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Specifications (15)
s Tom'C - RECERIFDI Sidi Sw CT ENGINEERING MAY 2016 Structural Engineers $ 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CMt( pY §O(�F' yTIG{t ARD(���� 206.285.4512 (V) 208.285.0618 (F) Bt fLD NG %w RFS ION #15238 Structural Calculations �fG o0F River Terrace cp� Plan 5 DL J ±t� Elevation Atk 4NRE c2 'es FTigard, OR ��FS1�I1� 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 E N G I N E E R I N G INC S G 180 Nickerson St. uite 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 ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0,psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOORfloor finish 2.0'psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 --- --- --- --- - --- --- - - - - - 8 OR • (. 2x10 HDR p (2 2x10 DR (2) 2x 0 HDR (2) 2x 0 HDR (3) 'x10 HIR �;fi :i'�� L1•L�L�Li• LCL .>tL�/ (2 2.5A .o 2.5A RB. `3 2 a4 m I I 1 1 ii2 -,1 . a i- 0"O _x_ . to N 'D ' r — a ca 0 Izz'.3o•, ATTIC / .�0 +n rommil, ,i�_ IACCESS 1W r a L-- X m r�g� 1 N m / I i N W U �1 N N �mq � 0 NLiWv) �N 1 aMMIMIIMIEM 10 11111. 1111111111111=1111111111111 1 I m iT 'itiii � - --- --- \� 2 co '. 1 C..' 01 co I 1 i n 4 1. m 11111111 EGIY IL1 1 r ... moo 1 . ::........... ....... 1Ii ..,111111111 1 m :�. I II O rA N N Wm 0L .al 1� a m •.•..... ....... .... • • • • ..... AME SS. x �2 1111.1.11111I ' r4 ,k 1 a)H2.5A j I G.T. (2)H2.5A f\ •x10 Hb t2)2x 0 (2)H2.5A I G.T. (2)H2.5A HDR/ii ■ �=�.. RB.a12 , r --- --- — i Immo i ■ iNMENI L GABL ''1 •USS J L GABLE I TRUSS J AM RB.a10 RB.a10 A& Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page31 ( 1983-2003 ENERCALC Engineering Software 15238 riverterra _Sabd.ecw:152e -SA Description 15238-5A-GT RXNS _Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.al(RXN ONLY) GT.a3(RXNS GT.a4(RXN ONLY) ONLY) Timber Section 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Ar- Douglas Fir- Douglas Fir- Larrh,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allowpsi 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 43.00 20.00 12.00 Dead Load #/ft 75.00 30.00 30.00 Live Load #/ft 125.00 50.00 50.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 5.500 End ft 20.000 6.000 Point#1 DL lbs 1,612.50 1,612.50 LL lbs 2,687.50 2,687.50 (4)X ft 5.500 6.000 Results Ratio= #.#### #.#### 7.2052 111 Mmax @ Center in-k 554.70 599.57 258.48 @X= ft 21.50 9.36 6.00 fb:Actual psi 18,091.1 19,554.4 8,430.1 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 OverStress OverStress OverStress fv:Actual psi 248.1 525.2 338.3 Fv:Allowable psi 180.0 180.0 180.0 OverStress Over$tress Overstress Reactions Left End DL lbs 1,612.50 3,045.94 2,336.25 LL lbs 2,687.50 5,076.56 3,893.75 Max.DL+LL lbs 4,300.00 8,122.50 6,230.00 Right End DL lbs 1,612.50 3,516.56 1,436.25 LL lbs 2,687.50 5,860.94 2,393.75 Max.DL+LL lbs 4,300.00 9,377.50 3,830.00 LDeflections Ratio>240! Ratio>240! Ratio>240! 11 Center DL Defl in -32.440 -7.571 -1.037 UDefl Ratio 15.931.7 138.8 Center LL Defl in -54.067 -12.619 -1.729 UDefl Ratio 9.5 19.0 83.3 Center Total Defl in -86.508 -20.190 -2.766 Location ft 21.500 9.920 5.856 UDefl Ratio 6.0 11.9 52.1 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: _Ft( ev: 580006 Page 1 1 User.KW-0602997,Ver 5.8.0,ine1-Dec-2003 Timber Beam &Joist 15238 riverterrace_Sabd.ecw:15238-SA _(c)1983-2003 ENERCALC Engineering Software Description 15238-5A-ROOF BEAMS (1 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.al RB.a2 RB a3 RB.a4 RB a5 RES a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 HemFr,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fur,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member TypeSawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No LCenter Span Data r Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 356.30 357.00 357.00 75.00 75.00 75.00 Live Load #!ft 125.00 593.80 594.00 594.00 125.00 125.00 125.00 Point#1 DL lbs 1,612.50 1,612.50 LL lbs 2,687..50 2,687.50 @ X ft 3.750 0.500 _Results Ratio= 0.1200 0.1425 0.3210 0.7432 0.5744 0.0469 0.1875 ill Mmax @Center in-k 4.80 5.70 12.84 29.73 22.98 1.87 7.50 X= ft 2.00 1.00 1.50 2.29 0.50 1.25 2.50 fb:Actual psi 112.2 133.2 300.1 694.9 537.0 43.8 175.3 Fb:Allowable psi 935. Bending OK 935.0 Bending OK O Bending OK 935.0 Bending OK 935.O Bending OK 0 Bending OK 935.0 Bending OK 935.0 fv:Actual psi 13.3 11.9 37.6 77.9 46.7 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r Left End DL lbs 150.00 356.30 535.50 814.78 1,456.25 93.75 187.50 LL lbs 250.00 593.80 891.00 1,355.97 2,427.08 156.25 312.50 Max.DL+LL lbs 400.00 950.10 1,426.50 2,170.75 3,883.33 250.00 500.00 Right End DL lbs 150.00 356.30 535.50 2,225.72 381.25 93.75 187.50 LL lbs 250.00 593.80 891.00 3,707.53 635.42 156.25 312.50 Max.DL+LL lbs 400.00 950.10 1,426.50 5,933.25 1,016.67 250.00 500.00 deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.000 -0.003 -0.011 -0.004 -0.000 -0.004 UDefl Ratio 28,581.0 48,129.7 14,232.7 4,484.3 10,231.1 117,067.8 14,633.5 Center LL Defl in -0.003 -0.001 -0.004 -0.018 -0.006 -0.000 -0.007 UDefl Ratio 17,148.6 28,879.4 8,554.0 2,694.0 6,138.7 70,240.7 8,780.1 Center Total Defl in -0.004 -0.001 -0.007 -0.029 -0.009 -0.001 -0.011 Location ft 2.000 1.000 1.500 2.080 1.250 2.500 7.91.320 18,049.3 5,342.9 1,682.9 3,836.7 43,900.4 5,487.6 UDefl Ratio 10,71 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCAIC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description 15238-5A-ROOF BEAMS(2 of 2) [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 111 RB.a10 RB.a14 Timber Section 2-2x10 4x12 Beam Width in 3.000 3.500 Beam Depth in 9.250 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hee Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 900.0 Fv-Basic Allow psi 150.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No [center Span Data Span ft 6.50 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 3,045.90 LL lbs 5,076.60 @ X ft 1.250 Results Ratio= 0.3169 0.8731 Mmax @ Center in-k 12.67 62.79 @ X= ft 3.25 1.25 fb:Actual psi 296.3 850.5 Fb:Allowable psi 935.0 990.0 Bending OK Bending OK fv:Actual psi 27.0 157.2 Fv:Allowable psi 150.0 180.0 Shear OK Shear OK [Reactions ill @ Left End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 ©Right End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 Deflections Ratio OK Deflection OK il Center DL Defl in -0.012 -0.003 UDefl Ratio 6,660.7 11,203.6 Center LL Defl in -0.020 -0.004 UDefl Ratio 3,996.4 6,722.1 Center Total Defl in -0.031 -0.007 Location ft 3.250 1.250 UDefl Ratio 2,497.7 4,201.3 S940 Q STHD14 STHD14 PCL ® STHD14 6x12 41-3006x12 HDR 6x12 HDR 6x10 HDR _.L.__.:- . i' -Mg ;t= I---IB -2 B.a° B. 4 B. 3 // �. )1 I 1 I I I 1 = '6. /.--, - 4 1 _1 I� .I o W 11\\- /i',// N 2x LEDGER 'nn o cn ;11 o I I m0 x e ` 1 3 o rI --0 E-- - I w m � '� -4/4 FRAMING q C o F AT 24' D.C. as _J • tr It o a B.a10 B.all =.a12 -3.5x14-B.GA€A4-.F8- -- 3-54 BE-Att-F1 -----3-,-10-5-GEB-HDR- --;Ml 1 59.0 E .5.a8 I B.a9 f-- -Uri 4x10 r® ` r- • UHIIR � H�11 'I \ STAIR / 1 Ie§ j 5 �� Ij `SiHDl4 S1HD14- ' Pa '1HD1 \\FRA_MING/ OPEN '1 o I 4 i \ / TO A p1 cv 1� �.i /11 I � BELOW ^I P6 L---I--_rT r- �I `" 4 // I / \ 1 S9.0 I-_--- / \\ I 1 1 S1ID14 p STHDI4� 1 1 0_/ 3.Dx1d.BIG BEAM FB 1__r1 , 55x1 6L8 H)R :Emu! 13 l B.a14 .