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Specifications (32) ' \T O\ - 00103 11Lg0k4 CvoecAso Ste. CT ENGINEERING structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEIVED Structural Calculations MAR 2 0 2018 CITY OF TIGARD on at River Terrace BUILDING DIVISION Polygon PRo, Single—Family \��G�NF, . � 60 Plan 3B DL—SG Tigard, OR kvaREGoN ,,, milv,p!FST \ Design Criteria: 2017 ORSC (2015 IBC) 02/06/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 152sti_2u I 6.02.0e_K I ar_buspenaed Uarage_rlan aes UL-bU_btructurai ialculatons.pdf rage 101 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 3B 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 3B DL-SG_Structural Calculations.pdf Page 3 of 44 16 RB.bl S9.1 RB.b3 RB,b3 RB,b2 n MIN. HDR GABLE END ITR (2)2x10 HDR (2)2x10 HDR 2)2x10 HDR Jr..-.--------- I T--- ----- ----+'- TYP. PT ADJACENT WINDOWS: (1)2X9 KING STUD = rn = I �TWN. SC L. TRIMMERS o 1 A A 1 {!j I 1 {E >9; sti N 1 • • 22"x30 • • ATTIC : : LACCESSJ X. . • p: d'i Q /X 1 • IF NEEDED PROVIDE 2x4 BLOCKING AT STANDARD t PLATE HEIGHT TO MAINTAIN z 1 v I a .. � ; A 11 FLAT CEILING HEIGHT AT 2 ppqq 1 H +8 1" A.F.F. AT HALLWAY. N P4 . VERIFY WITH TRUSS DESIGNS 4 19 • • S9.1 i l• 20 • • ! I S9.1 • I 19 • • • S9.1 . of xN � • N: . • • • C I O • • • MANUFACTURED TRUSSES ® = I • • 24" O.C. TYP. U.N.O o 1 X SSI N Sy N 1 M o1 • gLN — ,_ — • • I Z i o 1 tL N 1 V • • • • • • • E I • • • • • • MIN. HDR MIN. HDR _MIN _HDR .... MIN HDR -.-......--.— GABLE END TRUSS L GABLE END TRUSS { I ' RB,b5 J RBA)? -I I..................._n MIN. HDR .1. MIN. HDR _....__................. I i � I GABLE ENDITRUSS I L 1 J RB.b6 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 4 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description : Scope: Timber Beam & Joist Page 1 15238-iverterrace 3abd ecw:15238-B Description 15238 B- Roof Beams (1 of 2) Timber Member Information RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi' 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.00 3.00 4.00 2.50 6.50 6.50 6.50 Dead Load #/ft 75.00 30.00 30.00 300.00 75.00 75.00 75.00 Live Load #/ft 125.00 50.00 50.00 500.00 125.00 125.00 125.00 Results Ratio= 0.1875 0.0270 0.0480 0.1875 0.3169 0.3169 0.3169 Mmax @ Center in-k 7.50 1.08 1.92 7.50 12.67 12.67 12.67 @ X= ft 2.50 1.50 2.00 1.25 3.25 3.25 3.25 fb:Actual psi 175.3 25.2 44.9 175.3 296.3 296.3 296.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 18.8 3.2 5.3 20.8 27.0 27.0 27.0 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions >:h;;,;ti!.. ..[3,2rkw:.h,',:..9Y • 9k';%tWW ,"Y:'l: fE...".rcF?'FSS,.132L%,CJs.' /5f✓ ./X'1L61rmk'roH4d,.EUN•xd3xH:-bctiY.ir 6grs" @ Left End DL lbs' 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 @ Right End DL lbs 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.000 -0.001 -0.001 -0.012 -0.012 -0.012 L/Defl Ratio 14,633.5 169,368.9 71,452.5 29,266.9 6,660.7 6,660.7 6,660.7 Center LL Defl in -0.007 -0.000 -0.001 -0.002 -0.020 -0.020 -0.020 UDefl Ratio 8,780.1 101,621.3 42,871.5 17,560.2 3,996.4 3,996.4 3,996.4 Center Total Defl in -0.011 -0.001 -0.002 -0.003 -0.031 -0.031 -0.031 Location ft 2.500 1.500 2.000 1.250 3.250 3.250 3.250 L/Defl Ratio 5,487.6 63,513.3 26,794.7 10,975.1 2,497.7 2,497.7 2,497.7 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 5 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 3abd.ecw:15238-8 Description 15238- B- Roof Beams (2 of 2) Timber Member Information RB.b8 RB.b9 RB.b10 RB.ad10 Timber Section 8x12 2-2x10 2-2x10 2-2x10 Beam Width in 5.500 3.000 3.000 3.000 Beam Depth in 11.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi 1,000.0 850.0 850.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 150.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,300.0 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 2.50 5.00 4.00':r� 4.00 ,.- Dead Load #/ft 300.00 300.00 300.00 67.50 Live Load #/ft 500.00 500.00 500.00 112.50 Results Ratio= 0.0619 0.7500 0.4800 0.1080 /.;:;;.eut �EJ,:,rit�'E;ff,- .,.,,:;: H;:v2RWYdcy:;✓✓.#kn;^. /.•n,;... S,-SSU'%:' ... Mmax @ Center in-k 7.50 30.00 19.20 4.32 @ X= ft 1.25 2.50 2.00 2.00 fb:Actual psi 61.9 701.2 448.8 101.0 Fb:Allowable psi 1,000.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 5.7 75.2 53.3 12.0 Fv:Allowable psi 180.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 @ Right End DL lbs 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.000 0. � 016 -0.007 -0.002 L/Defl Ratio 134,831.9 3,658.4 7,145.2 31,756.7 Center LL Defl in -0.000 -0.027 -0.011 -0.003 L/Defl Ratio 80,899.1 2,195.0 4,287.1 19,054.0 Center Total Defl in -0.001 -0.044 -0.018 -0.004 Location ft 1.250 2.500 2.000 2.000 L/Defl Ratio 50,562.0 1,371.9 2,679.5 11,908.7 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 6 of 44 137" s , 4 8 (2)-Rim 21'4" S9.0 fill, S1.2 01,), grill s.1.2 E.A. END TFB.b3 TFB.b23 © . 125x9 G R HDR \0 l•_)) ---- , , ,„.. -., i „,_[p=-ir -----4 2j2X1Q_ 4X10 HDP 4X13 HDR C) 4Xr0 FUR- " EI.:, -pr-----P4FFE.01/ 11 T.T.,13 b2 P TIT. A ADJ CENT TFB.b3 (2) TRIM -.`„ WINDOWS 1)2X6 KING THIS END 0 a ' \ CI, I STU, BIM. SGL I / /7/ I -------=- TRIM ERS, J.N.O. - k1721; cN al I FIXTJRES rvccFX0n:c— )) -gVl. e•,i: xc:,- -- y0 L - W P I 71 ai 4:\ -.4- 0'1 E-4 IMP .