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Specifications (17) CnS721-O\ar 00 .�,.. .. . , , - -.6Uc SLS Scc�lQ � CT ENGINEERINGStructural Engineers NOV 1 9 2018 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF T IGARD #15238 Structural Calculations Polygon at River Terrace PRp- ' Single—Family �� ;1N � 60 Plan 3A DL—SG t� OR Tigard, • REG!1N& ��. 21_2 ,10 �� FS GFS\F 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 P h: 425.454.7130 Fax: 425.646.0945 ,5238_2018.02.0b_RT SF_Suspenaea Garage_Plan 3A DL-SG_Structural Galculatlons.paf Page 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: 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 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_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 3 of 44 19 S9.1 ' RB.a3 RB.a3 RB.a2 RB.al 7 ;2)2X10 HDR m IA . r2)2X10 HDR (2)- HDR ( m. X10 FUN .• TYF. A T ADJACEN r �1 • WINDOWS: (1:2X,5 KING STUD o I 3 BTWN. SGL. TRIMMERS C I i o 1 v. RI ro 0 I NI 3 C N I I 7 C r--1 i 122"x30"1 •i I ATTIC I IACCESSI 0 3 L__J C m 2� 19 ro c I • S9.1 AlN - ® K.T \ C- m / = 1 \\ N 4 i o I rd (n / XCY IT -� - ---\ Q N //-/- ------------ -- --- - --------Cjr / \ N \ NI P 7 -ct —/ - \ \- \---- CN b = / i-- \\\\\\\\\\\ \\ \\ ti ro • of " ro / " ro \ \ \ fx x •/-Elf \ \ E . \ ,-1 -17 1 1 ;,,, of N J { { I ! . . t OO (2)2l�, HSR °. • 44-----f= ----19 (2)2X 0 HDR (2)2X10 HDR / RB.a7 RB (2)2X10 HDR CONTINUE TO a7 T___�1„ ___� ROOF BELOW rM I GABLE END' L i_ RB.a6 RB.a6 15238_2018.02.06_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 InformationII 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-BasicAllow 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 Data1111 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 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_2018.02.06_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 Paf8 . 15238_riverterrace 3abd.ecw:15235238-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 11 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%O.S (OK) ReactionsII @ 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 il 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_2018.02.06_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_nverterrace_3abd.eaw:15236-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 Datail 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 1.1941111 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 I Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK11 Center DL Defl in -0.005 0.000 -0.004 -0.002 -0.020 UDefl 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 UDefl 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 3A DL-SG_Structural Caicuiations.pdf Page 7 of 44 137" (2)TRIM 2134" Q P4 8 S9.0fia S11..2 S1. G STUDS S9.0 0 HD2-- F ABOVE M> 1T4R •a3, -:© TF �� ©-< T�B.a2 E.A. ENDa3 . I.2-x.9 G R MDR_�© TFB.a2 it _ TFB_TT____ I � Q r TYP. AADJACENT - (2) IM ''m /,:„--„,..---:1 � I WINDOWS ;1)2X6 KING HIS ND 1_ �_/,- 1 I1 1 I STUD BTW'. SGL m to ' /// ,//i1 L J TRIMMERS, J.N.O. W Ic, Ip .; / i // El N 1= IQ " ,/ .1 r' 1`' E -' FIXTJRES Lu w ABOVE m ---> ma z O0 j :x , J U LL o m� N 3 cri S9.0 1 L -I ,' � �� w® I '..111'; o r w I�' 8 ,_ _ o E N S1.2 P6/ E- - TFB.a8 16 TFBG TFB.a1 0 BI 35X14 BIG BEAM FB S9' Q3.5X EA —_ o3 X1�BG B M ° RIM ,'© —4—f--H------4--H r/ ,�///M +- l ,. N. ill __,__,I, UP --T- I 1.1 X D 4 i< I ' m �PiPEN'FQOR STHD14 STH4 I 7,-'STAIR FRAMff(G E L P4 J I N. r) / SIM \\� ST37 FIXTURES ;. ABOVE It L © MST37 nas I: 114 CO-N 1 ixI r $ - I- E • 661/4" I STHD14RJ �I T B.aL2 • TFB.all ' 3.5X14 G BEM FB 0----L��4.14A1�E Ll�R-------�---r- —m_-i.-Er,,,„ ,,,via//////,iiii//// iiiiiiiir ..a 6x6 STHD14RJ ® S9.Q POST , � I. M [A -I IEl m F IJ x TFB.a6 ©' = u1 El _..___.$4— -- IF 5.5X . BI BEA FB�� I ,may maMi.t_r■■► ,-I LH a' I oaAI_` al sol E TFB.