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Specifications (90)
11111 \S�aOMC I - 1'� ►�� S/C' fie.-.Skc • CT ENGINEERINGStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) Ato #15238 ckv- o11° ) Structural Calculations o0%s04 Polygon at River Terrace co PRp�,,,' /NC �G I NF' Single—Family w 60 1+ Plan 5D DL—SG -, , Ti ardOR 22, �1 ��`� Tigard, /p/ �F FS � T. 10/18/2017 Design Criteria: 2015 IBC (2014 ORSC, OSSC) 9 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 15238_2017.10.18_RT SF_ uspended Gatage_Plan 5D DL-SG_Structural Calculations.pdf Page 1 of 47 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is a single-family home development. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are two-story wood-framed with daylight basements. Roof framing is comprised of pre- manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open- web floor trusses. Main floor and bottom floor framing is comprised of pre-manufactured wood I-joists. Garage floor framing over crawlspace is comprised of sawn lumber joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/ORSC/OSSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/ORSC/OSSC code. 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 2 of 47 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_5 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8" plywood/OSB 2.2 psf Roof framing 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.8 psf NO gypsum concrete 0.0 psf 3/4" plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 3 of 47 19 S9.1 (.1 2x10 HDR 02 (22x10 -IDR (2) 2x10 HDR (2) 2x10 HDR (2) 2 8 HDR .` 11111 -- - :>1: , ,�---t4- ________A--.-—E.—........---1.1: _—_ .. RB.,,1 RB.d2 RE.d3 RB,d4 RB.d5 (o ;c, 0. N • a _ r as • x ' w 4 N a •AS W / .0 ''slii CI \\I/ N. 122'x30" / \ I ATTIC in 4_ (ACCESS /-- j oz r 4 I // x gI / . N 04 El) / N 1........0................a 'I� O / _ \ / o N. L U ,/L___- - i E:` o Q Y / I 1-- -3- �� O I j Ix TJ ix O ,-,-• c3 / \\ Cj / 19 /1 \ S9.1 CD �� . / / / / L 7 19 ` 59.1 / 1 mm . 1 : , f ILI diTh •i25 1 I1 : If co. \ ( o a �I[ 1 Ix 1 ; t - --g `• 1 N N «'C p ails ,A ;d / 1 a IND ' i ,� \` y/ 1 x / N ;` / - ` -/� _ 1€ �/ 111 a i I i ` {2 2 R /GT the / / GT ' i:.1•'•'�� L7. /• GS�dao,','V.` .:`1.1..,. FJ U / `� .T. 2 $-- n n n ,d4 ( 10 HSR 0*. \ RB d12 i (2) 2x10 HDR , / '. RB d13 I 1 RB.d11 / (2) 2x 0 HoR Ls SAME AS RB.a10 SAME AS RB. 2 _ ; ,i : ~ 16 I d1 S9.0 --- - 16 S9.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 4 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace_5abd.ecw:15238-5D . .,,���.:z�r�rssirWa,.�cvsrr t ..:.......... t'i r air�rFarr i ..m�✓,r y :.vr✓rryryx;� sxse 'szv Description 15238-5D-GT RXNS Timber Member Information GT.d1(RXN ONLY) GT.d3(RXNS GT.d4(RXN ONLY)GT.d5(RXN ONLY) ONLY) Timber Section 4x8 4x8 4x8 4x12 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 43.50 11.00 11.00 8.00 Dead Load #/ft 75.00 30.00 30.00 360.00 Live Load #/ft 125.00 50.00 50.00 600.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 5.500 End ft 11.000 5.500 Point#1 DL lbs 1,631.20 1,612.50 LL lbs 2,718.70 2,687.50 @ X ft 5.500 5.500 Results Ratio= #.#### 6.4299 6.3840 1.2609 Mmax @ Center in-k 567.67 230.67 229.02 92.16 @ X= ft 21.75 5.50 5.50 4.00 fb:Actual psi 18,514.3 7,523.0 7,469.3 1,248.3 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 990.0 OverStress OverStress OverStress OverStress fv:Actual psi 251.0 319.9 318.4 112.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 OverStress OverStress OverStress Shear OK Reactions Left End DL lbs 1,631.25 1,393.10 2,208.75 1,440.00 LL lbs 2,718.75 2,321.85 3,681.25 2,400.00 Max.DL+LL lbs 4,350.00 3,714.95 5,890.00 3,840.00 @ Right End DL lbs 1,631.25 2,218.10 1,383.75 1,440.00 LL lbs 2,718.75 3,696.85 2,306.25 2,400.00 Max.DL+LL lbs 4,350.00 5,914.95 3,690.00 3,840.00 Deflections Ratio>240 l Ratio>240! Ratio>240 l Deflection OK Center DL Defl in -33.976 -0.774 -0.769 -0.050 L/Defl Ratio 15.4 170.6 171.7 1,922.7 Center LL Defl in -56.626 -1.289 -1.281 -0.083 L/Defl Ratio 9.2 102.4 103.0 1,153.6 Center Total Defl in -90.602 -2.063 -2.050 -0.133 Location ft 21.750 5.632 5.368 4.000 L/Defl Ratio 5.8 64.0 64.4 721.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 5 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace5abd.ecw:15238-5D Description 15238-5D-ROOF BEAMS (1 of 2) Timber Member Information RB.a1 RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 360.00 360.00 360.00 75.00 75.00 75.00 Live Load #/ft 125.00 600.00 600.00 400.00 125.00 125.00 125.00 Point#1 DL lbs 1,361.20 1,631.20 LL lbs 2,718.70 2,718.70 @ X ft 3.750 0.500 Results Ratio= 0.1200 0.1440 0.3240 0.6218 0.5806 0.0469 0.1875 -la, ..IIMENMEN Mmax @ Center in-k 4.80 5.76 12.96 24.87 23.22 1.87 7.50 ©X= ft 2.00 1.00 1.50 2.34 0.50 1.25 2.50 fb:Actual psi 112.2 134.6 302.9 581.4 542.9 43.8 175.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 12.0 38.0 64.4 47.1 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 150.00 360.00 540.00 805.07 1,471.83 93.75 187.50 LL lbs 250.00 600.00 900.00 969.92 2,453.08 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 1,774.99 3,924.92 250.00 500.00 @ Right End DL lbs 150.00 360.00 540.00 1,996.12 384.37 93.75 187.50 LL lbs 250.00 600.00 900.00 3,348.78 640.62 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 5,344.91 1,024.98 250.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK t ••.:^' y..,i'Y 'z. %- .E,KMCFS'...