-- I i! 4 ICA "1: t -< E TFB.b8 16, TFB,b9 S9.0 IS.1:111:1 35X14 BIG REAM FR 0 C) 3.5X11 BIG,,BEAM FB 305X14 IG B AM ---m----m----4-- Itf --- k RIM A -, ....E. 7 - 7 •,- "±" N 7' lit ,--,--7- lr- I M N 0 -11-'-' ' ; ill -I 1 ' 1f h nlo ; • ill 1 ,.. N II,. . _;11 I S9.0 -,---E----' mag x ii •,,,,,;?//,;;',, . •- -,,,,. I .. ilio''''' / I a 1 .i.aEr,i'FQR PP STHD14 I STHD 4 i I .4- ,,,,STAIR FRAWG EEP, 7 \ / I -014....)- ' N N . FIXTURES ,.,,, RIM ,, N\ ST37 L ABOVE 11R ,it „, lir- E-p____ L 0 (-- 1 i I. 1-•,, 1 x r..,4 , r \ 8 -3- " H N o: ..= / 60/4" I 1,.. STHD14RJ 3.5X14 BIG BEAM FR r _H TF".111+1— Pp/PP/PP,Ppp/P/p//PPP/pi/PP/PPP/PP/PP,/PPP i 41) TFB.bll E 12 a h 6)(6 F2, ;..., STHD14RJ , Ialk , I Z Nip POST gifir & 11-,L1 1 Lu 1 I 0 I m 1 t 0 1'7 ( RE 85io . I '2" I vr:t- I 3 -,-4 I.-' ,.-I c.:14 I i< - I air:j4- .S I' 013 P-3 Ir., fElkirx i P,4 -10-- 1H TFB.b6 ''. H I- 1 (3-----Igir. , 1-3.5x al BEA FB l---14,--LL-IL---%1.--11- 1E-J---1 E NEP 7W \ 1 I I I [ 1 :43, -r7 r7 ri r7 \ I 1 L2p2' .504 BIG BEAM HI •' . —.14 j j___u___j.j.. T STHD4 -. ;_ _ —7 ii 7A1,1318 TFB.b7 TFB.b7 a CI ,._ U 4 1 ® Ark (2)2x6 CONT. STRUC FASCIA 18 ,i-- a r:e%XV LEDGER S6.1 r i\L' )3 IR MANUFACTURED ROOF TRUSSES @ 24" O.C. MANUFACTURED I PI"4 211 I TP< ROOF TRUSSES ,C4 i oi al i 24" O.C. 127,N--6x6 W/ 6x6 IN/—:,,,A POST CAP POST CAP TFB.b21 = NOT USED GABLE END TRUSS - i MP°TYP. 'RAMING NOTES 1 TFB.b18 = NOT USED , _I 15238_2018.02.06_RT SF Suspended Garage_Plan 3B DL-SG_Structural Calculations.pif Page 7 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd ecw:15238-B Description 15238- B -Top Floor Beams(1 of 4) Timber Member Information TFB.b1 TFB.b2 TFB.b3 TFB.b4 TFB.b5 TFB.b6 TFB.b7 Timber Section 5.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prflm: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 Fur,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fur,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 10.00 6.50 Dead Load #/ft 230.00 200.00 200.00 110.00 110.00 75.00 90.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 125.00 240.00 Dead Load #/ft 75.00 75.00 300.00 300.00 185.00 Live Load #/ft 125.00 125.00 500.00 500.00 330.00 Start ft End ft Results Ratio= 0.3010 0.2700 0.5565 0.3611 0.8125 0.3127 0.5228 Mmax @ Center in-k 49.98 10.80 30.00 14.44 32.50 107.25 20.91 @ X= ft 3.50 1.50 2.50 1.50 2.25 5.00 3.25 fb:Actual psi 722.4 252.4 601.1 337.6 759.7 938.0 488.9 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 61.3 31.7 64.5 42.3 86.4 84.0 44.5 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 805.00 412.50 687.50 615.00 922.50 1,300.00 292.50 LL lbs 1,575.00 787.50 1,312.50 990.00 1,485.00 2,275.00 780.00 Max.DL+LL lbs 2,380.00 1,200.00 2,000.00 1,605.00 2,407.50 3,575.00 1,072.50 @ Right End DL lbs 805.00 412.50 687.50 615.00 922.50 1,300.00 292.50 LL lbs 1,575.00 787.50 1,312.50 990.00 1,485.00 2,275.00 780.00 Max.DL+LL lbs 2,380.00 1,200.00 2,000.00 1,605.00 2,407.50 3,575.00 1,072.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.022 -0.002 -0.010 -0.003 -0.015 -0.033 -0.014 L/Defl Ratio 3,788.8 18,476.6 5,730.6 12,392.8 3,672.0 3,611.9 5,550.5 Center LL Defl in -0.043 -0.004 -0.020 -0.005 -0.024 -0.058 -0.037 L/Defl Ratio 1,936.5 9,678.2 3,001.7 7,698.6 2,281.1 2,063.9 2,081.5 Center Total Defl in -0.066 -0.006 -0.030 -0.008 -0.038 -0.091 -0.052 Location ft 3.500 1.500 2.500 1.500 2.250 5.000 3.250 UDefl Ratio 1,281.5 6,351.3 1,969.9 4,748.7 1,407.0 1,313.4 1,513.8 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 8 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 3abd.ecw:15238 B Description 15238- B-Top Floor Beams(2 of 4) Timber Member Information ..,. ::-: lF. Via•-a�`2._ :�:� 'v�' -.��'q.: TFB.bB TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Prllm:3.5x14.0 Prllm:3.5x14.0 Prtlm:3.5x14.0 5.5x14 Prllm:3.5x14.0 5.125x16.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.125 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 16.500 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 1 Center Span Data ff 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 95.00 90.00 Live Load #/ft 640.00 640.00 640.00 480.00 510.00 75.00 240.00 Dead Load #/ft 142.50 75.00 Live Load #/ft 350.00 125.00 Start ft 9.500 End ft 16.000 Point#1 DL lbs 456.60 -216.00 1,209.30 LL lbs 904.90 -295.30 2,093.10 @ X ft 10.750 6.000 9.000 Results Ratio= 0.8392 0.3588 0.1788 0.8040 0.1849 0.5223 0.1789 Mmax @ Center in-kl 223.08 95.37 47.52 427.96 49.16 290.13 7.15 @ X= ft 6.50 4.25 3.00 10.41 3.39 9.02 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,382.0 430.0 1,247.6 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 2,962.8 2,325.0 2,388.9 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 122.5 53.4 86.5 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 1,908.26 669.14 1,477.21 247.50 LL lbs 4,160.00 2,720.00 1,920.00 4,952.92 1,742.81 1,977.84 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 6,861.18 2,411.96 3,455.05 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 1,968.34 514.86 2,178.34 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,071.98 1,531.89 3,590.26 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,040.32 2,046.74 5,768.59 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in l -0.124 -0.023 -0.006 -0.231 -0.008 -0.113 -0.001 UDefl Ratio 1,254.8 4,488.9 12,762.8 989.1 10,748.3 1,703.8 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.587 -0.021 -0.173 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 388.1 4,002.8 1,112.1 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.818 -0.029 -0.285 -0.004 Location ft 6.500 4.250 3.000 9.576 3.472 8.384 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 278.7 2,916.7 672.9 9,586.