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Specifications (16)
/Lc S TSU/4 OriZs s- RECEIVED CT ENGINEERING MAY 4 2016 structural Englneera 180 Nickerson Street Suite 902 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF'1K3ARD BUILDiNG ONSON #15238 Structural Calculations 00 PR004 River Terrace W .: 60 V . Plan 5 DL J rte Elevation D w :RE 1�2F�� Tigard, OR ��FS T ,�. �`� 1b11� 10 l Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: 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 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. 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/OSSC/ORSC 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/OSSC/ORSC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_5 ABD_DL asphalt shingles 3.5 psf ROOF Roofing- P 0.9 psf Misc. 5/8"plywood(O.S.B.) 2 ', Framing at 24"'o.c. 3.2 psf 1.0psf psf Insulation 2.8 psf (1)5/8"'gypsum ceiling ,psf Misc./Mech. 1.615.0 p sf ROOF DEAD LOAD PSF 2.0 psf FLOOR floor finish 0.0 psf NO gypsum concrete .0,psf 3/4"plywood(O.S.B.) psf TJ4.3 Tis at 16"o.c. 1.0,psf 2 Insulation psf (1)5/8"gypsum ceiling 2_8,psf Misc.: 15.0 PSF FLOOR DEAD LOAD _ m (.) 2x10 HDR p - --- -- --- --- --- --- --- I ��: � LSI-- (2 2x10 DR --- --- --- --- -- - I . RB•,;1 d2. ���� MIMIC 2x'0 HDR (2) 2x 0 HDR (2) 2 8 HDR I 1 •d3 :UM1 1 n•tt d4 d5 ' p I b H 1 ., I o 1 a1 p(�� X 1 a 1 '�' ai an INIL----- I I N All'-1 I o to 1 1 X 1 b I�� Aim I , 2 I 1 II 1 / b I I r-- / IMMI N I O 'zrxso / 1�� ATTICI I 1 I IV'ACCESS / ' L-- / I �o I +n I I f------ '= 1 r / 1 = • IMI .2.11 CI CI ill I N..rt _ \ v I hirirliffil ( \ 2 I 1 KM_ \\\ p I. I 1111111111! i 1 MIR I iniiiiii /// 0 I 41 / II 1 .i I 11111 1 N.. 1:! E; / 1"I I I MIME I 0 I I ... /1! . I Ii liIIk - i ill I1.......ji „„,' f .. TiT'4iii ' I ,. 1 I to I I I ; , ZY' 1 0, ,-..... i , , ,..• ••••• •• • • ••• , cs, ,„„ I 1 y°� %'. N I W m G.T. :I` � ( ' 2x 0 Hp: „tf : I II I I artirr------- lum-, �� �--f.-a---Di �; _Iv - _1._ _' ..SGT.ds •• I i I � f10 HSR d12 .x)..0.,-.` © --- - RE_d13 I -� ”��: SAME AS - a10 _ _-.dll_ 1 0 SAMEAS RS (2 ,R al ;--------- e •• Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Page 1 Rev: 580006 Timber Beam &Joist 15238 nverterrace 5abd.ec P1a5238-5D User.KW-0602997,Ver 5.8.0,1-Deo2003 (c)198538_00060 3-2003 ENERCALC Engineering Software Description 15238-5D-GT RXNS [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 GT.d1(RXN ONLY) GT' 3(RXNS GT d4(RXN ONLY)GT.d5(RXN ONLY) ONLY) 4x8 4x8 4x8 4x12 Timber Section 3.500 3.500 3.500 Beam Width in 3.500 Beam Depth in 7.250 7.250 7.250 50 11.250 50 Le:Unbraced Length ft 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 n Repetitive Status 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= #.fes## 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 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 OverStress 180.0 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! Ratio>240! Ratio>240! Deflection OK 11 Center DL Defl in -33.976 -0.774 -0.769 -0.050 UDefl Ratio 15.4 170.6 171.7 1,922.7 Center LL Defl in -56.626 -1.289 -1.281 -0.083 UDefl Ratio 9.2 102.4 103.0 1,153.6 Center Total Defl in -90.602 -2.063 -2.0501 33 Location ft 21.750 5.632 5.3688 4.000 721.0 UDefl Ratio 5.8 64.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 User.5 602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software Description 15238-5D-ROOF BEAMS (1 of 2) ,sz36_riverterraceSabd.ecw15238-SD [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 Beam Width 2-zxlo 2-2x10 2-2x10 2-2x10 in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 3.000 Le:Unbraced Length ft 0.00 9.2500. 9.2500. 9.250. 9.2500. 00 Timber Grade0.00 0.00 0.00 0.00 0.00 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Aro 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 Member Type Sawn Sawn Sawn 1.0w Repetitive Status Sawn Sawn Sawn Sawn No No No No No [Center Span Data NO No 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 © XLL lbs 2, 718.70 2,718.70 3.750 0.500 [Results Ratio= 0.1200 0.1440 0.3240 0.6218 0.5806 0.0469 IIMmax @ Center in-k 4.80 0.1875 X= ft 2.00 5.76 12.96 24.87 23.22 1.87 1.00 1.50 2.34 0.50 7.50 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 Fv:Allowable psi 150.0 150.050.4 47.1 5.2 18.8 Shear OK Shear OK Shear OK O Shear OK 150.0 Shear OK 150.0 Shear OK 150.0 Shear OK 150.0 1 Reactions @ Left End DL lbs 150.00 360.00 540.00 805.07 1,471.83 93.75 LL lbs 250.00 600.00 900.00 969.92 2,453.08 156.25 382.50 12.50 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 Center DL Defl in -0.002 -0.001 -0.003 -0.010 UDefl Ratio -0.004 -0.000 -0.004 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 UDefl Ratio 10,717.9 17,863.11 5,292.8 2,010.0 3,799.1 43,900.4 5,487.6 Title: Job# Dsgnr:ption Date: 11:14AM, 14 OCT 15 Descri Scope: Page 1 [Rev: 580006 Timber Beam &Joist User.3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 15238 riverterrace 5abd.ec x15238-5D (c)1983-2003 ENERCALC Engineenng Software Description 15238-5D-ROOF BEAMS(2 of 2) [Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Ar,No.2 Hen 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 2.50 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 111 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 II 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 UDefl 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 STHD14 4 00 STHD14 59.0 8 51.2 0 • . 6x10 HDR •IT �.. -�i\ao �. „-- , , ti r:, B.a2 B a3--: 10"0441-„1.------.-'4.."1,2B.a4 3.a3 ///,\--' /'I . 1 ' j i ,x12 HDR' 6x12 [IDR 6,x12 HDR o un / � / // -- -1 ' \ = ro " / / // 7. - - 1 II / -�/ io RI cv L9�' 2x LEDGER co m U li r1,Qi Z 2"....., i 4 Q 1 w o F 4x4 FRAMING - - 24" O.C. m I;" B.a10 B.a111 __�_a� B,a12 _ -3S 4$IG$EAfrEB---- - :e BEA fE----- �U�... _:_S:Z_ 1 Y . 3..- /115.CEB-PDR---7.,4 1 S9.0 III . ` - - I © 0 f- c 8.a9 Mk 4x10 laiP STAIR / 1 I l S 4 0,,,,.,„ ST/104 S1HD14 •• A.THD14 \\\FRAMING/ o PS) 1,,......._,,s,,,..„_.,, �/_�I' /I \ / x to OPEN I o ro CPS/ f------- TO \ / BELOW nl I x m V N / \ 1 I 3 1 \I F---- II \\ S9.0 1 / �/ STHD14 P4 STHD14 �. 3.Dxt4 BIG BEAM FB 1-- 1 5.-x18 LB H R -nioL=monism B.al _� © 1.11. 16 fro griiii 411 I L �ro v Ezm xx- -r- - -1 bi,> X •• n X iA in -J li N'• B.. ) 2" : ::t R ro 0 = /" E4 \ t 3 5"x14' BI �:maim •:S p1 0 l 5.'.16 'LBHR �I�y J \ 1 / a• �� / B.a16 \�r> 1 Nor 11111. - --- --5 014 �,J7 • "z1. a F. l��liy7•El F6a l -B a18 Fhb 2x FRAMING 2x8 HDR )2x8 HDR '2)2xE HDR 14 AT 24" o.c. • •. S9.0 . _ a -r STHD14 8 TH074 B .19 51.2 5 ll SIM.59.1 / )F FRAMING NOTES illy required beams and headers are arcing consists of 7/16"or 1/2"APA rated anra6ng32/16)over pre-manufactured Plan 5D Daylight MAIN FLOOR SHEAR PLAN & quatot:12.roof amingco with pitch h TOP FLOOR FRAMING PLAN o.c.,U.N.O.roof At roof framing framing consists it 5/8" eathing(span rating 40/20)over pre- 1/4"=1'-0" trusses at 24"o.c.,U.N.O. Provide H2.5A 1 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw.15238-SD Description 15238-5D-Top Floor Beams (1 of 3) Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill 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 Fr,24F- Douglas Fir- Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Larch,No.1 V4 Larch,No.2 Lardy,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 enter Span Data 11 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 LLLLLIII 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 Reactionsil @ 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 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in -0.008 -0.024 -0.001 -0.021 -0.001 -0.023 -0.008 UDefl 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 UDefl 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 UDefl Ratio 2,199.8 1,019.7 9,119.9 1,210.0 16,724.0 1,209.8 2,403.6 I . Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev 580006 Page 1 User.KW-0602997.Ver 5.8.0,1 03 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineeringeering Software 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(2 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 B.a8 B.a9 B.a10 Ball B.a12 B.al3 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 Ar- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fr,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 Glu Lam Repetitive Status No No No No No No No Center Span Data Span ft 4.00 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 r ©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 Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.158 UDefl 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 UDefl 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 UDefl Ratio 3,730.9 3,730.9 16,423.0 18,747.7 370.6 2,861.2 421.3 1 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(3 of 3) [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined III B.a15 B.a16 B.a17 B.a18 B.d19 8.d20 B.a21 Timber Section 2-2x10 5.125x16.5 Palm:3.5x14.0 2-2x10 2-2x10 Prllm:3.5x14.0 Prllm: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 Hen Fir,No.2 Douglas Rr,24F- Rosboro,Bigbeam Hein 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 2,321.80 @ X ft 14.320 [antilever Span ` Span ft 1.23 1 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 30.00 LL lbs 50.00 @ X ft 1.230 _Results Ratio= 0.2514 0.9953 0.2339 0.2700 0.2578 0.2960 0.4631 11 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 @ 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 M p z Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 2 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace5abd.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 UDefl 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 UDefl 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 UDefl Ratio 6,820.2 356.4 2,278.4 6,351.3 3,990.9 978.1 1,002.1 Cantilever DL Defl i 0.025 Cantilever LL Defl i 0.038 Total Cant.Defl i 0.062 UDefl Ratio 472.4 \ BB.a7T61DR � 6x6 PT 'OST Ci Y O w= o� as CO I- N N STHD14 P4 S8: EIHD14 ®� STHD 4x10 -IDR 4x10 HDR 4(10 H') -4x 0 H- D 4x1 HC DR BB al. BB a2 3B.a3 E .a9 BB a3 SIM SII CI U g O O _1LN Eji a N .•140 rimommlimmimeirimiiisASSIM NINSINION) -STAIR FRAIvIN_G, ' r x6 •0 ENI JOTS- HCf /' >< ' I I aim 74;' FI IRA I r� ,r0� 1 ) 2 1O 8DR ABOVE I Q L___I BB a6 -PFOVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING pP4 UNDER BEARING WALL ABOVE //,„��� , ,z v I -I; d 18 ti r S6.0 I O I l i Q ADDED ANOTHER JOIST SUPPORT (PER RODNEY) 4X8 HDR YP. CS.a1 7 S6.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description.: Scope: Rev: 580006 Timber Beam &Joist Page 1 User.3-2 0 3 ENE,Ver C5.En 1-Dec-2003 BeringSo 15238 riverterace 5abd.erw:15238-5D _(c)19832003 ENERCALC Engineering Software Description 15238-5D-Bottom Floor Beams Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 BB.a1 BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MiaoLam: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 Ar- Douglas Fr- Douglas Fir- Douglas Fr- Douglas Fr- Hem Fr,No.2 T us -ss Joist Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 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 1 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 L Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 r 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 Shear OK 180.0 Shear OK 180.0 Shear OK 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Reactions r ©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 II Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 UDefl 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 1 . . r---I �i----i i 1 4'-n' { 7-6144' 7'-6Y4'' Via' a �434" r--� J N _I I r .--I r-I--1 r-I t...-- -'----I� 1 I Et I I I L__J I I I I 1 L__J L__J L_ J 24"x24"x12" FTG. H a' WI(3) #4 E.W. i 40'-D o I 14'-1134 4•_0" 1.-10144 19'-2" • I- -I I-70•-0W1 ' ti----j—€3 1.0.5. I L__J 34'CONC. SLAB I-9'-5%1 c 10 T.0.5. 56.0 STHD14 p4 • \ �STHD14�� c 1 P4 STH014 �� r I I 7 18 © I-9'-3�WI l 2x4 PONY WALL -10'-1Ya" ® , e - 6.2 S6. '�1-7-111WI _ 'n I7-11�h� 18 v 18 56.2 I. S6. I I 3._83a 8,_3" 8,-3, 8•-3 6'-3" 6'-3' 3'-634" 4 0 { --�( ♦ .- - 11- I I I MIEN ;.- k v I�4'-111k" 1-, r-I--' r-H r-I--1 r-I-, r-I--1 I III a I4X8 HDR i Ark L-- L__J I L__J L_- L__J L__J L, 1 IF o L FTG1 CS.2 56. i a o ;* �--�-2'-114E'I -z BASEMENT I < I 16 ®� FINISHED FLOOR I-2•-111b"f 1-.. 1 i D4 15'-6144_ t 4'_11' 3'_8• 4'-5)• 11' 3144 1-, 18 o r-' , r-' 1 ri1 f 1 I I I I �I+I I 1 __ 1 1 __ 18 56.2 I i I 1 "" I I I I i --- I L__J L__J L J L__J se. I •-1-1-1•-214,1 1. AD1-1'-2Y3'µ • 10 2x4 PONY 18 8 FTG2 I WALL I -2144" I S6I L _1 1 N. ll -1 I STHD14 `$THD14 iI-T �5THD1 S0HD1 t { -- �-----� 1n P6 1 P4 110281 pq- _ 1- r a •' ;--_- 1 T.O.S. 1 l IV P4 7_ 20'-0142 18'-8 11 314 -..i-t- ® I FRAMING FOR FURNACE { . .7.'i-.30"x30"il➢ -rPROVIDE.1 01 T i PLATFORM ABOVE 1 FTC W_/-(3) BLOCKING 130 ' THICKENED SLAB �- ^ v - ® ® 1 Ell ADDED ANOTHER JOIST 1 1 1 SUPPORT (PER RODNEY) I --IL- STHD14 sTH014� Al 4 3cCCNC, SLAB 1 INSTALL CONTINUOUSLY - BEARING WAL ABOVE. 1-'1 56.0 SLAB SLOPES DOWN 334" I OPERATED MEOHANICAL. FIXTURE .1- I FROM BACK TO APRON 1VEN TILA710N_SYSTEM .ABOVE _.j./ 5 ATiHE CRAW_--SPAG - -..t_ S6.0 .. ..I VERIFY GARAGE SLAB 1 HEIGHT WITH GRADING PLAN _. r . -1 -r t ._.r,. I -2 ,iiikA 4X8 HDR N *-1-I 44" I ' ,, L -J II _—_—_J� 1 ..CS.1 1, ,,,�1.14 ® 'T11�� I 8•_3 1 142- ;, 11'-0" _..:i. 1 .; ® 1 . 3xLI BLOCK OUT I 3 2x4�:PONY v ® t_ a 0 STEM WALL TYP. j 1 WALL® o 4 4 -�:l I-2144"I d LLLJtt--- 1 FIRST FINISHED.. j _ .. ...FLOOR 1-- �40% 0 c II I� 3 I.; o �- STHD14wii.Q STHD1 Am-,.■ 1 dm � I ®.n --- --V-2v."J 1 qv CONC.SLAB 1 1 XI11 :12 1 STHD14 019 THD14 / 3 W I L 1 .. MA AI ' SIM. VW / 16-3" 2'-2"4 7'-10" 11'-8" • 40'-0" 1 Plan 5A Daylight FOUNDATION PLAN 44"=1'-0" Ir Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace5abd.ecw15238-5A Description 15238-5ABD-Crawl Space Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 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 Fr- Douglas Fur- 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 1111 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 1 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 11 Center DL Deli in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS 1 1 ( 1 1 -__-_-_ - 1 Code 1 Code Code 1 1 Suggest Suggest Suggest Lpick_f__Lpck Lpick 1 Lpick Joist b _�_ d Spa. LL-_DL_1 M max V max 1 El _L fb L fv L TL240 L LL360 I L max TL deft. LL deft. L TL360 L LL480 L max TL= deft.TL deft. LL deft. LL deft. size&grade width(in.)1 depth(in) (in.) (Psi) (Psi)1 (ft-lbs) (psi) 1 (psi) (fl) (ft) ( _(ft.)_ (ft,) n (in.) ratio i... . .,1 ratio -- S 1 (ft) (ft.)-- (ft.) ,in) (in.) I i _--9.5"TJI 110 1.75 9.5 19.2L_40 15 2380 12201 1.40E+08 14.711 27.73 15/3 14.801 14.71 066 0.48I 13.31 -- 13.45 13.31 0.441- 360 0.32 495 _-9.5'TJI110 1.75 9.5 161 40 15 2380 12201 1.40E+08 16.111 33.27 16.19 15.731 16.73 0.72 0.521 1 14.14 14.29 14.141 0.471 360_ 0.34 495 J 110 1.75 9.5 12 40 15 2380 1220; 1.40E+08 18.61_ 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 16.67 0.52 360 0.38 495 - - - - - - - L... ........ 9.5"TJI 110 1.751 9.5 9.6 40 151 2380 1220,1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.411 495 --- - - - -- --- --- -- ----- - -- -- - -- --- - - --- 3 4 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 1220 1.57E+08 15.811 30.50 16.34 15.371 15.37 0.64 0.511 1 14.27 13.97 13 97 0.441 384 0.35 480 9.5"TJI,110 1.75 9.5 16 40 10 2500 1220 '1.57E+08 17.32 36,60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 , 14.84 0.46 384 0.37 480 _ 9.5"TJI 110 1.75' 9.5 12 40 101 2500 1220L1.57E+08 20.00_48.80 19.11 17.98 17.98 0.75 0.60 16.69_ 16.34 16.34 0.51L_384_-0.411 480 9 5"TJI 110 1.751 9.5 9.6 40 101 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65- 17.98 17.60 17.60 0.55 384 0.441 480 -- ---- -- -- ----- -- -- - 9.5"TJI 210 2.062-5-1----9.5 19.21 40 101 3000 13301 5 1.87E+08 17.321 33.25---1-7.32- 16.301 16.30 0.68 0.541 1 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 !' 19.74 0.49 384 0.39 4 480 9.5"TJI 210 TJI 2 2.0625_-9.5 12 __40 101 3000 1330! 1.87E+08_21.91_ 53.20 20.26 19.061 19.06 0.79 0.64 17.70_ 17.32 17,32 0.54 384 0.43i 480 _-9 5" 10 _ 2.06251 9.5 9.6 40 101 - 3000 133011.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68__ 19.06 18.66 18.66 0.58_ 384 0. 7 480 L 1 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25-17.89- 16.831 18.83 0.70 0.561 1 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16' 40 10 3330 1330 2.06E+08 19.99 39.90 19,01 17.89 17.89 0.75 0.60 16.60 16.25,,,l'''' 16,25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 121 40 101 3330 13301-2.06E+08 23.08' 53.20 20.92 19.691} 19.69 0.82 0.66' 18.28 17.89 17.89 0 56' 384 0 45 480 - - -- ---- ---- -- -- - -- -- . ..... __ _TJI 230 2.3125 9.5 9.6, 40 101 3330 13301 2.06E+08 25.81 66.50 22.54 21.211 21.21 0.88 0 0.71 19.69 19.27 19.27 0.60 384 0.48. 480 11.875"TJI 110 1.751- 11.875 19.2 40 101 3160 15601 2.67E+08 17.781 39.00--19.5-6- 18.351 17.78 0.67 0.54! 