%s' ..„„r:F.wfi6H//vr,ix:z r n i.His�F.L/XZ/".z,,..-: ./,n ghz,%`"a9nJ "',°/ee.fifi!✓. ii/rte Center DL Defl in -0.002 -0.001 -0.003 -0.010 -0.004 -0.000 -0.004 UDefl Ratio 28,581.0 47,635.0 14,114.1 4,638.9 10,131.0 117,067.8 14,633.5 Center LL Defl in -0.003 -0.001 -0.004 -0.014 -0.006 -0.000 -0.007 UDefl Ratio 17,148.6 28,581.0 8,468.4 3,546.2 6,078.6 70,240.7 8,780.1 Center Total Defl in -0.004 -0.001 -0.007 -0.024 -0.009 -0.001 -0.011 Location ft 2.000 1.000 1.500 2.080 1.320 1.250 2.500 UDefl Ratio 10,717.9 17,863.1 5,292.8 2,010.0 3,799.1 43,900.4 5,487.6 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 6 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 5abd.ecw:15238-5D Description 15238-5D-ROOF BEAMS (2 of 2) Timber Member Information RB.d10 RB.d14 Timber Section 2-2x10 2-2x10 Beam Width in 3.000 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 1,393.10 LL lbs 2,321.80 @ X ft 0.750 Results Ratio= 0.1875 0.6245 Mmax @ Center in-k 7.50 24.98 @ X= ft 2.50 0.75 fb:Actual psi 175.3 583.9 Fb:Allowable psi 935.0 935.0 Bending OK Bending OK fv:Actual psi 18.8 65.4 Fv:Allowable psi 150.0 150.0 Shear OK Shear OK Reactions @ Left End DL lbs 187.50 1,068.92 LL lbs 312.50 1,781.51 Max.DL+LL lbs 500.00 2,850.43 @ Right End DL lbs 187.50 511.68 LL lbs 312.50 852.79 Max.DL+LL lbs 500.00 1,364.47 Deflections Ratio OK Deflection OK Center DL Defl in -0.004 -0.003 L/Defl Ratio 14,633.5 11,126.5 Center LL Defl in -0.007 -0.004 L/Defl Ratio 8,780.1 6,676.0 Center Total Defl in -0.011 -0.007 Location ft 2.500 1.130 L/Defl Ratio 5,487.6 4,172.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 7 of 47 al STHD14 00 STHD14 8 P6 \ (Jr`STIID11 6x 0 HDR 3 5x9 (I R tea - - St - - -- \\/� s -1 , 1 / .a2 B a3 _ B.a4 :.a3 i I { / 1 x12 FMK 6x12 DR. 6x12 ttR o i. � �I I �I Io xt I� il I'( 7' j1��__ �X�' 0) 2x LEDGER z I I co Li vI eI wN g.. � - 4FRAMING ._ ' 24" O.C. °¢ tit B.a10 B Bill B.a12 ICN r..Al:-..v _-- -3.5x;4-31G-B€Ak-KB------. �-ef -A f8it.- 3.-,-TITS GOEFFuR- -I'� i �, f I I ■— B.a9 3 x �,i F • �\ 1 I 40x10 Lw Hne:_:- o STAIR / J x,o S � "i L�4 SP-1014 P4 -THD1� \FRAMING/ OPEN s- o ra if • 4i1 / TO �n N Pi O / BELOW r`I P6 ---1--- / r1 N VI A 1 / \ / \ I \ I 1 _ 1----- / \� I STHD14OW S I . 1 I / 3.5 T4 BIG BEAM FB � A , . I _L'1 -J--- - 5. 8 GLB H)R �- _ a13�— FTA r - T:T1I f , I f 0 A P/ 1= I0_mT,T. .„, c}IN N xD 1 X X J 1 T- IE n 1 2 R1>EDR 1° B.-2i o �� 3 5"x14' BIG AM RIAS 5 —$ _,© I Z � 5. 16 .LB H R •-- -0-': '.. 1 `)3 a"....7 ,� � B.a16 35_x14" ELL BEA1 FB iL_ 1.1 S D14 &I lap P3 -i8• ex 11 I.,. Ea —B a18 F6 UP 2x FRAMING S6.1 2x8 HDR Ar)2x8 HDR '2)2x: HDR 14 AT 24" O.C. ) , ._. _x 10 t3DR ima59.0 j � --r STHD14 0011-1014 B 19 5 SIM.59.7 0 )F FRAMING NOTES Illy required beams and headers are -aming consists of 7/16"or 1/2"APA rated MAIN FLOOR SHEAR PLAN & an rating At roveroof framing Plan 5 D Daylight TOP FLOOR FRAMING PLAN 'o.c.,U.N.O. At roof framing with pitch qual to 2:12,roof framing consists of 5/8" eathing(span rating 40120)pgg 2Q17_-0.18_RT V"Su p nded Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 8 of 47 trusses at 24"o.c.,U.N.O. P_rovIde .I.4an...,ocoe 449 FA ve..h,,,A ..f,11 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams (1 of 3) Timber Member Information B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x10 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 5.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 9.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 75.00 207.50 200.00 200.00 75.00 75.00 110.00 Live Load #/ft 125.00 420.00 400.00 400.00 125.00 125.00 130.00 Dead Load #/ft 207.50 75.00 75.00 75.00 125.00 125.00 60.00 Live Load #/ft 420.00 125.00 125.00 125.00 200.00 200.00 25.00 Start ft End ft 1.000 Point#1 DL lbs 1,631.20 1,631.20 1,383.70 LL lbs 2,718.70 2,718.70 2,306.20 @ X ft 1.750 5.000 1.000 Results Ratio= 0.8551 0.4413 0.2004 0.8853 0.1230 0.7087 0.7908 `..,ic✓X3& ;: 'al"F/ XfS'9 /%'�/eb"!"" �6..r,i, %lH�,;,/H9n;+n,. ..,79 ':,,, ,,. Mmax @ Center in-k 70.74 44.68 10.80 73.24 4.92 28.35 37.85 @ X= ft 1.74 3.00 1.50 3.91 1.25 3.00 1.01 fb:Actual psi 855.1 1,059.2 216.4 885.3 115.0 662.7 758.2 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,000.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 99.1 99.6 27.1 155.3 13.6 63.3 142.3 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,482.55 847.50 412.50 1,096.87 250.00 600.00 1,310.27 LL lbs 2,619.27 1,635.00 787.50 2,028.12 406.25 975.00 2,011.52 Max.DL+LL lbs 4,101.82 2,482.50 1,200.00 3,124.98 656.25 1,575.00 3,321.80 @ Right End DL lbs 1,278.65 847.50 412.50 2,184.33 250.00 600.00 573.42 LL lbs 2,279.43 1,635.00 787.50 3,840.58 406.25 975.00 839.67 Max.DL+LL lbs 3,558.08 2,482.50 1,200.00 6,024.92 656.25 1,575.00 1,413.10 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.008 -0.024 -0.001 -0.021 -0.001 -0.023 -0.008 L/Defl Ratio 6,043.1 2,986.8 26,530.5 3,391.9 43,900.4 3,175.7 6,105.7 Center LL Defl in -0.014 -0.047 -0.003 -0.038 -0.001 -0.037 -0.012 L/Defl Ratio 3,458.9 1,548.2 13,896.9 1,881.0 27,015.6 1,954.3 3,964.1 Center Total Defl in -0.022 -0.071 -0.004 -0.060 -0.002 -0.060 -0.020 Location ft 1.952 3.000 1.500 3.168 1.250 3.000 1.808 L/Defl Ratio 2,199.8 1,019.7 9,119.9 1,210.0 16,724.0 1,209.8 2,403.6 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 9 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace_5abd.ecw:15238-5D ,, Description 15238-5D-Top Floor Beams(2 of 3) Timber Member Information .,-;• . .K B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larch,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No Center Span Data Span ft 4.00 em 4.