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 9 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 t 15238 riverterrace 3abd.ecw:15238-B t' Description 15238- B-Top Floor Beams (3 of 4) Timber Member Information TFB.b15 TFB.b16 TFB.b18 TFB.b19 TFB.b20 TFB.b23 TFB.b24 Timber Section Prllm:3.5x9.5 2-2x10 Pr1Im:3.5x14.0 Prllm:3.5x14.0 Prllm:3.5x14.0 4x10 4x10 Beam Width in 3.500 3.000 3.500 3.500 3.500 3.500 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 Level,ISL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 900.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 180.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,600.0 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 y Span ft 4.00 5.00 6.00 11.00 7.25 3.00 8.00 Dead Load #/ft 425.00 300.00 110.00 30.00 30.00 200.00 157.50 Live Load #/ft 643.80 500.00 130.00 80.00 80.00 400.00 262.50 Dead Load #/ft 11.50 110.00 18.80 70.00 75.00 Live Load #/ft 56.00 155.00 50.00 85.00 125.00 Start ft 8.500 10.500 End ft 2.000 6.000 11.000 Point#1 DL lbs 1,300.00 1,307.20 LL lbs 2,275.00 2,085.60 @ X ft 2.000 8.500 Cantilever Span Span ft 2.00 3.75 Uniform Dead Load #/ft 30.00 Uniform Live Load #/ft 80.00 Point#1 DL lbs 225.00 LL lbs 375.00 @ X ft 3.750 Point#2 DL lbs 1,300.00 LL lbs 2,275.00 @ X ft 1.000 Results Ratio= 0.5667 0.9984 0.0488 0.3492 0.2979 0.2004 0.7480 Mmax @ Center in-k 69.36 39.94 12.96 92.81 0.30 10.80 40.32 @ X= ft 2.00 2.50 3.00 8.49 0.67 1.50 4.00 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 -79.18 0.00 0.00 fb:Actual psi 1,317.5 933.5 113.4 811.8 692.5 216.4 807.8 Fb:Allowable psi 2,325.0 935.0 2,325.0 2,325.0 2,325.0 1,080.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 141.5 100.2 13.6 94.9 36.2 27.1 62.9 Fv:Allowable psi 310.0 150.0 310.0 310.0 310.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions .:4,•. i�9m`WW @ Left End DL lbs 1,517.25 1,025.00 330.00 462.89 -216.03 412.50 630.00 LL lbs 2,509.10 1,637.50 390.00 914.97 -295.34 787.50 1,050.00 Max. DL+LL lbs 4,026.35 2,662.50 720.00 1,377.85 -511.38 1,200.00 1,680.00 @ Right End DL lbs 1,505.75 1,025.00 330.00 1,209.31 2,071.03 412.50 630.00 LL lbs 2,453.10 1,637.50 390.00 2,093.13 3,825.34 787.50 1,050.00 Max.DL+LL lbs 3,958.85 2,662.50 720.00 3,302.45 5,896.38 1,200.00 1,680.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 10 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238 nverterrace 3abd.ecw:15238-B Description 15238- B-Top Floor Beams (3 of 4) Center DL Defl in -0.014 -0.022 -0.003 -0.041 0.010 -0.001 -0.039 L/Defl Ratio I 3,397.4 2,676.9 27,846.2 3,253.3 9,056.4 26,530.5 2,442.8 Center LL Defl in,' -0.024 -0.036 -0.003 -0.073 0.016 -0.003 -0.065 L/Defl Ratio 2,042.0 1,675.6 23,562.2 1,804.7 5,414.3 13,896.9 1,465.7 Center Total Defl in -0.038 -0.058 -0.006 -0.114 0.026 -0.004 -0.105 Location ft 2.000 2.500 3.000 6.028 4.321 1.500 4.000 L/Defl Ratio 1,275.4 1,030.5 12,762.8 1,160.8 3,388.7 9,119.9 916.1 Cantilever DL Defl in 0.028 -0.037 Cantilever LL Defl in 0.048 -0.064 Total Cant.Defl in 0.076 -0.101 L/Defl Ratio 630.3 890.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 11 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd ecw:15238-B Description 15238- B-Top Floor Beams(4 of 4) Timber Member Information TFB.b17 Timber Section Palm:3.5x14.0 Beam Width in 3.500 Beam Depth in 14.000 Le:Unbraced Length ft 0.00 Timber Grade 'osboro,Bigbeam 2.2E Fb-Basic Allow psi 3,000.0 Fv-Basic Allow psi 300.0 Elastic Modulus ksi 2,200.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487 ,.. w_. Mmax @ Center in-k 119.60 @ X= ft 5.87 fb:Actual psi 1,046.0 Fb:Allowable psi 3,000.0 Bending OK fv:Actual psi 83.9 Fv:Allowable psi 300.0 Shear OK Reactions @ Left End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 @ Right End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 Deflections Ratio OK Center DL Defl in! -0.054 L/Defl Ratio 2,601.7 Center LL Defl in -0.086 UDefl Ratio 1,630.7 Center Total Defl in -0.141 Location ft 5.875 L/Defl Ratio 1,002.4 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 12 of 44 H 12 6X6 P.T. POST N 6XE P.I. PUS I i T 1 , ,� , - - a .N P.T. 6xE HDF 1 MEB.b3 Ex6 PT P0.ST ��B K,3 ®U Cy a o x0 co • N-5- OO 2X LEDGER 8 2 SIMPSON DTT2Z- • St 2 SDS2.5 (1 IN, 1 OUT) © 3 MFB.b2 STHD14 THD14--� ST )14 li14RJ TO DBL 2X8 JOIST TO '�"�'� O 2,.X10 HDR 2 2X10 HDR 2 2X10 H: - - .._.._._... i is c� ' -1;:— - ..SMI ,„As INTERIOR RIM/JOIST 3 .5x..5 BI BEAK, HDR . A- ADJ' ENT NDO 5: WITH WEB STIFF; 48 b. (1 X6 K NG S DBE WN. •SL ft 10/56.2 T'IMME•S, U. a U O N m OIlk CO I m • d 0 1- III POST OVC B. 1 0 MEB,K,9 E.b 1;B.I[s �,I 5X11 875 LVL FB 3.5'11.87 VL =B 3.5X11 875 LVL FB I � I_r_ =NTI-�—_ _'. _ �.