17.04 16.67 16.67 0.52 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 i 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 , --17,72 0.55 384 0.44 ' 480 11.875"TJI 110 1.751 _11.875 12 _40 1_01 3160 15601 2.67E+08 22.49' 62.40 _22.81 21.46' 21.46 0.89 0.72 ' 19.93 19.50 19.50 0 61 384 0.491 480 11.875"TJI 110 1.751 11.875 9.6 4O 101 3160 1560L2_67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77) 21.46 21.01 2101 0.661 384 0531 480 -11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 1655 3.15E+08 19.48, 41.38 20.61 19.39, 19.39 0.81 0.65, I 18.00 17 62 17.62 0.551 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 7 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 ,,,..:18,7k 0.59 384 0.47 480 11.875"TJI 210 2.06251 1.1.875 12 40 101I 3795 16551 3.15E+08 24.64 66.20- 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61384 1 480 .0.64] ....... 0 52 ......... 11 875 TJI 210 2.06251 11.875 9.6 40 101 3795 1655 3.15E+08 27.55 82.75 25.9-5---2-4743 24.43 1.02 0.81 22.68 22.20 22.20 0.691 384_0.531 1 480 1 TJI 230 2.31251 11.875 19.21 40 101 4215 16551 3.47E+08 20.531 41.38112T18-20.031 20.03 0.83 0.671 18.59 18.20 18.20 0.571 384 0 451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 ,1..!19.34' 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 121 40 10 4215 16551 3.47E+08 25.971 66.20_24.89 23.421 23.42 0.98 0.781 1 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.6 40 10! 4215 16551 3.47E+08 29 03 82 75 26 81 25.23 25.23 1.05 0.841 23 42 22.93 22 93' 0.721. 384 0.571 480 -- - -- -- --- I 11.875 RFPI 400 2.0625 11.875 19.2! 40 10 4315 1480 3.30E+08 20 771 37.00 20.93 19.691 19.69, 0.82 0.661 1 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 2224 20.93 20.93 0.87 0.70 19.43 19,01 ,.,f` 0.59 384 0.48 480 11.875"RFPI 400 2.0625` 11.875 12 40 101 4315 1480] 3.30E+08_26.28_59.20 24.48_ 23.031 23.03 0.96 _ 0.77_ 21.38 20.93 20.93 0.651 384 0.521 480 11.875"RFPI 400 2.0625! 11.875 9.6 40 101 4315 1480' 3.30E+08 29.38 74.00 26.37 24.811 24.81 1.03 0.83 23.03 22.54 22.54' 0.701 384{ 0.561 480 Page 1 I SAWN JOISTS and RAFTERS Fb*Cr*Cf __ Code Suggest Lpick Lpick Lpick Lpick Joist Sia. LL DL F'b F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L •ick TL deft.TL deft. LL deft. LL defl. size&rade in. (ps�f Jps�f (psi)._(psiL psi -�i�- �ft�--�ft�--�ft�--�Z---�Z-- --�L (in,)_ ratioin. ratio _2x10 HF2 24 25 15 1075 150 1300000 13.84 34.69 _15.29_ 16.38 15.62 13.84 13.35 13.84_0.51_ 323_ 0.32 517 _2x10 HF2 19.2 25_ 15 1075 150 130000015.48_ 43.3616.47 _17.65 16.83 15.48 14.39 15.48-0.64- 289__ 0.40 463 _2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48- 422 _2x10 HF2 12 25 15 1075 150 130000019.58 69.3819.2620.64 19.68 19.28 16.83 19.25 0.96 240 0.60 384 2x12 HF2I 24 25 15 980 150 1300000 16.07 42.19 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 15 980 150 1300000 17.97 52.73 20.03 _21.46_ 20.46 17.97 17.50 17.97 0.65 332 0.41 531 _2x12 HF2 16 25 15 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69_0.78 303 0.49 485 _2x12 HF2 12 25__ 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93, 22.73 20.46 22.73 1.04 263 0.65 420 _ 2x8 HF2 24 100 20 1175 150 1300000 _ 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF21 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF2 16 100,_ 20 1175 150 1300000 8.02 _13.59 9.51 _9.79 _8.83 _8.02 _8.31 _8.02-0.24 400 0.20 480 2x8 HF2 12 100_ 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.260.32 346 0.27 416 _2x10 HF2 24 40 15t 1075 150 1300000 11.81_ 25.2313.75 _14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 151 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00_0.37 426 0.27 585 -- 16.70 -- - - -- - 2x10 HF2 12 40--15 1075 150 1300000 50.45 17.32 18.19 16.83 16 70 15.13 14.00 0.37 454 0 27 625 _add©32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460_ 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 _20.82 19.26 19.26_ 17.32 15.00 0.32_ 554 0.24 762 2)2x10 HF2 12 40 151 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 76-6- 2x12 HF2 24 40 15 980 150 1300000 13.71 _30.68_ 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.261 627 _2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.250.35 485 0.26 666 _2x12 HF2I 16 40 15 980 150 1300000 -16.79 -46.02 _19.14 _20.1018.59 16.79 16.72 15.00_0.36 499 0.26 686 2x12 HF2r 12 40 15 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-2012) I SEE SECTION: 2.3.1 2.3.1 2.3.1 I 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S 1 Cr c 0.80(Vanes) > [Section 3.7.1.5 NDS 3.9.21 Mex.Wall Bending Comp.fSizer fSizer Ree Cd FbCf ) KcE 1 0.30(Constant)> Section 3.7.1.5 Cf(Fc) NDS C ize ize ep. d Cb ! (Codes) > [Section 2.3.10 Stud Grade;Width Depth SpacIo Height Le/d Vert.Load Hor.Load <_1.0 ;Load it22 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fcer P P Fc E Fb' Fc perp' Fc• 1 Fce Fc fc fc/F'c ib fb/ 1 in. in. in. I ft. pit psf I of (Fb) (Fc) psi pal psi psi psf psi psi 1 psi psi psi psi Fb'(1-fc/Fce) INTERIOR WA H-F Stud 1 1.5 3.5 16 i 8 27.4 100 0 0.0037 I 1993.4 1.00 1 1.15 1.1 1.05 1.15 675 1 405 800 1 1,200,000 854 506 9661 478.52 415.71 25.40 0.06 0.001 0.000 H-F Stud 1 1.5 _.3.5 16 8 27.4 1045 0 0.4076 I 1993.4 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 9661 478.52 415.71 265.40 0.64 0.00 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.8314 2657.8 1.00 I 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 478.52 415.71 379.05 0.91, 0.00 0.000 H-F Stud 1 1.5 3.5 12 8 27.4 1990 0 0.8314 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506, 966 478.52 415.71 379.05 0.91 0.00 0.000 INTERIOR WALLS 12X4)S�F STUD I SPF Stud 1 1.5 3.5 16 1 8 27.4 100 0 0.0039 1 2091.8 1.00 1.15 1.1 1.05 1.15 675425 725 1,200,000 854 531 875.4381 478.52 407.531 25.40 0.06 0.001 0.000 SPF Stud 1 1.5 3.5 16 8 27.4 1045 0 0.4241 I 2091.8 1.00 1.15 1.1 1.05 1.15 675 1 425 E 725 1,200,000 854 5311 875.438 478. 52 407.531 265.40 0.651 0.001 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.53 379.05 0.931 0.00' 0.000 1 SPF Stud 1,5 3.5 12 8 27.4 1990 0 0.8651 2769.1 1.00 ; 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.4381 478.52 407.53 379.05 0.931 0.00 0.000 _1 i INTERIOR WALLS(2X4)DF-L STUD t i 1- 1- 1 _ DF-L Stud 1 1.5 3.5 16 8 27.4 100 01 0.0028 3076.2 � 1.00 I 1.15 1.1 1.05 1.15 700 625 850 1 1,400,000 886 781 1026.38 558.27 475.961 25.40 0.051 0.001 0.000 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 01 0.3109 3076.2 1.00 1.15 1.1_1.05 1.15 700 625 850 1,400,000 886 781 1026.38 558.27 475.961 265.40 0.561 0.001 0.000 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.6342 4101.8 1.00 J. 1.15 1.1 1.05 1.15 700 625 ' 850 11,400,000 886 781,1026.38 558.27 475.961 379.05 0.801 0.001 0.000 EXTERIOR WALL4 1 I H-F#2 I 1.5 5.5 16 7.7083 16.8 3132 01 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 1 405 1300 11, 300,000 1,271 508 1644.5 1378.83 1031.581 506.18 0.49, 0.001 0.000 H-F#2 1 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 i 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.571 506.18 0.601 0.001 0.000 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 01 0.2858 1 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 506 1644.5 1203.70 946.771 506.18 0.531 0.001 0.000 I 1 SPF#2 1 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531,1454.75 1484.89 1015.451 531.23 0.52 0.001 0.000 SPF#2 1.5 5.5 16 I 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15' 875 425 1150 1,400,000 1,308 5311 1454.751 1089.25 850.161 531.23 0.62 0.001 0.000 SPF#2 1.5 5.5 16 1 8.25 18.0 3287 0 0.3158 3287.1 1.00 , 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 1,308 5311 1454.751 1296.30 945.38 531.23 0.58 0.001 0.000 1 1 1 1 I I 1 SPF Stud 1 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1 1.15 1.1 1.05 1.15 675 425 725 11,200,000 854 531 875.4381 144.26 139.021 138.41 1.00, 0.001 0.000 I ! 1 SPF#2 1.5 5.5 16 i 19 41.5 1450 0 0.9917 3287.1 1.00 I 1.15 1.3 1 1.10 1.15 875 425 1150!1,400,000 1,308 531 1454.751 244.40 235.321 234.34 1.001 0.001 0.000 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9969 I 3132.4 1.00 I 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 1,271 508 1644.51 226.94 220.141 219.80 1.001 0.001 0.000 Page 1 D+L+W CT#4028AS I j LOAD CASE (12.13) ;(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 1 3.7.1 3.7.1 1 Ke 1 1.00 Design Buckling Factor D+L+W 1 1 c 0.80(Constant)> !Section 3.7.1.5 i t CrNDS 1 KcE 0.30(Constant)> ':Section 3.7.1.5 ! Cf(Fb) Cb Cf (F o Eq.3S.7I j Cb 1 (Varies) Section 2.3.10 E 1 Bending!Comp. Size Size Rep. Cd(Fb) Cd(F) NDS 3.9.21 Max.Wali durationidurationfactor'factor use 1 Stud Grade Width Depth Spadn Height Le/d Vert.Load Hor.Load, s#1.0 Load Plate Cd(Fb)!Cd(Fc) Cf Cf Cr , Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c Po 1 1b/ in, in. In. 1 ft. p8 psf I pif (Pb) (Fc) , psi psi psi 1 psi psi psi psi , psi psi psi psi 1 Fb"(1-fc/Fce) H-F Stud 1.5 ®c 18 8 27.4 100 51 0.1855 1 1993.4 ? 