-■ 6X6 , ` I ��' 0 11 L cc X_ - ---1 a) S 7, N › w m 62 nN 1 N J 1! K J 'v- B.a18 at B a16 �. e) 1 2x1 HDR 2 m 7 cy, . a / " 5.1;5x12 GLB I-DR /- 1 / l \:: l B.a15 F3 j _STHD14- STHD a P3 �, II 2x10 Hfr, 92x1C HDR_2)2x1D HDF ® - m 2x LEDGER Ai 14PA sTHD14 QTHD14 MeI i p /: _ ; m® MONO TRUSSES 5 AT 24' D.C. S9.1 1 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5A Description 15238-5A-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 I B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x12 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 11.500 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 Fr- Douglas Fir,24F- Douglas Ar- Douglas Ar- Hem Ar,No.2 Hem Ar,No.2 Douglas Ar- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 t Dead Load #/ft 230.00 200.00 200.00 207.50 75.00 75.00 110.00 Live Load #/ft 450.00 400.00 400.00 390.00 125.00 125.00 130.00 Dead Load #/ft330.00 360.00 360.00 330.00 125.00 125.00 60.00 Live Load #/ft 550.00 600.00 600.00 650.00 200.00 200.00 25.00 Start ft 1.750 End ft 4.000 5.000 1.250 Point#1 DLlbs 1,612.50 1,612.50 1,436.20 LL lbs 2,687.50 2,687.50 2393.7 , 0 ©X ft 1.750 5.000 1.250 1. Results Ratio= 0.9478 0.8320 0.3907 0.9039 0.1230 0.7087 0.8334 ■ Mmax @Center in-k 78.41 84.24 21.06 109.58 4.92 28.35 44.93 1 X= ft 1.76 3.001.50 3.41 1.25 3.00 1.25 th:Actual psi 947.8 1,996.8 421.9 903.9 115.0 662.7 900.1 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 109.2 187.7 52.9 162.6 13.6 63.3 136.8 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II Left End DL lbs 1,575.86 1,680.00 840.00 1,853.75 250.000 60 1,270.67 LL lbs 2,759.77 3,000.00 1,500.00 3,513.75 406.25 975.00 1,932.04 Max.DL+LL lbs 4,335.62 4,680.00 2,340.00 5,367.50 656.25 1,575.00 3,202.70 Right End DL lbs 1,699.141,680.00 840.00 2,653.75 250.00 600.00 680.53 LL lbs 2,965.23 3,000.00 1,500.00 4,763.75 406.25 975.00 1,012.91 Max.DL+LL lbs 4,664.37 4,680.00 2,340.00 7,417.50 656.25 1,575.00 1,693.45 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in -0.009 -0.048 -0.003 -0.018 -0.001 -0.023 0.009 UDefl Ratio 5,259.6 1,506.7 13,028.4 4,042.0 43,900.4 3,175.7 5,162.8 Center LL Defl in -0.016 -0.085 -0.005 -0.033 -0.001 -0.037 -0.014 UDefl Ratio 3,040.9 843.8 7,295.9 2,177.3 27,015.6 1,954.3 3,331.1 Center Total Defl in -0.025 -0.133 -0.008 -0.051 -0.002 -0.060 -0.024 Location ft 1.968 3.000 1.500 3.096 1.250 3.000 1.840 UDefl Ratio 1,926.9 540.9 4,676.9 1,415.1 16,724.0 1,209.8 2,024.7 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 KW-06 Timber Beam &Joist Page 1 User.3-2 0 3 ENE,Ver 5.8.0,ine 1-Dec-2003 So 15238_riverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description15238-5A-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 B.all B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fr,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 r Span ft 3.25 3.00 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 LL lbs 520.00 520.00 ©X ft 3.000 8.000 Results Ratio= 0.2425 0.2066 0.0703 0.0694 0.8501 0.1672 0.5798 1111 Mmax @ Center in-k 13.07 11.14 19.06 18.94 117.15 57.35 396.00 @ X= ft 1.62 1.50 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 261.9 223.1 166.7 165.7 2,040.2 501.6 1,333.3 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 32.8 28.0 21.1 20.8 148.5 49.2 85.6 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 365.62 337.50 466.87 400.00 1,065.00 795.59 1,800.00 LL lbs 975.00 900.00 945.00 850.00 2,840.00 1,390.59 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,250.00 3,905.00 2,186.18 6,600.00 @ Right End DL lbs 365.62 337.50 466.87 660.00 1,065.00 1,254.41 1,800.00 LL lbs 975.00 900.00 945.00 1,110.00 2,840.00 1,849.41 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,770.00 3,905.00 3,103.82 6,600.