�_�"I' _�,�_ - lyL 03.:.T� x`87`7-IVL FBO ,7I 1 Lg ' i I 6X6 POST Icor '\ ,i FURN11 i s E<>1 i / I •• ABV. 2 En> ., , — o 1 .a P: , I�1 y`r IN: STAIR I ^� I ISI ,p ''I T'NFRAMING I \I POST Ir-I� I•i N I. POST lx..._[.' i i I 1-STHD14 P4 STHD14 ABOVE Iy, I �� • 1,2)2X10 HDR ® - _i_ -i `_,I F I D14R, STHD14RJ FIXTURE STHDI4RJ I I ABOVE 1 I I BEARING •ST BLOCKIN3 I r' � - WALL ABOVE__ :• I PONY WAU_ SLAB ON GRADE 1 F r TT-7 r l SEE FOUNDATION PLAN (A6) _ I _____I 6i,- l I I -1 14x8 HDRI 14x8 HDR THD14RJ J4)414E8.b11L___•6x•.. g ___ 'r'B.b -' F PC ST PO` 4x4 POST U 0 O O d N K • a' PONY WALL ® D1 v) s r 1 I ^i-PONY WALL I L i 1 r TJ 1 II-0l STHD14 \\ I STHD14 / I P3) P31 I I 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 13 of 1 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 3abd.ecw:15238-B n. Description 15238- B- Lower Floor Beams (1 of 2) Timber Member Information MFB.b1 MFB.b2 MFB.b3 MFB.b4 MFB.bS MFB.b6 MFB.b7 Timber Section 6x12 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 11.500 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 Douglas Fir- Hem Fir,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- Larch,No.1 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Elastic Modulus ksi 1,700.0 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 Sawn 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 6.40 4.00 5.00 Dead Load #/ft 268.00 268.00 97.50 150.00 180.00 197.50 135.00 Live Load #/ft 580.00 580.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 260.00 239.00 105.00 Live Load #/ft 500.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 805.00 1,020.00 LL lbs 1,575.00 2,720.00 @ X ft 0.500 4.200 Results Ratio= 0.7764 0.7950 0.5096 0.0244 0.6498 0.2070 0.9199 Mmax @ Center in-k 94.12 31.80 26.28 4.59 134.58 8.28 33.00 @ X= ft 2.88 2.50 3.50 1.75 3.81 2.00 2.50 fb:Actual psi 776.4 743.3 509.6 55.8 1,636.0 193.5 1,076.3 Fb:Allowable psi 1,000.0 935.0 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 83.4 79.8 37.5 6.9 185.2 23.0 98.8 Fv:Allowable psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,321.92 670.00 341.25 262.50 1,601.05 395.00 600.00 LL lbs 4,683.75 1,450.00 910.00 175.00 4,268.53 295.00 1,600.00 Max.DL+LL lbs 7,005.66 2,120.00 1,251.25 437.50 5,869.59 690.00 2,200.00 @ Right End DL lbs 1,651.08 670.00 341.25 262.50 1,574.75 395.00 600.00 LL lbs 3,371.25 1,450.00 910.00 175.00 4,198.86 295.00 1,600.00 Max.DL+LL lbs 5,022.33 2,120.00 1,251.25 437.50 5,773.61 690.00 2,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.014 -0.015 -0.016 -0.001 -0.024 -0.004 -0.019 UDefl Ratio 5,033.9 4,095.2 5,242.3 76,958.4 3,264.3 10,853.5 3,161.6 Center LL Defl in -0.029 -0.032 -0.043 -0.000 -0.063 -0.003 -0.051 UDefl Ratio 2,470.9 1,892.3 1,965.9 115,437.6 1,224.3 14,532.7 1,185.6 Center Total Defl in -0.043 -0.046 -0.059 -0.001 -0.086 -0.008 -0.070 Location ft 2.952 2.500 3.500 1.750 3.277 2.000 2.500 L/Defl Ratio 1,657.4 1,294.2 1,429.7 46,175.0 890.4 6,213.3 862.3 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 14 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: i Timber Beam & Joist Page 1 15238,nverterrace_3abd.ecw:15238 B Description 15238- B -Lower Floor Beams (2 of 2) Timber Member Information MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prllm:3.5x11.875 Prllm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 6.00 13.00 6.50 6.50 9.75 Dead Load #/ft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 @ X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK 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 3B DL-SG_Structural Calculations.pdf Page 15 of 44 I 37'-0" t 20'-10" I 16'-2" 4 " 4'-11" 7.-6Y4" 7-6Y4" 53/ I 1 41) I I `�a—_-H®- I I 24"X24"X12" FTG L_J W/(3)#4 E.W. TYP. OF 7 \ --I-01 I F_i"--I w o r 7 vim--L=_------1-® I $w 10 I 10 I L__f L_J L__1 N ;\ 31'x" CONC. SLAB , -10'-15" I 1' to T.O.S. 11,_23/4" r 4,_7)/" I L J 1-9'-5%" I J T.O.S. 101 IN 010P4 _r S1HD14 STHD14 STHD14 ` _ N. _ • r \• _ STHDI4RJ .7/- N. 4c,,• ' t2//////yyyz/////yy///riiizi/////////////////A,/////////iii////,i//// /iv/////////////i//r r2x4 PONY n I-9'-31 " WALL I-10.-1* 1,3 N. C16 D4 of ^1 1-6'-11143"II-6'-111/21 • o to to '�I 5'-2Y4" 6'-3" g'-3" 6'_3" 6•_3^ I 5' 2Y4" " I� I� I 18"SQ. FTGx10"p�f7T I _ s n_ I"1 F t-1 E1 11 TYP. U.N.O.EW 7T1 4X8_HDR E•11 141 Ell •----T-14--F--_--+•I •1-------.,}.��------+fit-- U.N.73�'-4-1--------•}�•-I---- - -----`-} 1-1 L_1 L_J CS bl L_ L_1 L_J d FTG1 a • I-4'-1135"IZ I-4'-11143"—• v 17 6 o " - N} I-9'-14'e" - N. ,. BASEMENT • I-2'-113•" o63 ad FINISHED FLOOR I-2'-111§1 • .I { 6-7y" 6'-3" 6'-932 6'-232" 5'-9Y" 4'-632" to 30"SQ. FTGx10" T 39" SQ. FTGx11"♦ 30" SQ. FTGx10" ji 39" SQ. FTGx11" ' BEARING WALLt Lf L W/(3)#4 EW BOTT, W/(4)#4 _W BOTT ,_ W/(3)#4 EW BOTT W/(4)#4 EW BOTT _r 1 ABOVE+ o";�-I 1 6x6 POST r-I--t 6x6 POST 1 - 1 CS.b2 r-t� ' 1 I r-I- S.b3r- - M- ,,.