=13 a innL�DGER Alit \ w i ©li ca I STHD14 TFB a ;'THD14 E X r��V�* 41 I '=AM j' aa P31 N • �]., Q' M TFB,•21 MANUFACTURED ROOF P3 �' �� TRUSSES ® 24” O.C. TFB,a2\ CONT. ROOF SLOPE \ LEDGER TO UPPER ROOF MANUFACTURED ROOF TRUSSES ® 24" O.C. 15238_2018.02.06_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 InformationII 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 Douglas 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 r 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 II,, 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 1 @ 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 fioi e= @ 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 1 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_2018.02.06_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 0verterrace_3abd.ecw:15236-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 Prllm:3.5x14.0 Prllm:3.5x14.0 Prllm: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 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 GluLam Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No Center Span Data 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 II Mmax @ Center in-k 223.08 95.37 47.52 483.64 52.18 799.65 7.15 @ X= ft 6.50 4.25 3.00 10.72 3.50 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 ReactionsII @ 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 il 15238_2018.02.06_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 1 _ 15238_riverterrace_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 UDefl 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_2018.02.06_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 & Joist -- Page 15238_riverterrace_3abd.ecw:15238-A 7 Description 15238-A-Top Floor Beams(3 of 3) Timber Member InformationII TFB.a15 TFB.a16 TFB.a18 TFB.a19 TFB.a20 TFB.a21 TFB.a23 Timber Section Prllm:3.5x9.5 2-2x10 Prilrry 3.5x14.0 Prllm 3.5x14.0 Pdlm: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 II 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 111 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 Shear 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 1 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_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 12 of 44 412 I- ;X6 .1. FOSI P.T. PO•I cl _ z. /P. 6x: 1 @,F a3 ME B. Ex6 • ••.T N dco0 ' CO(2: [�� 45_:),(.2 'N 2X LEDGER 8 0 S1.2 2 SIMPSON DTT2Z- I ABOVE SDS2.5 1 IN, 1 OUT STHD14 THS 114 MFB a2 D14RJ ( ) _ _yL0 4 i ©62X10 HDR_ 2 2X10 HDR_ 22X10 AP c INTERIOR RIM/JOIST 7 4 D5.5x<.. E! BdEIAM HDR-yp. A ADJI ENT IND() S: 4 © 0 WITH WEB STIFF; (1)X6 K G STJD BE WN. S L 10/S6.2 TF IMME'S, U.N 0. U _ O N a_7'1 POST NL•'B.al 4.8gV6.5 MFB,al) 3.5X11,875 L IL FB 3. '11.8 S VL -B 3.5X11 875 L/L FB MFB.a8 4 D :. if 875 FBS -7 8X8 POST (m-qN` // 11 FURF / x> \ / I L_ABVD O: STAIR~�FRAMING I POST . \\ ,.c. gg �I STHD14 P4 STHD14 ,5'2x1$HDABOVE © \\` I � �� - _— _. .51H1) 4R STB014R1-/ ,....... � r I P4 FIYTURE ABOVE STHDI4RJ I I BEARING I-JO ST B •CKIN3 r \ II I L- WALL ABOVE A;• G PION WAL 1 SLAB ON GRADE baB.I 11 r-- I I a l ---, Br'arty SEE FOUNDATION PLAN (A6) �.�_�_ 4t-:=_!,:_____ I .c'. I 4x8 HDR I 1 I4x8 HDRIr I4x8 HER L THDI4RJ 6x6 _ 7 r_ JP ST 44 L----POST 4x4 POST o(-? P4 N o 1 Q_N K� PONY WALL -,. 491 4 �O r 1 I I L J I I r J lill I I I STHD14 1-1' I STHD14 ---- F J 1523k231).02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Str ctR1� Ce.....mn� ---J r Page 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 Description 15238-A-Lower Floor Beams(1 of 2) Timber Member Informationil MFB.al MFB.a2 MFB.a3 MFB.a4 MFB.a5 MFB.a6 MFB.a7 Timber Section 5.5x9.5 2-2x10 6x8 PrIlm: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 N: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_2018.02.06_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 15238 nverterrace_3abd.ecw:15238-A Description 15238-A-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 r 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 Reactions ..,. :; @ 