1.60 1.00 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 8401 478.52 403.777 ] 25.40 0.08 208.981 0.162 H-F Stud 1.5 16 8 27.4 1045 5 0.7755 1 1993.4 I 1.60 I 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403,771 265.40 0.661 208.98! 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1090 51 0.5538 1 3986.7 1.60 ! 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.771. 252.70 0.63 104.491 0,162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5538 1 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.631 104.491 0.162 1 � i JNTERIOR WALLS 2X4)SPF STUD SPF Stud i 1.5 3.5 16 1 8 27.4 100 5 0,1657 2091.8 1.60 i 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.99 25.40 0.06 208.98; 0.162 SPE Stud ' 1.5 3.5 16 1 8 27.4 1045 51 0.7972 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 761.25 478.52 393.99i 265.40 0.87 208.981 0.343 SPF Stud 1.5 3.5 88 27.4 1990 51 0,5734 4183.6 1.80 I 1.00 1.1 1.05 1.15 675 425 _ 725 1,200,000 1,366 531 761.25 478.52 393.981 252.70 0.64 104.49, 0.162 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 5 0.5734 4183,6 1,60 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1,366® 761.25 478.52 393,991 252,70 0.64 104.49 0,162 S WALLS 2X41 a4.2122L 1 DF-L DF-L Studud 1 1,5 3,5 16 ( 8 27.4 100 5 0.1576 1 3076.2 1.60 i 1.00 1.1 1.05 1.15 700 625 850 1 1,400,000 1,417 781 892.5 558,27 460.251 25.40 0,061 208,981 0,155 DF-L Stud 1 1.5 3.5 18 1 8 27.4 1045 5 0.6137 3076.2 1.60 1.00 1.1 1.05 1.15 700 1 825 850 1 1,400.000 1,417 781! 892.51 5558.27 460.25! 265.40 0.58 208.98! 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 4.5 0.9884 4101.8 1.60 i 1.00 1.1 1.05 1.15 700 I 625 850 1 1,400,000 1,417 781 892.5 558.27 460.251 379.05 0.82 141.061 0.310 EXTERIOR WALLk, 1i H-F#2 1 1.5 5.5 16 1 7.7083 16.8 3132 9.711 0.3909 3132.4 1.60 I 1.00 1.3'1.10 1.15 850 405 1300 1 1,300,000 2,033' 506 1430 1378.83 989.9 506.18 0.52 152.581 0.119 H-F#2 i 1.5 5.5 16 ! 9 19.6 3132' 8.461 0.5743 3132.4 1.60 � 1.00 1.3 1.10 1.15 850 II 405 1300 11,300,000 2,033 5061 1430 1011.45 804.501 506.18 0.63 181.231 0.178 H-F#2 11.5 5.5 16 1 8.25 18.0 3132 8.131 0.4411 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430 1203.70 899.131 506.18 0.56 146.341 0.124 1 I I SPF#2 1 1.5 5.5 16 17.7083 16.8 3287 9.71 0.4327 3287.11.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1484.89 940.301 531.23 0.58 152.58 0.114 SPF#2 1 1.5 5,5 16 1 9 19.6 3287 8.46 0.6033 3287.1 1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1265,1089.25 806.081 531.23 0.66! 181.23 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531! 126511296.30 884.691 531.23 0.601 146.34 0.118 SPF Stud 1 1.5 3.5 16 1 14.57 50.0 70 8.46 0.99572091.8 1.60 1.00 1.1 1.05 1.15 675 1 425 725 1,200,000 1,366 531 761.25 144.26 138.141 17.78 0.13 1172.851 0.979 SPF#2 i 1.5 5.5 16 19 41.5 860 9.711 0.9941 I 3287.1 1.80 1 1.00 1.3 1.10 1.15 875 I 425 1150 1,400,000 2,093 531 1265 244.40 233.801` 106.87 0.481 927.02 0.7866 H-F#2 1 1.5 5,5 16 1 19 41.5 600 9.711 0.9921 1 3132.4 1.60 1 1.00 1.3,1.10 1.15 850 , 405 1300 1,300,0001 2,033 506 1430 226.94 219.021 96.97 0.44 927.021 0.796 Page 2 1 D+L+W+.55 CT#4028AB LOAD CASE 1 (12-14) BASED ON ANSI/AF&PA NDS-2005 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D.LWW*S/2 1 .c__]. 0.80(Constant > Section 3.7.1.5 i { !!!E1CfCrFb - - INIESIIIMIIIII NDS _ KcE i 0.30 Constantt > ,Section 3.7.1.5 I - --- ages) > 'Section 2.3.10 mom Bendingi Comp, Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2, Max.Wall durationldura0o factor factor use 1 Stud Grad.'Width Depth Spacing Height Vert,Load Hor.Load u=1.0 Load @ Plat:Cd(Fb)jCd(Fcl Cf Cf Cr Fc perp Fc I E FbFc perp' Fc' I Fce F'c I fc 1b/ in. in. in. : it. •lf ...f I •If I Fb (Fc •si •si •. •sl •.:I •sI 1 •:i •.i .1 • Fb"1-fc/Fce 31 • I. - TUDI BI I I H-F Stud _3 1.5 3.5 16 1 8 27.4 100 51 0.1653 1993.4 1 1.60 ff' 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506' 986 478.52 415.71r 25.40 0.06' 208.98' 0.162 H-F Stud 1 1.5 16 r 8 27.4 1045 51 0.7510 1983.4 1.60 I 1.15 1.1 1.05 1.15 675 I 405 800 1,200,000 1,366 506 9661 478.52 415.711 265.40 0.641 208.981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5j 0.5316 ( 3986.7 1.80 1 1.15 1.1 1.05 1.15 675 I 405 800 1,200,000 1,366 506 9661 478.52 415.711 252.70 0.611 104.491 0.162 H-F Stud 1 1.5 8 1 8 27.4 1990 51 0.5316 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 9661 478.52 415.71] 252.70 0.61, 104.491 0.162 i 11`114'(•-••11iME1:L1FI]&91f1• 1 1 i i SPF Stud 1 1.5 3.5 16 I 8 27.4 100 5 0,1654 2091.8 1.60 ! 1.15 1.11,05 1,15 675 425 725 1 1,200,000 1,366 5311 875.438' 478.52 407.53 25,40 0.06 208,98 0,162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.7876 2091.8 1.60 j 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.531 285.40 0.651 208.981 0.343 SPF SStud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 I 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52 407.531 252.70 0.621 104.491 0.162 SPF Stud ' 1.5 3.5 8 8 27.4 1990 5 0.5486 4183.6 1.60 I 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438' 478.52 407.531 252.70 0.62' 104.49i 0.162 INTERIOR WALLS(2X41 DF-L STUD I t..-- DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1574 3076.2 i 1.60 1 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.381 558.27 475.961 25.40 0.051 208.981 0.155 DF-L Stud I 1.5 3.5 16 ! 8 27.4 1045 5 0.5921 3078.2 ( 1.60 k 1.15 1.1 1.05 1.15 700 j 625 850 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.561 208.981 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781.1026.381 558.27 475.961 379.05 0.801 156.731 0.345 1 6:,l1I:a'.7aAIN 1 16 7.7083 16.8 3132 9.711 0.3593 1 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58, 506.18 0.49 152.581 0.119 H-F#2 1 1.5 16 9 19.8 3132 8.461 0.5437 I 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 I 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.571 506.18 0.601 181.231 0.178 H-F#2 1 1.5 16 1 8.25 18.0 3132 8.131 0.4100 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.771 506.18 0.531 146.341 0.124 1 1 1 SPF#2 1 1.5 16 1 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.451 531.23 0.521 152.581 0.114 SPF#2 I 1.5 18 1 9 19.6 3287 8.46 0.5595 1 3287.1 1.60 i 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.7511089.25 850.161 531.23 0,621 181.23 SPF#2 1 1.5 16 1 8.25 18.0 3287 8.13 0.4342 I 3287.1 1.60 I 1.15 1.3 11.10 1.15 875 1 425 1150 11,400,000 2,093 53111454.7511296.30 945.381 531.23 0.56' 146.34 00,.118169 1 1 I 1 I I 1 SPF Stud 1 1.5 16 14.57 50.0 70 8.461 0.9955 2091.8 1 1.60 j 1.15 1.1 11.05 1,15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.0211 244.40 235.321 17.78 0.13 1172.85 0.979 SPF 0.4-5 927.61 0.786 H-F#2 , 1.5 5.5 16 I 19 41.5 600 9.711 0.9901 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 506,1454.75 164451 226.94 220.14 196.97 0.441 927.021 0.796 Page 3 s& D+L+S+.SW CT#4028AB 1 I LOAD CASE 1 (12-15) 1 (BASED ON ANSI/AF&PA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 1 Ke j 1.00 Design Buckling Factor D+L+S+W/2 I ` I I c I 0.80 Constant > 'Section 3.7.1.5 1 ] 1 Cr I I _-_ [ (_--) Cf c NDS KcE 0.30 Constant > !Section 3.7.1.5 1 ��___ I �� IIIIIIIMINII Cb i (Varies) > 'Section 2.3.10 1 ( ,Bending]Comp. Size Size Rep. Cd(Fb) Cb (Cd(Fc)1 Eq.3.7-1 I NDS 3.9.21 Max.Wall I durationiduratio factor factor use Stud Grade;Width Depth Spadm•Hai.ht Le/d Vert.Load Hor.Load u.1.0Load 0 Plat:Cd(Fb)1Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ j in. in. in. R. p0 Pst 1.0I plf 1 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi b'(1-fc/Fce) I :•: t: __ - . I ® . 100 5 0.1653 1993.4 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506, 966[ 478.52 415.711 25.40 0.06 208.981 0.162 H-F Stud I 1.5 3.5 161 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 508; 9661 478.52 415.711 265.40 0.641 208.981 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5316 3988.7 1 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966] 478.52 415.711 252.70 0.6111 104.491 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 9661 478.52 415.71' 252.70 0.61 104.49 0.162 INTER OR WALLS 2X4 S-F ST f - �� SPF Stud 1.5 16 8 27.4 100 5 0.1654 I 2091.8 1.80 1.15 1.1 1.05 675 425 725 1,200,000 1,366 5311 I 875.438 478.52 407.531 25.40 0.06 208.981 0.162 SPF Stud I 1.5 ® 16 8 27.4 1045 5 0.7876 2091.8 1.60 ' 1.15 1.1 1.05 675 1 425 725 1.200,000 366 5311 875.4381 478.52 407.531 265.40 0.65 208.981 0.343 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1 1.60 1.15 1.1 1.05 675 I 425 725 1,200,000 1,386 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.162 SPF Stud 1 1.5 3.5 8 , 8 27.4 1990 5 0.5466 1 4183.6 1 1.60 1.15 1.1 1.05 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.53] 252.70 0.621 104.49 0.162 I' -0- A- . •J )L1. MIIIIMI__ MII__------ DF-L Stud 1.5 3.5 16 1 B 27.4 100 5 0.1574 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1028.381 558.27 475.961 25.40 0.051 208.98' 0.155 DF-L Stud 1.5 3.5 16 1 8 27.4 1045 5 0.5921 I 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.961 265.40 0.56 208.98 0.281 DF-L Stud; 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781,1026.38 558.27 475.981 379.05 0.80 158.73 0.345 r I e 1 I ' � 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.291 0.059 IHH--FF##2'' 1.