�_—_� +_—_-- I_41 1 4X8 HDR I I CS b4 1 1 0 F'c�21-2Y§"I L__J I I I I Q I \ I �_—_— o i- m 2x4 PONYY L FTG3 1 L___J � I74:1 jx6 POST10'-33/-J L, Ur FURN I (2)18" SR 4 I I ABV. I 1 FTGS W (2) F-t - I-1'-2Ye"I I • ////////////irr i I #4 EW. :STT. I - --r---- --, • IPOUR TOGE HER - I (rip r I MIN. 24"X30" �,9 Y4 I •� I -21/4" I � ® l� CRAWL SPACE 2x6 PONY I STHD14 / Iv STHD14 -4 " 1[ ACCESS HASH I-1'-2Ye" WALL J j' T.O.S. { I f SI' j14R! STH014R,I x. /L____� -STHD14 19'-61/" I I_3'-8%"j P4 20. I !- 1 Fs 1 6'-3V4" 4'-117/9" D4 -6/" I d FIXTURE '\ I f BEA0.RIVG WALL 1 f 1 ABOVE 31't" CONC. SLAB IL-1 r --1 6x6 Pa3T — F ,411 4CP'71.) -..:,- SLAB SLOPES 3Yz I I I I I 1 FROM BACK TO APRON 8�-+----- ��-`�"_ `�-'�S --�-- -------N I 4x8x8d I Q3 I4x8 HDRI 14x8 HDR,__, STHD74RJ VERIFY GARAGE SLAB HEIGHTS i L -J - 1 63 • 1 -2.144'..-7 WITH GRADING PLAN ..-- 1-��"I_ I 30'X30 X10" I ® I FTG W/(3) INSTALL D MECUWSL' I OPERATED MECHANICA I #4 EA WAY - VENTILATION SYSTEM 1 7 AT AWL SPACE I S6.0 , I -21/4" 1—L• 1 1 PONY w Q 1 L_-_- +.7_ WALL of i r viii /// /k3////zZ 7 i a 0'-0" i T.O.S. 3x132 BLOCK OUT ie~ I - I I -8" I ®STEM WALL TYP. r---- --1 I -1 0 FIRST FINISHED I. °• FLOOR I 1818 -234" Sfi.i I I-0'-5"I I I -‘,3- S6 56.1 - - _ _- 1 T.O.S. I 3 j '34- 7\L I I YI w o I D1 I-1'-2Ys"I 1. -,7,1713) CONC.N7_,-. I I e STHD14 'i 0 STHD14 I _L / J I G a.k P3 CIF glib r ,PORCH SLABI ' -Ji �� ` a L l ---10-- 15238 2018.02.06_RT SF_Suspended Garage_Plan 3B IL--- Struetu l-C-a eu+af erts.pdf S6.0 Page 16 of oa -1032 16,_3" .'-10)/ 6'_4" 5'-63%" 5'-134" ♦ ♦ i Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 dverterrace 3abd.ecw:15238 B Description 15238- B-Crawl Space Beams Timber Member Information CS.bl CS.b2 CS.b3 CS.b4 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 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 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 UDefl Ratio 798.4 897.1 1,079.6 942.3 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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:Galculations � •:er, Description GARAGE p FLOOR FRAMING Timber Member Information 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-k1 8.20 61.26 32.53 71.80 @ X= ft 3.12 3.12 2.87 2.87 fb:Actual psi 129.6 968.0 440.7 972.5 Fb:Allowable psi 977.5 977.5 990.0 990.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.7 75.3 48.9 87.5 Fv:Allowable psi 150.0 150.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibsl 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,497.60 718.75 1,497.39 Max. DLA-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 3B 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,=F„*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 SD1=2/3*SM1 SDI= 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 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_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 Sips= 0.72 h„ = 29.53(ft) SD,= 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) S,= 0.42 k = 1 ASCE 7-10(Section 12.8.3) Ti_= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(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=(SD,*TO/(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 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CSX = DIAPHR. Story Elevation Height AREA DL w; w, *h,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) 1 w; *h,k Vi DESIGN Vi Roof --- 29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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.cuv= 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 e= 14.8 14.8 psf Figure 28.6-1 Ps3oc= 17.2 17.2 psf Figure 28.6-1 Ps30D= 11.8 11.8 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kzt= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 *Kzt*Iw*windward/lee : 1.38 1.38 Ps =N*Kzt*I*Ps3o= (Eq.28.6-1) PSA = 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 o= 16.28 16.28 psf (Eq.28.6-1) Ps A 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_2018.02.06_RT SF_Suspended Garage_Plan 3B 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(SS) 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 3B DL-SG_Structural Calculations.pdf Page 22 of 44 Design Maps Summary Report gull'?"USGS 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 I I 52111010'111a t erton �� 4 .,...'..;/' ' ,,;Y-"ri"3 .'k:"= `"g ilwaukie ,'fit. l r 210: 193 rd ; " , Laky Osvpago =d fir"" Tuiatlrt If rrr'4$1clUeS1 02015 MapQuest the dadae ' el M t_a MapQuest USGS-Provided Output Ss = 0.972 g Sus = 1.080 g S. = 0.720 g S1 = 0.423 g Su, = 0.667 g So, = 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. MCR Response Spectrum Design Response Spectrum 0,22 1.10 Q.22 0 22 a 72 0,22 0.‘a 0,77 0.Se Tii 0 44 to 0,44 0,22 4?,32 0 24 o 2 o.1£ a II a 02 0 CAD 0 22 0.42 0.20 040 0.02 0.20 1.000 1.20 1.04 1.co 1.22 2.20 0.02 0.20 0 4.0 4.20 0.20 1 02 1.20 1.#e LCD 1.1u 2_22 Period,T(sed Period,Tier/tr.) 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 3B DL-SG_Structural Calculations.pdf Page 23 of 44 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... S1.8 2 Ear o/47)))` -_. Bia � Bib 'lf /f% "c-Cl ((/ g i5 (\ct) 7 .