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 3A DL-SG_Structural Calculations.pdf Page 15 of 44 37-0" s i 20'-10" 16'-2' 4 4'-11' ' { 7'-64 7'-63/4" 53A" is ,ems, 0I 1 oma_+® I i 24"X24"X12" FTG LL__..1 W/(3)#4 E.W. TYP. an OF 7 fin+ --{_� +® 1 $w I ® I I ® I y^ L_J L_J L_J 31 CONC. SLAB i I-10'-95" I M , T.O.S. it'-2 " 5'-0" 4'-7Y4" I' I fi ' a L J I-9'-535" I _ ell T.O.S. P4 1, w r ST1 IDI4 _ STHD14 STHD14 T - STHD14RJ W iiiiiiiiiiiiiiiizvzzez /Aiiiizzwyviv/z/ /azzzew.,,,,,ziii_iiiii riiiiiiiiiiiiiiiiizw r-- 'o r 1 s1- 2x4 PONY -- ---- , 'o M -9'-3W WALL I I-10'-1351 ' • • C16 D4 b • I-6'-1115"1 I-6'-1115"I • o 5'-2,Y4' 6'-3" I 6'-3" 6'-3" 6'-3' 6.-2.3/4" I EW BOIT .1 LI 1-4-1 rt�T P.) .O. rt1 r-rl 1-"1"-I rl *. 4X8 HDR ;� J L_J L_J L_ '• U.N.O L_J L_J L io o FTG1 CS.bl I • I-4'-1114'1 1-4'-111431-1-• 17 , o • +�- a -9'-14131 • - ,_ • BASEMENT FINISHED FLOOR I-2'-1115'4 • I? (-) .-1-1-2'-111431 rn o b Tn 6'-7j2" 6'-3" 6'-91/2 6.-2y' S'-914 4'-6Y2 • 1 30-SQ. FTGx10' '� 39" SQ. FTGx11"' 30" SQ. FTGx10" r 39' SQ. FTGx11"f BEARING WAL11,L L�w/(3)#4 EW BOTT, W/(4)#4 EW BOTT �W/(3)#4 EW BOTT W/(4)#4 EW OTT CS b2 B--+-F ABOVE L , .....4., I- 16=6 POST r+(-1-6x6 P0.57� t ��"T�R�R��I t�I CS b4 1 i 1 -I S.b3�� — —=1+ •1+--- -I--. •111 I •--n 21'-215"I L__J I I I I � I I L__J L F- 2x4 PONY L FTG3 J L___J ,KW , -jx6 POST10•_33/4 n b n LVP WALL—\ FURN J (2)18" SQ. I 1;, a I ABV.1I 1 FIGS W (2) r4 - I-1'-215'1 I • -, I #4 EW. :-*TT. I I-----------1- r -- (POUR TOGE ER -1-- • 9 4. r -I I MIN. 24"X30" -2W 118 CRAWL SPACE 1-2�" 2x6 WALLf. STHD74 P4 ® STHD14 I -414" I D4 I— ' T.O.S. ACCESS_ _ ONY, i J 1- i r( 4T11 14R.1 4THf114R.✓ _... - _. r--T--_ -- - -_ ---I STHD14 • 19'-6y" 1{i 3'-8741 P4 __-__20 1 • I-0 1 ..6 314 .4. 11/8 04' �74 1.' nxTURE 1 E1EARf dG WAGLt T� ABOVE i 314" CONC. SLAB i L 1 r '— 6x6 POST r 44 Q SLAB SLOPES 3J4" I I 6 I I I J - - ® FROM BACK TO APRON a•"+'�'� _ I. 4x8 I. p 14x8 HDRI 14X8 HDRL STHD14RJ I VERIFY GARAGE SLAB HEIGHT m • WITH GRADING PLAN 3Q'X3Q X10... 11' -2Y�' INSfN1 CONTINUOUSL' 1. FTG W/(3):: OPERATED MECHANICA` 1 '® I #4 EA.WILY WaNTNATION SYSTEM 1. 7 AT NLSPACE 56.0 , I LI 1/ WALL. i. irr77 zTr'.griirirriiuird 1I I.O 0" 1 T.O.S. 3x1Xz BLOCK OUT 1 1 • I -8" I 0 STEM WALL TYPr ii. r c>FIRST FINISHED o FLOOR { 18 -2W S6.118j _ �_ I T.O.S. 3ce 1 S6.1 - \I = I II w o I D1 -.I-1' 21 "} J a j •' 1314" CONC. , I 1----- -I STHD14 I p STHD14 11 1PORCH SLAB s 1" -__J I L. 0 L l i- 10 =' 5238 2018.02.06_RT SF_Suspended Garage_Plan 3A I►L-'-,Straet FC- - - oriS.pdf 36.0 Page 16 of,,,,,O. 10 105'-63 5'-11 Y 16'-3" - Y 6-4 e �� /4" e Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_nvrtenace_3 .ecw:15238-A 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 Dataill 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 799770 24.40 35.14 25.T6 @ 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 @ 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 OKill Center DL Defl in -0.025 -0.024 -0.013 -0.021 UDefl Ratio 2,927.4 3,289.3 3,419.4 3,485.0 - -- -- ._w._...__,_....___...__ __._ _ _ 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 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 Description GARAGE FLOOR FRAMING Timber Member Informationill 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 0.9823il 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 ReactionsII @ 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 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3"SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 5D1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 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 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 Sps= 0.72 h„ = 29.53 (ft) S01= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) is= 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=Sps/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=Spl/(T(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01"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 