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 396.00 LL lbs 520.00 520.00 871.00 @ X ft 3.000 8.000 10.000 Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.6911 Mmax @ Center in-k 19.80 19.80 19.06 18.94 117.15 57.35 472.02 @ X= ft 2.00 2.00 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 396.7 396.7 166.7 165.7 2,040.2 501.6 1,589.3 Fb:Allowable psi 1,080.0 1,080.0 3,000.0 3,000.0 2,400.0 3,000.0 2,299.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 47.1 47.1 21.1 20.8 148.5 49.2 95.2 Fv:Allowable psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 450.00 450.00 466.87 400.00 1,065.00 795.59 1,998.00 LL lbs 1,200.00 1,200.00 945.00 850.00 2,840.00 1,390.59 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,250.00 3,905.00 2,186.18 7,233.50 @ Right End DL lbs 450.00 450.00 466.87 660.00 1,065.00 1,254.41 1,998.00 LL lbs 1,200.00 1,200.00 945.00 1,110.00 2,840.00 1,849.41 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,770.00 3,905.00 3,103.82 7,233.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ;., .v.- .._., yam•=•r,- _ r,.r ... «<.wt�a: ..;FhA-. _ ticr;;;=�� '... ,a. :u•m +«. %r ,,.,,' sos -. Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.158 L/Defl Ratio 13,679.8 13,679.8 49,664.7 52,558.1 1,358.8 7,753.3 1,515.3 Center LL Defl in -0.009 -0.009 -0.002 -0.002 -0.236 -0.022 -0.411 L/Defl Ratio 5,129.9 5,129.9 24,536.7 29,134.0 509.5 4,534.6 583.6 Center Total Defl in -0.013 -0.013 -0.003 -0.003 -0.324 -0.036 -0.570 Location ft 2.000 2.000 2.250 2.080 5.000 4.284 10.000 L/Defl Ratio 3,730.9 3,730.9 16,423.0 18,747.7 370.6 2,861.2 421.3 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 10 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 5abdecw:15238-5D Description 15238-5D TopFloor Beams- (3 of 3) Timber Member Information B.a15 B.a16 B.a17 B.a18 B.d19 B.d20 B.a21 Timber Section 2-2x10 5.125x16.5 Prllm:3.5x14.0 2-2x10 2-2x10 Prllm:3.5x14.0 Pdlm:3.5x14.0 Beam Width in 3.000 5.125 3.500 3.000 3.000 3.500 3.500 Beam Depth in 9.250 16.500 14.000 9.250 9.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir,24F- Rosboro,Bigbeam Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Rosboro,Bigbeam V4 2.2E 2.2E 2.2E Fb-Basic Allow psi 850.0 2,400.0 3,000.0 850.0 850.0 3,000.0 3,000.0 Fv-Basic Allow psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Elastic Modulus ksi 1,300.0 1,800.0 2,200.0 1,300.0 1,300.0 2,200.0 2,200.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 3.00 16.00 8.00 3.00 5.00 15.33 8.85 Dead Load #/ft 75.00 37.50 75.00 200.00 26.30 165.00 Live Load #/ft 125.00 100.00 125.00 400.00 70.00 307.00 Dead Load #/ft 185.00 127.50 165.00 75.00 75.00 330.00 Live Load #/ft 360.00 340.00 440.00 125.00 200.00 550.00 Start ft End ft 9.500 Point#1 DL lbs 3,615.00 1,393.10 LL lbs 5,017.80 2,321.80 ©X ft 9.500 14.320 Point#2 DL lbs 2,190.40 LL lbs @ X ft 2,321.80 14.320 Cantilever Span x Span ft 1.23 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 30.00 LL lbs @ X ft 1.230 1.230 Results Ratio= 0.2514 0.9953 0.2339 0.2700 0.2578 0.2960 0.4631 Mmax @ Center in-k 10.06 552.92 77.28 10.80 10.31 101.52 158.84 @ X= ft 1.50 9.47 4.00 1.50 2.50 13.25 4.42 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -2.05 0.00 fb:Actual psi 235.1 2,377.7 675.9 252.4 241.1 887.9 1,389.3 Fb:Allowable psi 935.0 2,388.9 3,000.0 935.0 935.0 3,000.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.5 130.5 70.2 31.7 25.9 35.4 136.3 Fv:Allowable psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ;wyh Y 444tom. @ Left End DL lbs 390.00 2,620.25 960.00 412.50 187.50 433.98 2,190.37 LL lbs 727.50 5,109.57 2,260.00 787.50 500.00 842.49 3,792.22 Max.DL+LL lbs 1,117.50 7,729.83 3,220.00 1,200.00 687.50 1,276.47 5,982.60 @ Right End DL lbs 390.00 2,806.00 960.00 412.50 187.50 3,615.05 2,190.37 LL lbs 727.50 4,738.22 2,260.00 787.50 500.00 5,017.78 3,792.22 Max. DL+LL lbs 1,117.50 7,544.22 3,220.00 1,200.00 687.50 8,632.83 5,982.60 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 11 of 47 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Page 2 Timber Beam & Joist 15238riverterrace5abd.ecw.15238-5D Description 15238-5D-Top Floor Beams (3 of 3) Center DL Defl in -0.002 -0.198 -0.013 -0.002 -0.004 -0.071 -0.039 L/Defl Ratio 19,542.6 968.5 7,642.3 18,476.6 14,633.5 2,607.6 2,737.0 Center LL Defl in -0.003 -0.341 -0.030 -0.004 -0.011 -0.118 -0.067 L/Defl Ratio 10,476.4 563.9 3,246.3 9,678.2 5,487.6 1,564.7 1,580.9 Center Total Defl in -0.005 -0.539 -0.042 -0.006 -0.015 -0.188 -0.106 Location ft 1.500 8.192 4.000 1.500 2.500 8.401 4.425 L/Defl Ratio 6,820.2 356.4 2,278.4 6,351.3 3,990.9 978.1 1,002.1 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.038 Total Cant.Defl in 0.062 L/Defl Ratio 472.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 12 of 47 - Pfix� R BB.a5 fixe PT OST U O U I-:F--- Q.:Q CO F N N O STHD14 ICOO 3T1-014-\ ®® STHD _ •ter - ..1-12a13--t- 7- 4x10 HAsuAmmwAsc i --- DR ' '7 4110 FIM-- (/5'"'-'' AMP 4x10 HDR 4x 0 HD 14 ' D ' 4x1C H-RmoirGa',� .