„......7 1 ._, ,,,, __, r--- (ILO I Ria 1111111 ,01 I I ' 1 \...::: A\ L7 Ll F fi F2a F2b MST37 MST37 .. er Fla Fib S18.2 0 MST37 MST37 COO I ( ❑ I 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 24 of 44 i All 0 R' MS111112111131111116 h,,,, U Milbrandt -* A tchitetls- 2 SIMPSON OTT22- (1;'t,,,,4''. — .4 11111.11.11111141111fflik' ''''F' gierkrir -,-, ",. 1„.. ,,,•,..•:•,,,....,.. 07* JOIST ,.. (2)TRIM ,YI" i% fi 121 019 ABOVE PrO'Bnl(P..101472. •o/.....,,,”,1 FLOOR FRAMING LEGEND •,I,. .A .•i•A 1 AO.M ENT — r--..-7„,-,25,,,:ca ., ,1 , wow '-','MT X/STIFF. <, 10/Sb 2 .. JOIST SIZES AND SPACING PER ORAWINOS ' ,1' I)) '&-.—,--.-Al TUD Ell SOL TRIMI.ERS J N 0 ABBREVIATIONS i ' *'KIRKLAND,WA ‘..',. '..'. . SF STRUCNRAL FASCIA Fe RUSH SBAI.1 __-,, ... HOR READER -FIVJRES tY , • • ABOVE O' :: F.`;- OS DRAG STRUT TRUSS .4 . I i GT GIRDER TRUSS '1 §' '. ... , ., , 13 LEGE. dm 1 , y P•,,. t , -, ..., . .1 ci;r CO 1 ,..—rxmanTo, .4Er , , g t ..i. . '4 , , k 1 •FLOOR TRUSS/JOIST ,, '.. .,2 , ; •DRAG TRUSS ---.......... •GIRDER TRUSS <--. P3x.' 2g'i - ......_____. •STRUCTURAL BEAM ' 4-', : : : , ,, 1 I ,, 5,01,75 FE. Hi_ , _ . ,„*., .,.JOISi FRAMING q I . 111. I , : ,,,4W-•TE'i s —„,:l ;', 2 1 OM POST* 'AP-, 00 n 'TAtATT.''A".7 II® , 40,9,, El . 0°I'Lnikaa 0 •VENT DUCTING PATH ,,,,,,,,_ . 1''' 1' ,,,,,7 f' ,,...TA/R FRANKG T . 'or; ./' • P4 A ., . , .` ,ST, INOM a ST110/9-7. .-P L . -. . ' IXILOES ADON r P 4' *I .—> . 2 54 i•.-_, 2 - t . Lilt.—" '' re 715 SHEAR WALL NOTES r u..__. SLAB ON GRAM 1 „ L , • .. . ,. ...„ .•_.._ ,4 6 6 '- , ,,„„,„,Ji, -G) SEE FOUNDAVON PLAN(A6) _14,4,48 KR I 1 Iti KR Fr 1..„(,„,0,,R., AIATIZA`AZao sl'=`.`4AgrAC' it PO 7 SIN014J LS L,---.po, -- u- rew , - .7-1.113X%NOLDOWN TYPE-SEE V 2 . E PONY WALL I ‘IF . ei- x .q o 30 4'1 THE WOOO SHEATHING DIAPHRAGM SMALL BE ¢ , APPLIEG TO SAME SIDE OF STUD WALL AS SNEAR 2 tEA,04.0,AN,OZALL CONTINUE ABOVE AND 3 1 F 0 '0 : el..eft,Fe 1 r.....,, =- rOUTAIVOWIrrY1=ar' ''' , .:, 1! ' 1 ] BC SMEARWALL TABLE SHEET SI 1 . •, 1.. •,t SEE SNEET SI 1 FOR TYPICAL SNEARWALL OVALS .--0 _M • _,:.•U B.---...r.'-- ,__ I i „,„,, I.. .. 11.4 Nan ROOF F RAMING LEGEND MN 11 L i ROOF FRAIANG fig) WLV ._ r -•MUSSES 0 29.0 C CON,ROOF SLOPE LEDGER TO UPPER ROM ;MOT FLIT rOU"'"''''''"S NANUMNREO ROOF MUSSES 0 29.0 C ABBREVIATIONS CD SF SMOCTURAL FASCIA THE SHEARWALLS HAVE THE SAME a >. SE FOFSR NEWER 10/SA 0 TYP FLUSH BEAM ROOF FRAMING NOTES LABELS FOR PLANS BA 36 and 3D 6.43 E 1 On,yre...Beams and Nedra ere Iwo a, i • E U N 0 BSMT.FLOOR SHEAR PLAN& 12 1 MAIN FLOOR SHEAR PLAN& E OS DRAG STRUT TRUSS 2 .relern={7r,"retT3r1reoe'e.::enrrularr Plan 3A Daylight MAIN FLOOR FRAMING PLAN 0 irumes et 2ro e.V NO AN.IMO OB. Plan 3A Daylight TOP FLOOR FRAMING PLAN GT OIRDER TRUSS rAtece=1, penr*r•t747.747::::."- i-re E U 0" P=EZIVOr""0'''"" menulattaal Irma.et 2,o c,V N 0 Pro.o.10 SA t CI 1 1 el.each end elan Busses 10 SA elleh 3.010 gr .., ./-161=1=17:0, mull.Inas.,ll N 0 End in4.5..o de.. ..1 owl.ll N 0 nrre Refer la mtilNect. re..for imas',fele 'a v : 7 ' t,And over show.119.end at T o e In Mona, rt3 •DRAG TRIM 4 .1,•Males shear,0113elovrhernIns shown Re.to .7, P Z .50,41...on 1.11/Or 800.. C . C —... ... ..111.TRUSS 5 =1%s=121r270741:PCNIeVto MO 000 0 g o _______ ,STRUCTURAL BE. 111/SS 0 for addlloosl rallulrem.•N....04"0, „ ME 8 =1371=1=e0 Muds et osel)and ol ell I'L' *.... .SOCK FRAMING solid thrn,Roo,to melonIns Appals below U NO IL 8 1,1.1.11r..conotals or 2x8,3 et IS.o v at 1 a 1 •ATTIC ACCESS ,L,.. ..., PANEL SEE•WM 8 R":rto'sra'altnt018TiO4BLI wend M1amlos 00 .12/.40A:u Aui..® 10 Refer to general stn..noise on ttnee.SI OW00 addllional repulremont• ,!Id 15 15-03 OR•OFIONTELP STUDS notratIons 11 ZI=TIZZanLnun.required by code L X` ,AISED PLATS(SEE PLAN 13 Nail MN.31.0.8.,o 0 lot enere WO of FOR HEIGHT, 14 OnoTera4...Ar.Rarer 0001.0.drawings A8.1 br ell dimensions sko.d. A S D: ,...„„.,“ 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= 3.56 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type OTM ROTM Unef Usnm OTM ROTM U„ei Us„m U.,,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (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 R 1a 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 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 - - 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 I - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 7.61 0.00 4.10 0.00 EV wind 7.61 EVE° 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Pian 3B 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 LDLen. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM Rolm Une1 Ueun, OTM RoTM Unet Us,,,, Ueum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 836.535.