51)/(R/15) 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„X = DIAPHR. Story Elevation Height AREA DL w, w, "h;k w, "hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Zw, "h,5 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 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.Gust= 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 Ps30 B= 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 Kz,= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 *Kr"Iw*windward/lee : 1.38 1.38 Ps=A`<t*I*Ps3o= (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 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_2018.02.06_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(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 3A DL-SG_Structural Calculations.pdf Page 22 of 44 Design Maps Summary Report MGS 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 _.._ f 1.. 2m to I soaom B=averton , 1 a .t .- 210 � and Sch°s7s iti .. OATH %K ng CDu*har - � -c; 4 - AMERICA� .. � �—i 0Tualatin R1auest@2615 MapQuest data 6sel; 0 MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sns = 0.720 g Sl = 0.423 g SMS = 0.667 g S°. = 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. MCE01 Response Spectrum Design Response Spectrum 0.08 110 000 099 072 0.82 0 04 077 455 O 0cc S 04 el 0.55 o.40 ' 0 12 022. 024 0.22 0.46 0 11 0 05 004 000 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1,40 1.00 1.00 100 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.00 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 3A DL-SG_Structural Calculations.pdf Page 23 of 44 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... • S1132 51.2 AATm Bla Blb 0 Q -1 lir _FL P6 P6 rte_ Eo CD 0 R1a Ll 1 L F2a F2b MST37 MST37 Fla Fib CIOS18.2 0 MST37 MST37 P4 8 0 S1.2 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 24 of 44 • • • • N I K ,P. 1 Milbrandt "i.. 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POSr NZ rRaxXHOLDOW,TYPE-SEE X,.X #NDOW SEE.. <I) LL �W l CL LL• y PONY WALL m =O Z0---RAUEAo.E AND r SOME SHEAR/Bt.REQUIRE ar PUBES-AT THE g F4 I. 5.Y .. .i00.0 ...12 ST ed o SEE SHEET S+.+FOR TYPICAL SHEuxwu x v E J oET,u,s ��a ¢ smD,. a�. 41.I Ni.. ' e �It Mil s -----J Z NM 4 ROOF FRAMING LEGEND 0 .. • ,..:.vi- • ��,u xuFXc smO+ ,. , _____ r ,/ D]N np `l e v PX�j��+Jrs'16iM'r..+�i A door 0 01 r J ROOF 0 -- muses s zr a.c CME.RODF SLOPE ®x<o.c NODRE ROOF TRUSSES -----_ -LEDGER TO UPPER ROOF MANUFACTURED ROCB TIONS t TRUSSES O N 0.0. SF STRUCTURAL FASCIA THE SHEARWALLS HAVE THE SAMEtp FS FDTSSUux BEA. ROOF FRAMING NOTES IJ HDR HEADER ,mseRTYv ux.o +. .XuwalloXnmn R• eDeema. ^0^•r• LABELS FOR PLANS 3A 38 and 3D @ C m sTRUTTRuss =.14314.1.4.«../17/18".,aAr,.,..e MAIN FLOOR SHEAR PLAN&sham C OT TRUSS ,an, o'a°o'ia. s a, BSMT.FLOOR SHEAR PLAN& E ,n �re Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN I p «B sEESHRErs+s .var. N-Irs.7.7t:rx u. ,-R +R. +.o• �, LEGEND � Rnc Iru'xo., mann.wan.IMO. U.N.O.Erof w`she./....to M Q Q. ROOF TRUSSES ` D� p TRUSS R. Knm��°roner.Ma,/ sai� �.m.rae� j e all u 0 STRUCTURAL SE. I•'/2r00 .O.R _ w Z y Hna.a..m C C ss =STICK FRAMING �"n°°aheaders.% "rrw�i°..`"ea'��a�'a t?)a oto • PA�ERRG ea HON. Om S "m ORXOF BUNDLED MOSZag 11.Sea roof Bins vent�R.wvaunc 3 ''''"" - E ,ATE('EE PINI mmum, Ws''n I.AXH: 15-03 FOR HEgxTI DP m M.ane. R.R•ran.c50 a.. :545111,«=,.3Rea..eu.FM_�w.,,,.AL..s,ns. me.a..�...va 101,14111.01. Si A S D a ~�•� 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. 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. Grid ID T.A. Lwall LDL ef. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type OTM ROTM Unet Usum OTM Row Unet Usum U:um (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 1 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 S0 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 I 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 5 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 • 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 I' 0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 100 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 100 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 I0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 IO 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0'00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ;0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Lelf. 7.61 0.00 4.10 0.00 L'V�;,,y 7.61 `'VE0 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_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 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Une1 Use,,, OTM RoTM Urec Unum 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 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 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 R6 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 24T 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 - - 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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVKurd 13.53 `_'VE0 7.37 Notes: * denotes a wall with force transfer 15238_2018.02.06_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 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. Wnd Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM Unet U000, OTM RoTM Unet Unum Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0100 0.00 0.00 0.00 0.00 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 - - 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 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 ,000 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0100 0.00 0.00 0.00 0.00 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 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 1103 84.5 84.5=Leff. 5.94 13.53 0.97 7.37 LV„;„d 19.46 LVEQ 8.34 Notes: * denotes a wall with force transfer 15238_2018.02.06_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. 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 LDLen C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM RoTM Unet Usum OTM Rom' Unet Usom Us,,,,, (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6T81 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4-:04 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 P6TM P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 4,89 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 6:1-9 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 5.19 649 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 5,24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - - 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 - - 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 - - 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 - - 1813 1813 30.1 30.1=L eff. 9.10 0.00 4.10 0.00 _'Vw;,,d 9.10 `'VEQ 4.10 Notes: * denotes a wall with force transfer 15238_2018.02.06_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. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. Co w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Urn OTM ROTM Unet Usum Usun, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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,.43 - - 0 0.0 0.0 1.00 ' 4.00 0.00 0.00 0.00 0.00 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 93a* 179.8 6.5 12.5 1.00 1.25 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 4.08 408 Ext B3b* 96.2 3.5 9.5 1.00 1.25 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 1.00 0.00 0.00 0.00 0.00 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 1.25 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 +.