�;; BB.al, B .a2 33.a3 .a9 BB a3 SIM SIN (31 �4i Ir 0 O J¢ 11-N F'--O I- Q H N F In ,1 INKNOSINWOSI �--,STAIR FRA iIN1C---- N r ,x6 •0 / ENC JOIS- H RC ><-"\ it F d / l- -- n w I RIRN I TI -- N _ Sii :Iii 2H1O r BB.a6 -PPOVIDE• • CONTINUED 2x6 PONY WALL ALL THE WAY BLO KUNG BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKINGQ74 UNDER BEARING WALL ABOVE ! / ,,,,,,,,elf, / ,�,, „ �i,./���� 4,4,��74,�/,z4 • IX0 18 ti r ' o. S6.0 t -1 m \,-i ADDED ANOTHER JOIST 1.--1.-a SUPPORT (PER RODNEY) ^� 0 4X8 HDR Cc.al 7 S6.0 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG Structural Calculations.pdf - - Pago 18 of 17 9 1 S6.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Bottom Floor Beams Timber Member Information BB.al BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam 1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fr- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi' 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 L/Defl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 14 of 47 0,,______I If 4'-11- t 7'-6y' + 7'-6Y4 0 5 i• rJ-, 1 1 r _� I- i r -1 _J----I I L_ T I I I 1 1 24'x24"x12'FTG J L J L J W/(3)#4 E.W. 1 in T 40._0. 14'-11Y4" q'_p• 1'-10y+ 79._2. v r---I kw-owl IX_ -—-HI I I T.O.S. L__J 31(CONC.SLAB I-9'-53/41 10 N T.D.S. a 6.0 ST".•.- r - P4 ` --STYD14vpq STHD74 . • 18 ® I-9'-3W1 2x4 PONY WALL ® 18 S6. � � � S6. 10 ..-1-1-7-117,431 I-7-117444 loi 18 - b 3'-64 6'-3" 6'-3" 6'-3" 6'-3" 6'_3" 3•-6/" 1 i Ir e I-4'-1115' i -4.-1114" 'v ILI r-I--1 r--1--1r+ r+1 rd r--I-1 ♦ --9-F---g--f--- _ --A111 4X_ 244. 1+ + __ - _ -H- -44 ♦ L-- L_-J L-- H# 16 TLL_1_ L_-J ��� �8 L, o I � d IM FTG1 CS.2 c *- -2'-11141 'o Z BASEMENT 56. I o I 16 ® FINISHED FLOOR I-2'_1111j--. ♦ - I D4 15'-8Y4 t 4'-11' t 3'-8' { 4'-5Y2" 1I'-34" -� -,---i I 1a �o r�i r-.---1 r ,— — --..- S6. to I I I I I '` T —1- -T--- s6. L__J L__J L J L___J I t H-r-2w'I 2x4 PONY FTG2 a I-1'-215"N--� . L_ [WALL ,_I -2Y; J S6 ® :ZE5 I 'v -1 215" Yq l I , -/77i 'o .� ~ sTHD14�\ sTHo14 i1 -T-• �STHDI STHD74:/r -♦ .....—y' ♦ .� �•,. N I P4/1 -. .20. ..1. l---- I T.O.S. ... .1_ -.• J 20'-0 .1 ' l { 8 8y' 11-3y .1 .r -FRAMING FOR FURNACE { 30"x30's10 PROVIDE I JOIST. {. PLATFORM ABOVE { FTG W./(3) BLOCKING ABOVE I- e 7,_,I THICKENED SLABIS {. ADDED ANOTHER JOIST L ---4 SUPPORT (PER RODNEY) 1- smo14 ^A .s D14 - .... PONY WALL-FOR ... ..I....1. SLAB1 INSTALL CONTI UOUSLY BEARING-WALL ABOVE .4 )11 j SLAB SLOPES DOWN 1" 1 OPERATED ME ANICAL. FTXWRE l_ 'o ® FROM BACK TO APRON 1 VENTILAlI 'SMitM ABOVE i/ n kT 7HE CRA SPA - � VERIFY GARAGE SLAB ?� HEIGHT WITH GRADING PLAN p —_ r- I —1-11' !!I 4X8 HDR,74- TFI 1' -214 19 { I-1 A �. I { 'I 1 0 I. 3x114 BLOCK OUT I I '2x4 PONY 0.' °® c I. f I. 0 STEM WALL TYP. I IWALL�_.. '-0 ;;II 0'--0*.-0 1. 1 I-234-1 1 F t FIRST FINISHED..1: - II - _ FLOOR 1 I 1 ♦ ♦ 18 II Q STHD14 II 11 an, .O.S 1 L 2Ys c 10 } STHD14I-0-5 sue ' � 1 I ^�' I'n 0 ,1,-215.i n S61 ®17 1 SLOPED cat �DOWNN I `O♦ 1 Y412 i ' I _I_ 1 I STHDI4 0600t4 L \Y I , 1 N L _J digk 16 SIM. S6.1 2'-1"4 16'-3" '2'-2', T-10' 11.-6" 40,_0" 1523817.10.18 RT SF Susp quraCalculations.pdf de Garage_Plan 5D DL-SG_Structl Page 15 of 47 Plan 5A DaylightFOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Timber Beam & JoistPage 1 15238_riverterrace_5abd.ecw:15238-5A ». Description 15238-5ABD-Crawl Space Timber Member Information CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 L/Defl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 L/Defl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 L/Defl Ratio 861.0 798.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 16 of 47 MEMBER REPORT Level,Floor:Joist PASSED 1 piece(s) 9 1/2"TJI® 210 @ 16" OC Overall Length: 10'4" ✓,yam s + �i�i � Vie;Air ii g 9 r' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Attuai LOCation Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3021©6' 3000 Passed(1010/0) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.192 @ 6' 0.248 Passed(L/619) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.260 @ 6' 0.496 Passed(L/458) -- 1.0 D+1.0 L(All Spans) TJ-Pro""Rating 58 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(I./240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T]-Pro'"Rating include:None Bearing: ,, Loads to Supports(lbs) r ' Floor SUPPOrtS Available itriOuiret( Dead ive: Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 187 550 737 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 229 661 890 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Residential-Living Areas 2-Point(Ib) 6' N/A 250 660 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/14/2015 9:16:20 AM Michaele Petersen Forte v4.6,Design Engine:V6.1.1.5 CT Engineering 15238 PIan5ABD 9.5TJ1210.4te (206)285-4512 — mpetersen@ctengineering.com Page 2 of 2 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 17 of 47 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Page 1 -:; Timber Beam & Joist 15238_garagefloor framingecw:Calculations ' Description GARAGE 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 nese'"/f,'//,✓i'/f„`%.Y/H3`44✓1,' u,5'i/ �.'S/sL Mmax @ Center in-k 8.20 61.26 32.53 71.80 @ X= ft 3.12 3.12 2.87 2.87 fb:Actual psi 129.6 968.0 440.7 972.5 Fb:Allowable psi 977.5 977.5 990.0 990.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.7 75.3 48.9 87.5 Fv:Allowable psi 150.0 150.