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 � 405 130011,300,000 2,033 5061 1644.5 1011.45 837.571 506.18 0.60, 90.61, 0.089 H-F#2 ] 1.5 16 1 8.25 18.0 3132 4.065 0.3479 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 508, 1644.51 1203.70 946.771 506.18 0.53 73.171 0.062 0.0851 SPF#2 1.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 j 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45] 531.23 0.52 76.291 0.057 SPF#2 1 1.5 16 8.25 18.0 3287 4085 0.3750 9 9.6 3287 4.23 0.4750 1 3287.1 1 1.80 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.7511296.30 945.381 531.23 0.561 73.3287.1 1.60 1.15 .3 .0 1.15 875 425 1150 1,400,000 2 093 531 1454.75 1089.25 850.1611 531.23 0.62 171 0.059 SPF#2 I I11 SPF Stud 1 1.5 3.5 16 14.57 50.0 255 Illinall 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 144.28 139.02 64.76 0.471 586.43! 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.641463.511 0.580 H-F#2 1 1.5 5.5 16 1 19 41.5 865 4.855 0.9970 I 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506 1644.5 226.94 220.141 139.80 0.64 463.511 0.594 Page 4 D+L+S+,7E CT#4028AB 1 I LOAD CASE 1 (12-16) 1 (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 1 2.3.1 2.3.1 3.7.1 1 3.7.1 1 Ke 1 1.00 Design Budding Factor O+L+S+E11.4 1 c 1 0.80(Constant)> Section 3.7.1.5 1 Cr KCbE i 0.30 Constant > (FFcc)) 1 EqND3S7 -1 iSecOon37.1.5 Bending Size Rep.f ICCdf(Pb)F)' Cb CCdf factor use 1 1 1 Stud Grade(Width - Cf Cr Fb Fc perp Fc E 1 Fb' Fc perp' Fc• Fce 1 F'c fc 1 fc/F'c fb lb/ In. If Fb Fc 1 sl si I 1 I al sI sI 1 I sI 1 Fb'•(1-fc/Fce) , H-F Stud1- • ' 1.5 3.5 16 I 8 27.4 1001 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001 1,3661 506 966 478.521 415.71 25.401 0.06 208.98 0.182 H-F Stud 1 1.5 3.5 16 8 27.4': 1045: 5 0.7510 1993.4 1.60 1.15 1 1.1 1.05 11.15 675 405 800 1,200,0001 1,3661 506 966 478.521 415.71 265.401 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.41 1990i 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 1 800 1,200,0001 1,3661 506 966 478.52! 415.71 252.701 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000' 1,3661 506 966 478.521 415.71 252.71 0.81 104.49 0.162 TER Or.WAL 2X4 SPF STUD I ! SPF Stud 1 1.5 3.5 16 1 8 27.41 100! 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1 1.15 1 675 425 725 1,200,0001 1,3681 531 875.438 478.52' 407.53 25.401 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.41 10451 5 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 f 725 1,200,0001 1,366 531 875.438 478.52! 407.53 265.401 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 I 8 27.41 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 t 725 1,200,0001 1,366 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.41 19901 5 0.5466 4183.6 1.60 1.15 11.1 1.05 1.15 675 425 I 725 1,200,0001 1,366 531 875.438 478.52! 407.53 252.70: 0.62 104.49 0.162 INTERIOR WALLS -L STUD I 1 - 1 1 1 DF-L Stud 1 1.5 3.5 16 8 27.41 1001 5 0.1574 3076.2 1.60 1.15 i 1.1 1.051 1.151 700 625 850 1,400,000 1,4171 781 1026.38 558.27! 475.96 25.401 0.05 208.98 0.155' DF-L Stud 1 1.5 3.5 16 8 27.41 10451 5 0.5921 3076.2 1.60 1.15 11.1 1.05 11.151 700 625 850 1,400,000 1,417 781 1026.38 55827: 475.96 265.401 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4! 19901 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 j 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.96 379.051 0.80 156.73 0.345 i I EXTERIOR WALLS I I 1 H-F#2 1 1.5 5.5 16 7.7083 16.8- 31321 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.151 850 405 1 1300 1,300,000F 2,033 506 1644.5 1378.831 1031.58 506.181 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1 1300 1,300,0001 2,033 506 1644.5 1011.451 837.57 558.181 0.60 76.47 0.075 H-F#2 1 1.5 5.5 16 I 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 11300 1,300,0001 2,033 506 1644.5 1203.701 946.77 506.181 0.53 64.26 0.055 1 SPF 02 1 1.5 5.5 16 :7.7083 16.81 32871 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1 1150 1,400,000, 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1 1.5 5.5 16 I 9 19.61 3287 ! 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1089.25! 850.16 531.23, 0.62 76.47 0.071 SPF#2 I 1.5 5.5 16 I 8.25 18,0 3287! 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.151 875 425 1 1150 1,400,000i 2,0931 531 1454.75 1296.301 945.38 531.231 0.56 64.26 0.052 i ! 1 1 I I I ' 1 OFF Stud i 1.5 3.5 16 14.57 50.01 2851 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000, 1,366 531 875.438 144.261 139.02 72.38 0.52 494.93 0.727 1 1 SPF#2 ! 1.5 55 16 I 19 41.51 10201 3.57 0.9910 3287.1 1.60 1.15 ( 1.3 1.10 1.15 875 425 1 1150 1,400,000 2,093 531 1454.75 244.401 235.32 164.85 0.70 340.83 0.500 H-F#2 ! 1.5 5.5 16 i 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.151 850 405 1 1300 1,300,000 2033 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 Page 5 T n MEM , r. PASSED 'rlii F O R 1 1 pieceBER(s)9REPORT 1/2"TLevelM® 21Floo0 @Joist 16" OC Overall Length:10'4" D .. 9'9" 4, 4' CI El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual ; ,': a - 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(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(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(1/240). •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 TJ-Pro'"Rating indude:None 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. '• • ,'• y� r5 ¢ im., 1 r Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Residential-Living 2-Point(Ib) 6' N/A 250 660 '',0:7-11-'',:; 22t s T ' ,-2 : j;, - 0 SUSTAINABLE FORESTRY INmATNE 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 I Forte software Operator, Job Notes; 1 0/14/201 5 9:16:20 AM Forte v4.6,Design Engine:V6.1.1.5 fdi Petersen 15238 Plan5ABD 9.5TJ1210.4te CT Engineering i (206)285-4512 mpetersen c©,ctengineenflg.com Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= 11 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.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,= F,,*Si SMS= 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 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 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 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sos= 0.72 h„ = 29.53(ft) 5D1= 0.44 X = 0.75'..ASCE 7-10(Table 12.8-2) R= 6.5 Ot= 0,020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL_ 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=Sp,/(T"(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*T3/(TZ"(R/IE)) (for T>TO 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; "h;k w,, "hrk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, "h;k Vi DESIGN Vi Roof - 29.53' 29.53 1813 0.020' 3626 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025' 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00' SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 P 42.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. -- Building Width= d 37.0 45.0'ft. Basic Wind Speed 3 Sec oust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable ;Gable 40.6012946 Ps3oA= 21.6 21.61 psf Figure 28.6-1 Ps3oB= 14.8 14.8'psf Figure 28.6-1 Ps3o c= 17,2 17.2',psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Krt= 1.38 ! 1.38' Section 26.8 windward/lee= 1,00 1.00' X*Krt*Iw*windward/lee : 1.38 1.38 ps=X*Kzt*I"Pe3o= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA end c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 10, 1.40' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 Ar= 1385 AF= 1684 22.2 26.9 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.000.00 0.00' 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00' 0.00 0.00' 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(SS)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheattaing=7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 + 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"W/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 -11 ....atL ng n ___ :.... . ,,,,,,,. ,,,,,........_.. .._. „..::„.:,,,,..,,, ..t.... ,:. .::_i:....._-_,:..,,..........,.,--i-_---:-:_. • ..• ....:,..„,..