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 1.00 0.00 0.00 0.00 0.00 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 Gail 619.8 13.5 13.5 1.00 1.15 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 1.15 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 O 0.0 0.0 1.00 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 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 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1673 1673 42.7 42.7=L eff. 7.08 9.10 3.27 4.10 Y,V„,,,d 16.18 `'VEQ 7.37 Notes: * denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 30 of 44 I 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 elf. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet esu,,, OTM Rano Unet U.m U:um (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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 `,'VEQ 8.34 Notes: * denotes a wall with force transfer 15238_2018.02.06_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 plf •H head = A v hdr w= 246.2 plf 1.85 v Fdrag1 eq= 241 F2 eq= 162 • Fdragl w= . ,1 F2 .- 297 H pier= v1 eq = 155.2 plf v3 eq= 155.2 plf 6.5 v1 w= 284.6 plf v3 w= 284.6 plf feet H total= 2w/h = 1 2w/h = 1 11.32 v Fdrag3 eq= ' F4 e.- 162 feet • Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND Hsill = vsill eq = 134.2 p/f 3.0 EQ Wind v si//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= 7.3 Htotal/L= 0.51 Hpier/L1= 0.56 40 0 Hpier/L3= 0.83 L total = 22.3 feet , 15238_2018.02.06_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 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 plf ► •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 p/f v3 eq = 102.5 plf 5.0 v1 w= 227.5 plf v3 w= 227.5 plf 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 plf 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: Ll= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 4 Hpier/L1= I 0.31 Hpier/L3= 1.25 L total= 31.0 feet 15238_2018.02.06_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 I v hdr eq= 93.2 Of A H head = A v hdr w= 206.8 plf 1.08 v Fdragl 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= :s 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 sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 v UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 4 0 4 4 p. Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 11.0 feet 15238_2018.02.06_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 i v hdr eq= 88.4 plf --0- • ►•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 p/f v3 eq= 239.3 plf j 5.0 v1 w= 446.0 p/f v3 w= 446.0 plf feet H total = I'. 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 OTM 9308 20655 R OTM 9083 6728 v • UPLIFT 22 1334 I 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_2018.02.06_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 A H head = A v hdr w= 176.1 plf 2.19 v Fdrag1 eq= 280 F2 eq= 280 A Fdragl w= e 6 F2 ,- 616 H pier= v1 eq = 187.6 plf v3 eq= 187.6 plf 5.0 vi w= 413.3 Of v3 w= 413.3 p/f feet H total= 2w/h = 1 2w/h = 1 11.32 yr 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 Of 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: 14 L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 `I Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 36 of 44 JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 p/f 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 —__1. ► v hdr eq= 86.1 plf -- A H head = A v hdr w= 189.6 plf 2.19 v Fdrag1 eq= 671 F2 eq= 361 A Fdragl 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 I 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 Of feet OTM 21376 47095 R OTM 54450 40333 • r UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: i L1= 6.5 L2= 12.0 L3= 3.5 i Htotal/L= I 0.51 0---4 110 1 Hpier/L1= I 0.77 Hpier/L3= G 1.43 L total = 22.