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,497.60 718.75 1,497.39 Max.DL+LL lbs 437.50 1,769.47 1,886.00 2,664.64 @ Right End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,502.40 718.75 1,502.61 Max.DL+LL lbs 437.50 1,774.27 1,886.00 2,669.86 Deflections Ratio OK Deflection OK Deflection OK Deflection OK zgaJg Center DL Defl in -0.006 -0.006 -0.015 -0.015 L/Defl Ratio 11,619.6 11,619.6 4,591.4 4,591.4 Center LL Defl in -0.004 -0.057 -0.009 -0.031 L/Defl Ratio 19,073.7 1,316.3 7,456.4 2,233.1 Center Total Defl in -0.010 -0.063 -0.024 -0.046 Location ft 3.125 3.125 2.875 2.875 L/Defl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 18 of 47 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD_DL Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response 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 SM1= F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force -- Table 12.6-1 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 19 of 47 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: 2015 C EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238IB_5 ABD_DL SIDS= 0.72 h„ = 29.53 (ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) CS=SIDS/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) CS=Sim/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SDI*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 St)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cx = DIAPHR. Story Elevation Height AREA DL w, w; *h;k w, *h Xk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof --- 29.53 29.53 2059 0.020 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14 9.14 1437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 15238_2017.10.18_RT SF Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 20 of 47 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 43.00 43.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- Building Width= 42.0 50.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 21.6 21.6 psf Figure 28.6-1 Ps30 B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 Ps3o D= 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 A*K5*Iw*windward/lee : 1.38 1.38 Ps =X*Kzt*I*P*30= (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) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof -- 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257,5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B)= 37.58 V(S-S)= 44.07 kips kips kips kips 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 21 of 47 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 37.58 V(S-S)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) I Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 V(F-B)= 22.55 V(SS)= 26.44 kips kips 15238 2017.10.18 RT SF-Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 22 of 47 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III I 1 5040n " .. � ve' onom - 10 u-m�S,ary 4r„ Mime �x 210 ,,1-, -:-- '-/ , ..' . ''' ,..... . Lake Os retI4. . .. "1Z" �t ' — "' '''' ''''''''' '' ' satin' Y' o. c-- - <®201S MapQuest'., a data C ', ' 0 MapQuest USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SD' = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCR Response Sper€ulm Design Response Spectrum 0"? 5 7? Q.22 0,77 ass 11 0 Cc CIA s As VI f 5.22 0 33 0 34 0.22 0 1G 0 l L450 0.20 0.40 0.5.1 0.20 I. 1.2.0 1.&a I. -3 1.S-0 i_ r1 5 0.4 0.2f, 0.45 0.S2 G.2:: 1 co 1.2[ 1,40 I.So Lee, 2,20 Period, T(sec) Period.T(sec) Altho gh 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 nota substitute for technical subject-matter knowledge. 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 23 of 47 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp]ate=minimal&latit... m S82 ' - r A/ Plowimm -ANT c-, . Sla [Bib Bib op • fl i iii ii m CI' 0 0 N 0 _ rL.,_-_______-_,,J r gi r 1 Ps °°` L a " 'J Q -.D L.,......1L P6) 4 r- ks IA A F2a F2b :;;;..! 7 P IN Fla Fib ,. 2 F3a 8 6 Via . 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R2b S9, .0 I L I il N ie r o EE I , N * 0,.< IR st a �_, X J 1 I I=c3 I J I 2 2K8 HDR ,© o / "A--•\ l - 3 5'x14_BIG :EAM RIA :1 X _'.16 ;LB HJR --- / \ ® ., c ma S 014 \ , BEA FB _x1•' Ble ® 2x FRAMING li Z / m II r+. F 6 lam- F 6 UR .0.,2 s8 HDR 2)2x8 HDR '2)2x HDR 14 AT 24' O.C. 59.0 IL HD,. STHD14 Amilk dim THD14 IN VP 5 49 SIM.S9.1 15238_2017 10 18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 25 of 47 __[ P.T 6x: D' 6x PT OS U Y O w� F F— Q co N O STHD14 �� > .3THD1 � STHD14 � .. _ Sufi - Acari. — - li— -- --f�—�_ H 4x10 iDR "" 4Y"10 HCR """ 4x10 H)R" 4x 0 HD 4x1C HDR �5}y b4ab5a bilk) 4 (7.3 D4 a 0 Op O II IA REN R5 3.5; ----STAIR FRA EN] JOIST H ' ><�` 1111111111rdm; rrrM1i1s__ 10.11111111.11.11111111111111111r." I ABOVE 1 L___J Garl PROVIDE I—JOAST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKIN3 BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKINGP4 5THD14 ST-014 UNDER BEARING WALL ABOVE r ST?IR1 I Ij 18 ti r : 0. \j j ON \ / 's Li-Oi ADDED ANOTHER JOIST I--a SUPPORT (PER RODNEY) 4X8 HDR - —��_�B 7 S6.0 L3 R4 F3 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 26 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 152385 ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 9.09 kips Max.aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 9.09 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOLeff. Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Us,,n OTM RoTM Umet Usum Ug„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 1030 45.0 45.0 0.59 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.- ... 