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0••• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a* 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b* 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 2.47 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0••• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ZVwind 13.53 2:VEQ 7.37 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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= 3.5Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unof Usum OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2;V nd 19.46 2;VEQ 8.34 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM RoTM Line( Us., OTM ROTM Unet Usum Usu, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 PSTN P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4-04 Ext B1b* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115 PSTN P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 489 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 549 Ext F1 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 5.19 549 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.85 445 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 5.33 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00d 0.00 0.00 0.00 0.00 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 EV,,,b 9.10 EV50 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 LOL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„et Usum OTM ROTM Um1 Usum Us= (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 5.43 643 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 5.43 543 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.79 479 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 Ext F4 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar1 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Staid 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 EVwind 16.18 EVEQ 7.37 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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-BVI= 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 Lor eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM ROTM Unet Usurn U.,,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 64 135.1 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 EVwmd 23.28 EVEQ 8.34 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 - - 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= vi 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= ,1 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 plf feet OTM 33809 62022 R OTM 66833 49506 v v UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L = 0.51 4 0_4 0 4 0 Hpier/L1= 0.56 Hpier/L3= 0.83 L total = 22.3 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 A Fdrag1 w= .91 F2 - - 323 H pier= v1 eq= 102.5 plf v3 eq = 102.5 plf 5.0 vi 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: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 1 ►--4 10- 4 Hpier/L1= 0.31 Hpier/L3= 1.25 L total = 31.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 ---0- • ►•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= vi 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 v Fdrag3 eq= :I F4 e.- 280 feet A Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND Hsill = vsill 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 1 0-1 li. 1 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 11.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 ♦H head = A v hdr w= 196.1 plf 1.08 v Fdragl eq= 338 F2 eq= 237 A Fdragl w= •0 F2 . 525 H pier= v1 eq = 201.0 plf v3 eq= 239.3 plf 5.0 v1 w= 446.0 plf v3 w= 446.0 plf feet H total = 2w/h = 1 2w/h = 0.84 9.08 • Fdrag3 eq= .: F4 e.- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet 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 , 0-1 0.1 11. Hpier/L1= 1.67 Hpier/L3= 2.38 L total = 11.6 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 35 of 44 JOB#: 15238_3 ABD_DL ID: B2ab w dl= 300 plf 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 --i ♦H head = A v hdr w= 176.1 plf 2.19 v Fdragl eq= 280 F2 eq= 280 • Fdragl w= : 6 F2 - - 616 H pier= v1 eq = 187.6 plf v3 eq = 187.6 plf 5.0 v1 w= 413.3 plf v3 w= 413.3 plf feet H total = 2w/h = 1 2w/h = 1 11.32 1r Fdrag3 eq= :I F4 e.- 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. I 2w/h = 1 P4 WIND H sill = v sill eq= 79.9 plf 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 ►--t '4 0. Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 36 of 44 JOB#: 15238_3 ABD_DL ID: B3ab w dl= 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 --00- A ►A H head = A v hdr w= 189.6 p/f 2.19 v Fdragl eq= 671 F2 eq= 361 • Fdrag1 w= ,79 F2 - - 796 H pier= v1 eq= 189.3 plf v3 eq = 189.3 plf 5.0 v1 w= 417.1 plf v3 w= 417.1 plf feet H total = 2w/h = 1 2w/h = 1 11.29 v Fdrag3 eq= . 1 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 T UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L = 0.51 4 .4 10.4 Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 37 of 44 C T E N G I N E E R I N G 180 Nickerson St. Suite 302 {�, r (� I N C. Seattle,WA 98109 1 (« cl F -JUSP. ( Pt1tiGJ Date: (206) Project: (206)285.4512 FAX: Client: Page Number: (206)285-0618 Lr3 T L - Gritime SLR COW./ TOM r4 .tuts Wmn ' (.23')(ao9 C4/ta9C1so pt-f ) zoloot u VGAL L 0.12A Wc,prk z (o.12. 1C Zo, ooc.0 ) 2iioos (2.4 60 7Z� VaI R t ; teo N�r SAY PU l J'1tL�taWAl,C to TY1'. A-r SARA;E 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 38 of 44 Structural Engineers Table I. 