- .... .„.:. _„,.,....„___-_-..... L. L..-....-...„_--•• ..,.....,_:„... ..,,, Get Latitude and Longitude To make a search, use the name of a place, city, state, or address, or click the location on the map to get tat long coordinates. E j P•lace Name E 39th way s &40th pl s, seatac, wa I Find .. . ............. .:. „:„... ..::.; i 11 Add the'country code for better results.`Ex:London, UK La•titude Longitude 47.412415 -122.283440 1[1 Share 11.9k G+1 957 Tweet 96 ; Y t Ej € 2 Sj ad. 3- `.. defy....::. ,.E:� i F 9/24/2015 http://www.latlong.netl Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 T 7 http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III 1 iav 7 .m.*. �' ",, "alp G'C�IL►'"a 0 l 1 ',,;,' i..- ',, il '';-' -* -,41'''',t7f:--:4; '''''''''-'-.:'''IW.,4;2'7, N"s..„:!...i.,tea' / • ; a 1, '< y fit. ' r' ,/ l �'' - , - �v h.`.. .._! �z,F' � "? a 3 1 k �' tk,' _ y/2' _ 1 k a�w p ,ice`✓,.. • �2/ r Iiia s "� A� /,/ ''',','''.:0.1.1,1:" / l 4, „tin._ \'''''''72444''''4111L ''''' ''';'' )7(''''; .8 @ 4 mak£ 7�c 4. ea i fi ii l .. .. ice ._u.. f,/ ,, ..� ., � ...,A,.. USGS-Provided Output S: = 0.972 g SM5 = 1.080 g sp. = 0.720 g Sl = 0.423 g SM: = 0.667 g S°i = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP"building code reference document. M Response Spectrum Design Response Spectrum 0.00 .,001.10 . 11 0, 000 0.04 tt3 0.S s 0.40 ff s . s a 0.4,0 r f, 0. 3' 0.23 0,14 02 a 01& 0.11 0.02 0.00 0,20 0.40 0.40 0.02 1.00 1.20 1.40 1,40 1.20 2.000.00 0 04* 1�.404100 1.00 i, l 40 1. St _ 1 Ob P T(SKS P T(s*c) Although this information isa product of the U.S.Geological Survey,wet provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Step# 2012 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= 0.42s. 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 Skis= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*S, SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*Skis SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Slo= 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 D FRONT DESIGN 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 21012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Sps= 0.72 h„ = 29.53(ft) SD,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0:020'ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k=' 1'ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) CS=SDs/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) CS=SD,/(T'(R/IE)) (for T<T 0) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX. CS=(SD1*TL)/(TZ"(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 S,)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>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) C„„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 29.531 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 35.925 328.40.13 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 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 D FRONT DESIGN F-B S-S ASCE 7-10 2012 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 50.0ft. Basic Wind Speed 3 Sec.Guar= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.61 psf Figure 28.6-1 Ps30B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 " 17.2'psf Figure 28.6-1 Ps30 D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 KA= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00 A*Ka*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Pa3o= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) PSB = 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 Ps13 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_ klps kips 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 D FRONT DESIGN 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 1123 37.58 13.17 44.07 Bsmt 9.14 0.00 44 07 V(F-B). 0.00 V(S-S). 0.00 V(F-B)= 37.58 V(S-S)= kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 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(S-S)= 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size=0.131"dia.X'2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s aNawable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec D FRONT DESIGN S182 ‘11.1111EMEMEMI i E 111 r7,------- Bla Bib Bib /e// 1 ,„,,,.. 0 1 C-- 0 Q m 1,1: J11 .„ r 1C36) ■ m *LK: 0CDL J 0 L P6 am C= 1 1 F2a F2b Fla Flb CF3a 11117 P6 ® �7,.,:��� F4b 0 S182 7M1111 :2 4 STHD14 P6 411% STHD14 -.0 00 STHD14 6x10 HDR - ,o; • .i . .t[ 4. I DC b2a�-— b b ‘-- =— _ _..z_______________,.;,_____—, :\,o 1 • , I ti r b3 A/ 1 1 ii i T 1 (— .: ,'„ � 11 7, i -i ii o II' 1^ 11 I\ .,,/r// NI U CD 2x LEDGER �z111 1 P ti 111 i I'o —_j e__ - I Z s! qC r o i +2x4 FRAMING ”' AT 24" O.C. J R3 x IN 1 14 -3.5x-4$lG-BEAI.-EB---- 3 k,} -'cI @E-AM- 3..,x10.5 GE13-hpH----1 .'.. 1 I is m S9.0 I ,'I� RI Iiffh 1 GAR1 ] 4x10 MRx \ i \ a' I/ S;741/r11, \11, STHO14 SHD14 ".-.0,1.4 71-101, \\FRAMING' OPEN v1 I 0 OI\ iI \ / TO ' P6 --- \ i BELOW I^ v I A �2 i \ �\ I ' F---- \ STHD14 STHD14 , © ' 3.5x14 BIG BEAM FB f I_- I 5.-x18 LB H R "j I I i i n l '` J TAZR2 6X6 16 1 R2b $9.0 L ce o x -- a r --1 i� EE n w7` i Ii-s!' J 'v J i O. J 2 2 8 HDR o N EA—, 35"x14 BIG EAM RIAS ,© I I� _ ' ( 5. 16 -LB H R s . ,ii • ( ® ���� IIIMI S 014 i�� _ .5"x1' BIC BEAM FB %MPF6a (Nari F6b 2x FRAMING 56.1 2 2)(8 HDR 2)2x8 HDR ',,....2)2x8 HDR 14 AT 24" O.C. 59.0 (2)'x; HDR STHD14 8 THD14 � S1.2 5 SIM.S9.1 0 .J\ -I r �� P.T 6xE�HDF 6x6 PT 'OST U O U I- o.:s co 0 N N O STHD14 B ' STHD14 00 STHD14 s,. �� 4x10 -IDR 4x10 HER b5a 4(10 HJR® 4x110 HD' ®4x1 C NOR'b5b b4a b4b C 1 (--3. Is,24J Ir U 0 Jif (L._:N 9 Oi F '- I- C a -.=I- in N p '.a REB R5 4,40 3.5: `, --' P ---,STAIR FRANINL----- 'x6 '0 ENC JOIST H . -„-r ` r I FI IR' I - n - I DR I ABOVE 1 II Gari • • -PI4OVIDE I-JOIST • CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING eELOA ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER • THE PONY WALL WITH I-JOIST BLOCKING • <THD14 -r'1 Sr+D14 • UNDER BEARING WALL ABOVE ,z/z/zwi z.-/////// ////z/Aiiii/./hil i/// STaIR1EI 1 1 d • , ti r • 0• , 56.0 i j • • O N -. L. O) • ADDED ANOTHER JOIST a • SUPPORT (PER RODNEY) N 0 • • 4X8 HDR —_-44 • • 7 S6.0 • 1.3 • • R4 ff3 • • r 1 • •• 9 S6.0 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN 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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 9.09 kips Min.Lwall= 2.57 ft. BC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOL stt. C 0 w dl V level V abv. V level V abv. 2w/17 v i Type Type v i OTM ROTM Unst Us.", OTM ROTM Unci Usum Unum (soft) (ft) (ft) (klf) (kilo) (kip) (kip) (kip) p (plf) (PIf) (kip-ft) (kip-ft) (kip) (kir)) (kilo-f) (kip-ft) (WP) (kip) (kip) Ext L1 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 PSTN 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 0.0 100 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 , 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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=L eff. 9.09 0.00 4.74 0.00 EVwind 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer 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 SDPW D FRONT DESIGN Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 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 en. C o w dl V level V abv.V level V abv. 2w/h v 1 Type Type v 1 OTM ROTM line Usii. OTM RoIM Use Baum Usum (sqft) (ft) (ft) (RIO) (RIP) (RIP) (RIP) (RIP) p (Plf) (PIO) (10-ft) (RP-ft) (Rip) (Rip) (Rip-f() (RIP-ft) (RIP) (RIP) (k1P) 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 5,43 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 4.48 446 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.06 406 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 5.50 640 - - 0 I 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 -0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 1 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 6.72 9.09 4.02 4.74 1.00 EV„,,„d 15.81 EVEQ 8.76 Notes: * denotes a wall with force transfer I 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 1= 6.74 kips Max aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 10,05 kips Sum Wind F-B V I= 22.55 kips Min.Lwall= 2.31 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOL ere. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM Ram Unet Ueum Usum (soft) (ft) (ft) (WO (kip) (kip) (ki4) (ki4) P (Plf) (PIf) (14P-ft) (kiP-ft) (kip) (ki4) (kip-ft) (WP-ft) (kip) (kilo) (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 0,401 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 EV,„ne 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN 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 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoL,rr. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Un,t U,um OTM RoTM Un,t U,,,m U,,,m (sgft) (ft) (ft) (kit) (kiP) (kip) (kiP) (kip) P (P10 (pit) (kip-ft) (kip-ft) (kip) (kip) (Idp-ft) (WP-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 1.00 109 P6T14 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 440 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 P61:14 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 9,36 Ext B1bc* 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* 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 4,84 Ext Fib* 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 Flc* 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 4,84 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.44 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 4 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;, 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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=Leff. 10.66 0.00 4.74 0.00 EV,.,nd 10.66 E VEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN 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 SDPWS-08 Table 4.3.4 Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table4.3.3.5 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 LDLerc. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Urns( Usum OTM RoTM Unst Usum U:um (soft) (ft) (ft) (kif) (kiP) (kip) (kill) (kit)) p (Plf) (Plf) (kip-ft) (RP-ft) (RIP) (RIP) 04P-ft) (kiP-ft) (kip) (kip) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 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 00. 0,0 1'.00 0.00 0.00 0.00 0.00 0.00 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 3,40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 Garl 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 Staid 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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. 7.88 10.66 4.02 4.74 1V,„„nd 18.54 EVEO 8.76 Notes: * denotes a wall with force transfer 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 SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.06 kips Sum Wind F-B V i= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 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 Logen. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Veum OTM Rorm Unet Usurn U:um (soft) (ft) (ft) (kl() (kip) (kip) (kip) (kip) p (Of) ft(kip-ft) (wP ft) (kip) (wP) (kip ft) (kiP ff) (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 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 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 4.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2.84 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 3.30 340 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 20.01 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 Stair1 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 4 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1'.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1',00 0.00;' 0.00 0.00 0.00 0.00 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=L eff. 4.00 18.54 1.28 8.76 EV„,,nd 22.54 EVEQ 10.05 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-BVI= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 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 off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Unum OTM ROTM Line Ueum Ueum (soft) (ft) (ft) (WO (WP) (Wp) (Wp) (WP) P (Plf) (Plf) (kip-ft) (kip-ft) (WP) (kip) (kiP-ft) (kip-ft) (kiP) (WP) (kip) Ext Bla* 319.1 6.8 ; 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6-TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4:90 Ext Blb* 597.1 12.5 19.0 1.00 115' 3.09 0.00 1.38 0.00 1.00 1.00 110 P6TN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext B1bc* 1112 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 0.00s 0.00 0.00 0.00 0.00 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 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 2.66 Ext Fl 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 2:66 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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* 171.8 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 3.17 347 Ext F2b* 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 3.4-7 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2,64 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 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 10 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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=L eff. 10.66 0.00 4.74 0.00 EV„„„d10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 5 ABD_DL D FRONT DESIGN 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 SDPWS-08 Table 4.3.4 Sum Seismic V 1= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 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 off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Deet Veum OTM RorM Um,t Usum Daum (sqft) (ft) (ft) (WO (hip) (kip) (kip) (hip) p (pif) (pif) (kip-ft) (WP-ft) (hip) (hip) (weft) (hip-ft) (hip) (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 B2b* 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 4.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 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 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 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 3.33 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 hit Gail 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 Start 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 4 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -; 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00=. 0.00 0.00 0.00 0.00 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=L eff. 7.88 9.18 4.02 4.09 EVw;,,d 17.06 EVE0 8.11 Notes: * denotes a wall with force transfer 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 -_10. v hdr eq= 137.6 plf ► •H head= A v hdr w= 248.3 p/f 1.44 v Fdrag1 eq= 222 F2 eq= 948 • Fdragl w= ,41 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 v 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 I. • UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet 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 Fdragl 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= F4 e•- 133 feet • 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 Of 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 ►4 ► Hpier/L1= 1.46 ► Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD_DL ID: Blabc 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 p/f ► AH1 head=A v hdr= 153.5 p/f H5 head= A 1.31 A Fdragl eq= 43.3 drag2 eq= 78.0 drags eq= 428.8 drag6 eq= 84.8 1 Fdragl w= • 2 =dragl 175.1 =drag5 w= ••3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 p/f v3 eq= 109.2 p/f v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 plf v3 w= 245.3 plf v5 w= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 Fdrag3= ..3 Fdrag•- 78.0 feet X Fdragl w= 97.22694 =dragl w= 175.1 =drag7eq= 8.8 Fdrag8e• 84.8 P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 p/f H1 sill= v sill w= 153.5 p/f H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 IF v UPLIFT -745 -91 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 4 ►--t P1 Hpier/L1= 0.33 Hpier/L3= 0.19 < L total= 34.7 feet Hpier/L5= 1.63 0.95 L reduction JOB#: 15238_5 ABD_DL ID: F2ab w d1= 170 Of 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 v Fdrag1 eq= 264 F2 eq= 263 • Fdragl 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 9.06 v I Fdrag3 eq-- - F4 e.- 263 feet • 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 Of feet OTM 8598 19311 R OTM 10490 7770 1r • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 0 il ►4 ► Hpier/L1= 1.92 ► Hpier/L3= 1.92 L total= 11.7 feet 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 --► v hdr eq= 146.7 plf — P. A H head= A v hdr w= 317.1 p/f 0.88 v Fdragl eq= 308 F2 eq= 279 Fdragl w= :.5 F2 - 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 plf 4.4 v1 w= 471.8 p/f v3 w= 471.8 p/f feet H total= 2w/h= 1 2w/h= 1 9.8 v 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 • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 , � Hpier/L1= 1.03 ► Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD_DL ID: B5ab w d1= 250 plf V eq 1996.7', pounds V1 eq= 1318.2 pounds V3 nds V w= 4481.7', pounds V1 w= 2958.8 pounds V3eq w== 1522.9678.5 pounds pounds ► v hdr eq= 89.5 plf •H head= v hdr w= 201.0 plf 1.03 y Fdragl eq= 709 F2 eq= 365 Fdragl w= .92 F2 . 820 H pier= v1 eq= 193.9 Of v3 eq= 193.9 Of 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 • I Fdrag3 eq= 7%• F4 e.- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 p/f 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: L1= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 10._4 ►t ► Hpier/L1= 0.74 0. Hpier/L3= 1.43 L total= 22.3 feet I 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 -_0,. ► v hdr eq= 57.7 p/f ► •H head= A v hdr w= 118.6 plf 1.03 v 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 vi w= 265.6 p/f v3 w= 265.6 p/f feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 y Fdrag3 eq= : F4 e.- 219 feet A Fdrag3 w= 380 F4 w= 450 P6 E.Q. I 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 p/f 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 4 0 4 ,4 Hpier/L1= 3.00 ► Hpier/L3= 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238_riverterra�Sabd.ecPage 1 w:15238-5A 1 _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II 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 4 Bar Size 4 Seismic Zone Rebar Cover 3.250 Overburden Weight 0.000 psf Pc 2,000.0 psi Concrete Weight 145.00 pcf F 40,000.0 psi LL&ST Loads Combine y Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 111 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% 1 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 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 I 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 pcf Pc 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 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 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 % Summary I Footing OK 2.00ft square x 10.Oin 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 Altemate 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 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2'NO SOG Criteria i Soil Data I Footing Strengths&Dimensions M Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf ft = %3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure 35.0Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingilSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -kAxial Live Load = 0.0 lbs Design Summary 111 Stem Construction I Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil PressureToe = 525psf OK Rebar ness = 8.00 © Rebar Size = # 4 Soil Pressure©Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored©Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear©Toe = 0.0 psi OK. Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection - Modular Ratio'n' - Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-ft Concrete Data Mu: Design = 20 55 ft-# ft psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: I Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 Page 2 1 User.3-2-03ENE,Ver 5.8ngineeingo3 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retainin Wall Desi n _(c)1983-2003 ENERCALC Engineering Software g 9 15238_riverterra _Sabd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0Toe Width 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingiISoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ` AxAxialial Dead Load Live = 100.0 lbs Axial Load Eccentricity = 0.0 in Load 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment .Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. _ Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4'NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev: 560010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0Toe Width = = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing poll Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure©Toe = 1,547 psf OK Rebar Sizeness = 8.00 Soil Pressure©Heel = 205 psf OK Rebar = # 4 3,000 Rebar Spacing16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: KW-06 Page 2 1 (c)193-2-0602997,Ver CALC n leering 03 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software � 15238 riverterrace_Sabd.ecw:15238-5A Description CANT RET WALL H=6'NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 15238_nvertemace5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria 0Soil Data I Footing Strengths&Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 = Slope Behind Wall = 0.00:1 = Toe Width = 1.33 ft Toe Active Pressure 0.0 Heel Width3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft ICover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Gales (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-it Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 RevUser K -06 Page 21 User K-2003 E 97,Ver 5.8.0,1 Engineering 03 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software � 15238_rtverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12'NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% _ 0.0014 9 Heel Active Pressure 35.0 Toe Width - 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 11 Stem Construction I Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Gales (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Ford - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 _Rev: 580010 Pae 2 1 User.3-2003 E E CVer ALL n ineeing 03 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.e�w:15238-SA Description CANT RET WALL H=12'NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadingta.be a1 ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shears(pounds) Deflection(inch) Factor 8 2,7801,000 �S'7dff 0.32 2.8 16 10 2,180 600 6-Ceillt . 0.40 3.6 8 4,720 1,700 / 0.32 2.8 24 10 3,630 1,000"9'3 Hy` 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use 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. (b)For cans ruction as shown in Figure 1, (c)Values ore for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by 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 value is permitted to be increased by 40 percent for wind design. Figure 1.Construcction,details for APA portal-frame design with hold downs EXTENT of HEADER DOUBLE PORTA.FRAME(TWO$RADEDWLL APANELS/ ►i''. EXTErrr OF HEADER ' j ..._-_... a..�.. SHEATHING FILLER t > SINGLE PUTTAL FRAME(ONE BRACED WALL PAN;t.) i 4""'Al, E WEEDED.j 3 q r, t I MLN.S x 4125*NET HEADER ØE i )•: }. *s , I PORTAL '� •__ I .' 180'x• (WDLL. ,I. l FASTEN TOP PLATE TO HEADER WITH TWO100139.8--1 r: M@ADFR. 3 ,v\,� ROWS OF feD SINKER NM/SAT S O.C.TAP. s ,, CONSTRUCTION Iu 2 NERD moo LB STRAP OPPOSITE SHEATHING �-LSTA2a) ,I•; Ila ? s'n aROWS� (REF.NO. ' STRAP :: :2s J j LSTA24) S xf ..:.q\FASTEN SHEATHE/CID 1D HEADER WITH SDCOMI.40.i OR.. FOR APANEL.. )i 1 �? : ) i GALVANIZED BOXINAILSINTGRID PATT'ERNASCHOWNARO I l•i.. MEMD SPLICE ".1 ;j a-'MIN,2Xd` MAK 1.1.!: 3'0.C.'.IN DLI.FRAMIIrtO/STUDS.aLOa(W4G.AND SILLS)TYP I { EDOEB SFNtt I FRAMING HEIGHT f OQCIlR OVER AND ' 1 Tye . is a WIDTH(SEE TABLE II j i BE NAILED TO I i. �.. i;! COMMON/LOCK. jf f 1' i. i e e mo oCCtst I' •)' l -:winterIADDLE2I j4 , TIE I I MAN.92}3X4 f h OF WALL Heiassv 14 I• l I, • �. �.(2)'� I ONE Ron of r i. .i 3 3 L -'2;8'WK..THICKNESS W00D j ', o.C.WALING B I . DEVICE i STRUCTURAL PANE.SHEATHING: i ? REQUIRED IN EACH I tREY'ND. 1 -y"MIN.400 LB STRAP TYPE TLE-DOWN DEVICE tchecooED PANEI.EDOE. 811I3141 "'-' INTO CONCRETE AND NAILED INTO FRAMING).INSTALLED .. I TOOD LE l.. I'.. .......; - PER MANUFACTURER_REF,ND.BTHDfd, l TE DOWN: r w�., ,-. St t T I -:.` MIN.2'XYx37103'PLATE WASHER DEVICE(REF, t-• s} ONE SB'OLA ANCHOR BOLT WITH r WN.EMLIEO HENT NO.STt1)1 4 3 f 1 ! ,Ti .. . ! �`. f � `r`1 A SECTION A-A � �iI E1 E1tAII t sMOE a.evM Mot (ONE P O AL FRAME SEGMENT) & ' 1.-)teie 85 13$D' 1ZS-5 14 10' LJ 2 0 2010 APA—The Engineered Weed As eetarien J4 BASEMENT 10-13-15 ti Roseburg 11:01am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 3 :y VAI ry, VV%-v...kgg _.. a rleei�[ ESB im„ y iP 34 1060 1000 2060 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#(179p10 63#(47p1f) 2 669#(502p1f) 201#(151p10 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.W 2820.W 23% 4.33' Odd Spans D+L Negative Moment 874.W 2820.W 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 are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Te 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 spedfications. 503-858-9663 J3 MAIN 10-13-15 ri Roseburg 11:02am Forest Products Company 1 of 1 CS Beam 4.21.0.1 lcmBeanEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 or "v.r i w ,:.Re-,,,4 19 7 0 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 far applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395plf) 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" U514 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 Stroh Tie Copyright(C)2015 bySimpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER 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 spedfications. 503-858-9663