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 OA OA 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=Leff. 9.09 0.00 4.74 0.00 EVwlnd 9.09 EI/EQ 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 27 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max.aspect= 3.5 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 15.81 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLeff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usu,n OTM OTM Unet Unum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 1008 45.0 45.0 1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1,00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 6,43 Ext R2b* 564.5 10.7 17,9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 4e06 Ext R3b* 100.8 2.0 3.3 1,00 0.30 0.34 0.45 0.20 0.24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6:60 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 2016 2016 64.0 64.0=L eff. 6.72 9.09 4.02 4.74 1.00 EVw;nd 15.81 EVEa 8.76 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 28 of 47 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 6.74 kips Max.aspect= 3.5 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.55 kips Min.Lwall= 2.31 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL Of. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM Row Unet Usum Usom (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25,8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 LA/vv;,,d 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 29 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level. Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL err. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Lint Ueee, OTM RoTM Ueet Usum U,u,„ (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 B1a* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6T14 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 498 Ext B1b* 597.1 12.5 19.0' 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P61N P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 44-6 Ext Blbc* 113,2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F1a* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 484 Ext F1 b* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4:40 Ext F1c* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 484 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 4:38 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EVw;,,d 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 30 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeft Go wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rom/ Unet U"m OTM ROTM Unef U"m Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pIt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 82a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 4:87 Ext B2b* 126 3.9 8.9 1.00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4.63 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 63 236.9 7.3 16.6 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 3AO - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50.4 2.0 10.0 1.00" 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gail 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stair1 620.9 10.5 10.5 1.00 0.20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0A 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=Leff. 7.68 10.66 4.02 4.74 El/m" 18.54 2;VEQ 8.76 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 31 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.54 kips Min.Lwall= 2.31 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeft C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM Row Unet Usum Unum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4A8 Ext B2b* 79.04 3.9 8.9 1.00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 136.5 6.8 16.1 1.00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 PS P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2,81 Ext B3b* 57.48 3.0 15,0 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 330 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 359,3 12,0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Garl 359.3 20.0 20.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stairl 359.3 19.0 19.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=Leff. 4.00 18.54 1.28 8.76 El/wind 22.54 EVEQ 10.05 Notes: * denotes a wall with force transfer 15238 2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 32 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic Vi= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeft CD wdl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (df) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109PSTN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 490 Ext B1b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110PSTN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 446 Ext Blbc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 171.6 3.3 5M::: 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 266 Ext F1 b* 171.6 3.3 5.8 ` 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2e66 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3.1-7 Ext F2b* 171.6 2.6 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3.47 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3ab* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 264 ExL F3ab* 171.6 3.3 5.6 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2:64 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=Leff. 