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) Shear4°,0(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 • 24 8 1,675 (2345 WIND) 0.38 2.88 10 1,125 (1575 WIND) 0.51 3.42 l'-10 1/2" 8 1520 EQ(2128 WIND) Foundation f r Wind or Seismic Loadingta'b c,�31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is 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) I Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening / on both sides of opening for single or double portal / opposite side of sheathig P ny ---a:�� i y `-4 g . . o' wall • I height i i _ Min.3'x 11-1/4"ne#Reader Fasten top plate to header 9 • • /with two rows of 16d steel header not allowed Y _ ! sinker nails at 3°o.c.typ • "i • Fasten sheathing to header with 8d common or j .! 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max • - �! / panel sheathing totale 'i wall Header to jack-stud strap per wind design. height " Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges " P 9 shall occur over and be 70 Min.double 2x4 framing covered with min 3/8" .i nailed to common blocking ma t thick wood structural panel sheathing with j -4 • 'J within middle 24"of portal height :. 8d common or galvanized box nails at 3"o.c. j ! height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. •\ . nailing is required in each • panel edge. Min length of panel per Coble 1 B \ Typical portal frame , 4 • Lt'''' construction Min(2)3500 lb strap-type hold-downs ° \ '' (embedded into concrete and nailed into framing) 1°° Min double 2x4 post(king w;. and jack stud).Number of ?, —Min reinforcing of foundation,one#4 bar "' i, r• jack studs per IRC tables i 0 / top and bottom of footing.Lap bars 15'min " i R502.5(1)&(2). f I • i1 i 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 concrete and nailed `—Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 39 of 44 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: r1v7oc, e 3l n/'a- N7Uj Date: -4 98109 (206)285-4512 gA) 2-53., ,3,zUSS G 2� 2� FAX: Client: 1 Page Number: (206)285-0618 `10 C - (op P. CSV L b , , P vi7-As-VA-6r/i_) t� ® Q 1 / : d�g1, -. - At„5(1 ® . / g`.` X l6`` )i'' )( 7ii t ) P er2.s..,-- i,c- Tog- 0;514 f0-n-Pm t r-2 )T) 8 114, 0t _ &Y0,2 .(.. _ j).5 63j; ,, git6)(0,7 60) 0. 312 (5 ( 06 3,_Z3 <<z) U = z o,tiJ Con �� _ , �� ,N ,z t))(,2)C(at (e .— ,3-z --,,) 66 ,9,44 Y, 4f, 7;, (e5- KtI') Fl= ter ) of - 5' t 0 X t( r13, w/(2) - ot= o, 6( )LAWr /2-,01 1 L0/4-¢= 3 ii — 112. c144- ,\,\ 1M U to N6., ale l - ,5( ' (6x CC, I0 pV r Y 5 - ..;X.. t�1.` L P)6-14-. )NG L. Q= 6),)i D.— 1 ou �: \2,',n n 15238_2018.02.06_RT SF_Suspended Garage_Plan 3B 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 rtverterrace 3abd.ec,v:15238-8 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 1 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 % 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 3B 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:15238-13 Description 15238-ABD- FTG2 General Information Dead Load 3.020 k Footing Dimension 2.500 ft Live Load 8.060 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020 % Summary Footing 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 Mu :Actual 2.37 k-ft/ft Alternate Rebar Selections... 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 3B 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 nverterrace_3abd.ecw: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 Reinforcing ,,, tki.FJ:3'.,,r.✓,w10�".;'k". ':: N'�;; ^l�b➢'. ,/'a..yaw✓n�l��k%7,�%r+., '9.;'�J,�"�';�"' iiiiivw,wi�m rs.;�� ':;,.. N..'�/6/,�/� 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 % IIIIEM.....,.5 P I t�EE °.,.OMIIIIIIF 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 Mu :Actual 3.93 k-ft/ft Alternate Rebar Selections... 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 3B 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 ecwCalculations 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 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% Summaryii— Ned 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 Mu :Actual 0.82 k-ft/ft Altemate Rebar Selections... 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 3B DL-SG_Structural Calculations.pdf Page 44 of 44 J1 MAIN 10-12-15 Ci Roseburg 12:58pm 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 , O 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#(368p1f) 177#(110p1f) 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.'# 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 � ,,,,,,. EWP MANAGER S},,..on 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 J3 BASEMENT N Roseburg 1 1257:57p 5 A Forest Products Compam of 1 of 1 CS Beam 4.21.0.1 lanBeamEngine 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 / 9 7 3 0 / 9 5 0 / 9 7 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#(31 plf) 2 524#(393p1f) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165p1f) 59#(44p(f) 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.' 24% 16.67' Adjacent 2 D+L 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" U999+ 21.82' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON NI product names are trademarks of their respective owners KAMI L HENDERSON Stro Tie EWP MANAGER 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 manufacturers specifications. 503-858-9663