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 37 of 44 • 180 Nickerson St. CT ENGINEERING Suite 302 • I N C. Seattle,WA pp 98109 Project: F — iUSP, t. APi G,ej Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 LASAL - GA1'M SLR!? 4 k Coo- c, ToN)i i 6 Jute WM& 1204)(2.09 ( /tat)( so 2.0,600 %AR ' 04210 W6p.p 4 (0AZ0( ao,oocSN) 4 2,'to Vito. Z)(2.460 ,� 60 71 SAY Py 4'140'41w A LL 2.0% gyp, A-T GARAGE 15238_2018.02.06_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 1 Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear (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 t 1031 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 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 opening for single or double portal 1per wind design min 1000 lbf on both sides of opening t _:_ } ••• _ opposite side of sheathing Pony wall . J. height . r, V: ! :. Fasten top plate to header • f Min.3"x 11-1/4"net header { with16d a two rows of • •;i steel header not allowed � '° sinker nails at 3"o.cc .typ .i 4\_ L. li..s••...C: Fasten sheathing to header with 8d common or max galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural �� /panel sheathing total ?: '-Header to jack-stud strap per wind design. `� • / wall Min 1000 lbf on both sides of opening opposite • • height side of sheathing. • • If needed,panel splice edges ` 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)iyp. ,. a nailing is required in each • • panel edge. Min length of panel per table 1 r° • • Typical portal frame _ "'W.'\�•1 4.; construction -- - - - _ 1 �a b: Min(2)3500 lb strap-type hold-downs `; (embedded into concrete and nailed into framing) ; °°I Min double 2x4 post(king bi.: ;,. . ba.i and jack stud).Number of i''°::.4.1.:=0"`' Min reinforcing of foundation,one#4 bar , -;"I 1 jack studs per IRC tables • °" i ° top and bottom of footing.Lap bars 15"min. .4-L-1:-1..,i R502.5(1)&(2). i i i i J t i---1----L_• _....�._..i_' 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 3A DL-SG_Structural Calculations.pdf Page 39 of 44 • 180 Nickerson St, CT ENGINEERING Suite 302 R Jn{/ • /yn}�/ _ qn "1� Seattle,WA Project: N� e i3I `kei +sC '^„""_ f��V 11/V`�----- Date: 98109 (206)285-4512 a- 23w 1,3 2 ( �5C 29).-P5,&,5,2) ( Client: I � Page Number. (206)285-0618 L cM-3 o, =Aj fie(—�`1 0 __J I `n Z1 -4 -7, A\.,50 _- XLe' ►Z" kX21( {313Th PARS- Fi7R J-- P ?0 1$4 off_ �( 85111)0) gacnkT - ?T11i ,x A'u0G;� ('Th( 'j=am AT h- 860446 ( W/3 Liz) V t o t ( o - '4! m 2_ � ,N ))C,7 l(aa cLe 66 ,E - q ;, e Kt� ) _ 5( I s / 1 w((2.) �t_ ©, t5.t UU, /Z,r1(Z L0/4-9- )-4-13 v r s Par Ae0-41 -_ 1-,5 c� a; eg M I vv 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 40 of 44 Structural Engineers Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 — 15238riverterrace3abd.ecw:1523$=Et -,..._.,._.. 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_2018.02.06_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 FootingDesign Page 1 q 15238_riverterrace_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 ft 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 II 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 IFooting OK 2.50ft square x 10.Oin 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 3A DL-SG_Structural Calculations.pdf Page 42 of 44 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238_riverterrace_3abd.ecw.152$e-$r _ , Description 15238-ABD-FTG3 M General Information I� Dead Load 5.000 k Footing Dimension 3.250 ft 1 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 y Rebar Requirement 1 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 1 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 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 3A DL-SG_Structural Calculations.pdf Page 43 of 44 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing DesignPage 1 15238_garage floor framing.ecw.Calculations Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 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 1 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.82 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 8.30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3A DL-SG_Structural Calculations.pdf Page 44 of 44