10.66 0.00 4.74 0.00 EVw;,,d 10.66 EVE() 4.74 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 33 of 47 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3,5 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoLerc Co wdl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Line Usum Ueo,e (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 4,62 Ext 92b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 437 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 16.6 1.00 0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 347 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F4 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F6a* 121 2.0 5.5 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398123 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 448 Ext F6b* 141.1 2.4 5.9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 333 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar1 338.7 5,5 5.5 1.00 ' 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stain 620.9 10.5 10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.D0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 1 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 EVm,o 17.06 EVEQ 8.11 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 34 of 47 JOB#: 15238_5 ABD_DL ID: R2ab w dl= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds * ► v hdr eq= 137.6 plf --0, A H head= A v hdr w= 248.3 plf 1.44 v Fdrag1 eq= 222 F2 eq= 948 Fdrag 1 w= -§1 F2 ,- 1709 H pier= vi eq= 226.6 plf v3 eq= 226.6 plf 2.6 v1 w= 408.7 plf v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 • Fdrag3 eq= F4 e.- 948 feet A Fdrag3 w=401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 plf 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 • UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 1 0-1 IPA 0. Hpier/L1= 1.04 _ Hpier/L3= 0.24 L total= 21.7 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 35 of 47 JOB#: 15238_5 ABD_DL ID: R3ab w d1= 300 plf V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds v hdr eq= 162.9 plf •H head= A v hdr w= 293.8 plf 1.44 v Fdragl eq= 274 F2 eq= 133 • Fdrag1 w= ,'4 F2 •- 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 plf 6.0 v1 w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= 4 F4 e.- 133 feet A Fdrag3 w= 494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 plf 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 • UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 4 0 4 .4 0 Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 36 of 47 JOB#: 15238_5 ABD_DL ID: B1abc w dl= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds v hdr eq= 68.3 plf i •H1 head=A vhdr= 153.5 plf H5 head= n 1.31 v Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 'drag6 eq= 84.8 1 V_ AFdragl w= • .2 =drags - 175.1 =drag5 w= '.3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 plf v3 w= 245.3 plf v5 w= 245.3 4.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 V Fdrag3= ...3 Fdrag•- 78.0 feet A Fdragl w= 97.22694 =drag1 w= 175.1 :drag7eq= - 8.8 Fdrag8e. 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf Hl sill= vsill w= 153.5 p/f H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v UPLIFT -745 -91 V Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 1 1.--1 OA IPA OA O. Hpier/L1= 0.33 Hpier/L3= 0.19 L total= 34.7 feet Hpier/L5= 1.63 0.95 L reduction 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 37 of 47 JOB#: 15238_5 ABD_DL ID: F2ab w d1= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds v hdr eq= 81.0 plf ► •H head= A v hdr w= 182.0 plf 1.06 y Fdrag1 eq= 264 F2 eq= 263 Fdrag1 w= '•3 F2 .- 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 plf 5.0 v1 w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06I Fdrag3 eq= :4 F4 e.- 263 • feet A Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 plf 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 y • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 4 1-_1 0-4 ► Hpier/L1= 1.92 ► Hpier/L3= 1.92 L total= 11.7 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 38 of 47 JOB#: 15238_5 ABD DL ID: B2ab w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds — p. —__•. v hdr eq= 146.7 plf ► •H head= A v hdr w= 317.1 plf 0.88 v Fdrag1 eq= 308 F2 eq= 279 • Fdrag1 w= :.•5 F2 i 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 plf 4.4 v1 w= 471.8 plf v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 • Fdrag3 eq= .: F4 e.-- 279 feet A Fdrag3 w= 665 F4 w= 603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 plf 4.5 EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 y • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 4 1.-4 1.4 0. Hpier/L1= 1.03 _ Hpier/L3= 1.13 L total= 12.2 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 39 of 47 JOB#: 15238_5 ABD_DL ID: B5ab w dl= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds v hdr eq= 89.5 p/f •H head= A v hdr w= 201.0 plf 1.03 v Fdrag1eq= 709 F2 eq= 365 • Fdragl w= ,92 F2 .- 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 plf 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 IFdrag3 eq= 7.• F4 e.- 365 feet Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 • UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: Ll= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 I 0---4 101 0- Hpier/L1= 0.74 1 0- Hpier/L3= 1.43 L total= 22.3 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 40 of 47 JOB#: 15238_5 ABD_DL ID: F6abPLAND w dl= 250 plf V eq 655.6 pounds V1 eq= 300.1 pounds V3 eq= 355.6 pounds V w= 1348.5 pounds V1 w= 617.2 pounds V3 w= 731.4 pounds _____ _____ v hdr eq= 57.7 plf --10. •H head= A v hdr w= 118.6 plf 1.03 Y Fdragl eq= 185 F2 eq= 219 Fdragl w= ;0 F2 .