GARAGE • • • 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 38 of 44 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) Shearl"M(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) 1'-10 1/2" 10 (a,b.c Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (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 nota 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 I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening I t : : t opposite side of sheathing Pony 1 wall height . r i Ivil 3"x 11-1/4 ret-teader ji j Fate h tsinksten twotop rowsplaof to l eader c t she)header not allowed _ . sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max , l/ total Header to jack-stud strap per wind design. I. wall Min 1000 lbf on both sides of opening opposite - 1. height side of sheathing. If needed,panel splice edges / shall occur over and be 10 •.Min.double 2x4 framing covered with min 3/8" • J 'r nailed to common blocking thick wood structuralpanel sheathingwith ttt max within middle 24'of portal 8d common orgalvanized box nails at 3"o.c. height ; height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. • nailing is required in each Mr • panel edge. rE Min length of panel per table 1 . Fii Typical portal frame y .t h construction ti Min(2)3500 lb strap-type hold-downs I"` (embedded into concrete and nailed into framing) Min double 2x4 post(king rr. r4 ' 1.- and jack stud).Number of ?, —Min reinforcing of foundation,one#4 bar ° _ ,1., jack studs per IRC tables / top and bottom of footing.Lap bars 15"min. nt Itt, i R502.5(1)&(2). ks t 1 / 4 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down \\._ device(embedded into ingoomo '6-• slab shall be permitted at door openings. Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 39 of 44 180 Nickerson St, CT ENGINEERING Suite 302 Project: -gym L e .3R d* mAL- P — Seattle.W� Date: 98109 (206)285-9512 23 .3 2 D55 C 2 ,q5,&...,5,-2) PAX: Client; . Page Number: (206)285-0618 fL: 31,-21 I 619CV I oCSSe n=A-S-Vel—q/L) i AL4" 6\ 5(1 g`` X C6`` )Z" X l- kms+ fx517Ditil 15FL r•Z171V6 • , E. 8603llte) (z)(0,2 )(0,-6/60) 0, 32 (5 (WZ3)(1Z) V = 2 69,1 000 - - 8:z • N z ())(,2 J 1�6 e — �-- _ 66 ,°,x- Y. q;, 60,5 ) = 5` ' X1( , 1,0/(2) i 4- ot_ ©, 8°u LUV, 2 /2,,01 A 112. q4I M U'D)A)6 �y- I vv n 15238_2017.10.18_RT SF Suspended Garage Plan 3A DL-SG_Structural Calculations.pdf Page 40 of 44 Structural Engineers Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: Square Footing Design Page 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 % Summary1 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 41 of 44 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 pdfc 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 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 42 of 44 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square FootingDesign Page 1 a 9 15238 r verte race 3abdecw 15238-B Description 15238-ABD-FTG3 General Information 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 ReinforcingI Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE 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 11.0in 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 Altemate 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_2017.10.18_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 43 of 44 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238 garage- floor framing.ecw:Calculations '4r ,,a' _ '_ ,.... ,n,%H.,,, ".:';. .yFypF..,_ ,,,,A-,,,., '� 7a,�//,sy6iy,Yes+:n.: 9ae9�Ky./,yY/,Y9�1rd/T EA Description TYP GARAGE FTG General Information �y 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 % LSummary Footing OK 9w 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 Altemate 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 3A DL-SG_Structural Calculations.pdf Page 44 of 44 CRosebUr J1 MAIN 10-12-15 12:58pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEnginc 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 'f` 18 3 0 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368p1f) 177#(110p1f) 2 589#(368plf) 177#(110plf) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.'4 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON �.y,,,,�,,,� EWP MANAGER St O++g-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 r4J3 BASEMENT 10-12-15 Roseburg 12:57pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 1h t / 'I / / 7 3 0 9 5 0 9 7 0 9 0 0 0/ 2630 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 221# -- 2 7' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 665# -- 3 16' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 769# -- 4 26' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 279# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 179#(134p1f) 42#(31plf) 2 524#(393p1f) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165p1f) 59#(44p1f) Design spans 7' 0.375" 9' 5.000" 9' 4.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.'# 2820.'4 24% 16.67' Adjacent 2 D-FL Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" L/999+ 21.82' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners RAMI L HENDERSON l Strong EWP MANAGER i StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS **Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663