- 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 IFdrag3 eq= : F4 e.-- 219 feet A Fdrag3 w= 380 F4 w= 450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 • UPLIFT -779 269 IUP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 0-1 OA Hpier/L1= 3.00 Hier/L3= 2.53 p L total= 11.4 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 41 of 47 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA �j,. p 98109 T Project: y 4 f -%1 US P. G rt G J Date: (206)28S-4512 FAX: Client: Page Number: (206)28S-0618 L 1M L - GpataGe SLftE 13k Cage, ToPt)i w b Jos Wmft. •' C2n )(2.09 C //at)CIA) pt4 ) ' ?SJ,GPO AAA_ z 0.12.0 1.tkprit. 4 (0.1240( Z0,600)4) 2/i001+ ('Z,`i 00 7z.) Vi SAY P SM C'Aflw ALL T'!P. AT- G AR.A 6 E 15238_2017.10 18RT SF Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 42 of 47 Structural Engineers Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart••'t(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a,b,1 31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t ( -.7 opposite side of sheathing Pony 1 wall • 1 . ,.. height • Fasten top plate to header Min.3 11-1/4'net header with two rows of 16d i eel header notallowed • • sinker nails at 3"o.c.typ t , "fit Fasten sheathing to header with 8d common or a' • 12' galvanized box nails at 3'grid pattern as shown i; Min.l sheathingwood structural • max /panel total • Header to jack-stud strap per wind design. 1 wall Min 1000 lbf on both sides of opening opposite • • height side of sheathing. If needed,panel splice edges shall occur over and be 10' ••Min.double 2x4 framing covered with min 3/8" •L• . nailed to common blocking max •• thick wood structural panel sheathing with tttt within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each • panel edge. Min length of panel per table 1 I' Typical portal frame I-- f.• la construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) - Min double 2x4 post(king 4, 0 y and jack stud).Number of i Min reinforcing of foundation,one#4 bar • __ ; jack studs per IRC tables • 1" i top and bottom of footing.Lap bars 15"min. r, ,, , 7j R502.5(1)&(2). • moommum \\_\--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_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 43 of 47 180 Nickerson St. CT ENGINEERING Suite 302 R �,I�j�N c. Seattle,WA t7 I t )C e f3 AzikrNS � / _ v 98109 Pro�ecL• ��'""' '�""v` Date: Q (206)285-9512 Client: t 2P5,&,5,-/-) Page Number: (206)285-0618 • 6-0 0730 C•cb I"to=Q-sVZ) 1� 6\\ g`` x lb'( ,Zlt k r1)1 1`1 ��T1u �t ?►11f f3cni 7-22(2- (1.6-14 ?)Q-777)A4 T.2*- P.-- )7nvV ErgiuDA f� (-imP fM- ' 1 1,11) 86A)14/16 (5 ( )6 g03)(1Z' p orl `� - , � (,,,2)1100) 6 e . IV V (60 J �� Cl) Go' , _ g X Ccs , bo/(2) i. 4_ c�- a,5o .x.44 V ,r) 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 44 of 47 Structural Engineers Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Square Footing Design Page 1 15238_nverterrace 5abd.ecw:15238-5A Description 15238-5ABD-FTG1 General Information Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 45 of 47 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Square FootingDesignPage 1 q 15238_riverterrace_5abd.ecw 15238-5A Description 15238-5ABD-FTG2 General Information Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pd Fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % €EEEtbilti m7n I�t s s�[s° n ung e rxat CER�'i'N Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 46 of 47 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238 garage floor framing ecwCaIcations Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension on 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % `nn Summary Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi 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_2017.10.18_RT SF_Suspended Garage_Plan 5D DL-SG_Structural Calculations.pdf Page 47 of 47 J4 BASEMENT 10-13-15 N. Roseburg 11:01am ''.Forest Products Comp,asc 1 of 1 CS Beam 4.21.0.1 kmBcamEngine 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 'R ri �` / / 1060 1000 9 0 ° 20 6 0 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" 302# -- 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# -- 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p1f) 2 669#(502plf) 201#(151plf) 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" 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 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'4 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" L/999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names am trademarks of their respective owners KAMI L HENDERSON ,.,,.,,,. EWP MANAGER St ongTie 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 MAIN 10-13-15 ti Roseburg 11:02am k Forest Products(:ompany 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 T 19 7 0 19 7 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" 821# -- 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" 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 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' 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 Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663