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.001 -0.001 -0.088 -0.013 -0.135 UDefl Ratio 25,504.1 32,426.2 49,664.7 52,558.1 1,358.8 7,753.3 1,782.0 Center LL Defl in -0.004 -0.003 -0.002 -0.002 -0.236 -0.022 -0.359 UDefl Ratio 9,564.0 12,159.8 24,536.7 29,134.0 509.5 4,534.6 668.3 Center Total Defl in -0.006 -0.004 -0.003 -0.003 -0.324 -0.036 -0.494 Location ft 1.625 1.500 2.250 2.0805.000 4.284 10.000 UDefl Ratio 6,955.7 8,843.5 16,423.0 18,747.7 370.6 2,861.2 486.0 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User.15 602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw.15238-5A Description 15238-5A-Top Floor Beams(3 of 3) _Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined il B.a15 B.a16 B.a17 B.a18 FP.a DNE Timber Section 2-2x10 5.125x12 2-2x10 2-2x10 4x10 3.125x13.5 Beam Width in 3.000 5.125 3.000 3.000 3.500 3.125 Beam Depth in 9.250 12.000 9.250 9.250 9.250 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fr,24F- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fur,24F- V4 Larch,No.2 V4 Fb-Basic Allow psi 850.0 2,400.0 850.0 850.0 900.0 2,400.0 Fv-Basic Allow psi 150.0 240.0 150.0 150.0 180.0 240.0 Elastic Modulus ksi 1,300.0 1,800.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn GluLam Repetitive Status No No No No No No [Center Span Data y Span ft 3.00 16.00 5.00 3.00 5.00 15.33 Dead Load #/ft 75.00 181.30 75.00 405.00 75.00 26.30 Live Load #/ft 125.00 350.00 125.00 675.00 125.00 70.00 Dead Load #/ft 185.00 65.10 75.00 120.00 75.00 Live Load #/ft 360.00 108.50 125.00 320.00 200.00 Start ft End ft Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs X ft . � � 2.000 25.00 0 I 1. Kesults Ratio= 0.2514 0.9169 0.3750 0.5130 0.3304 0.1468 1 Mmax©Center in-k 10.06 270.68 15.00 20.52 17.81 33.45 X= ft 1.50 8.00 2.50 1.50 2.50 7.60 Mmax©Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -3.27 fb:Actual psi 235.1 2,200.7 350.6 479.6 356.9 352.4 Fb:Allowable psi 935.0 2,400.0 935.0 935.0 1,080.0 2,400.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.5 121.0 37.6 60.1 38.3 23.1 Fv:Allowable psi 150.0 240.0 150.0 150.0 180.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions Left End DL lbs 390.00 1,971.20 375.00 787.50 375.00 196.20 1 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 536.55 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 732.75 Right End DL lbs 390.00 1,971.20 375.00 787.50 375.00 274.58 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 713.94 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 988.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.274 -0.008 -0.004 -0.006 -0.027 UDefl Ratio 19,542.6 702.0 7,316.7 9,678.2 10,506.1 6,936.1 Center LL Defl in -0.003 -0.509 -0.014 -0.007 -0.012 -0.075 UDefl Ratio 10,476.4 377.3 4,390.0 5,106.6 4,849.0 2,439.1 Center Total Defl in -0.005 -0.782 -0.022 -0.011 -0.018 -0.102 Location ft 1.500 8.000 2.500 1.500 2.500 7.665 UDefl Ratio 6,820.2 245.4 2,743.8 3,342.8 3,317.7 1,804.6 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580008 Timber Beam &Joist Page 2 User 3-2 0 3 ENE,Ver 5.8.0,LD rrng So 15238 riverterrace_Sabd.ecw:15238-5A _(c)19:518W20 3-2003 ENo9 fAL56 Engineering Software Description 15238-5A-Top Floor Beams(3 of 3) Cantilever DL Dell in 0.010 Cantilever LL Dell in 0.028 Total Cant.Dell in 0.039 1,241.3 L/Defl Ratio I _,,i(., 0 BB.aS P.T6x HDfi i 6xfi PT 'OST U O U w= O F-1.- LI:"Ir .a< x I N in0 STHD14 p4 S8, ST}D14 0 0 STHD I , D : 4x10 -IDR ' 4)10 H1• 4<10 H R'-- 4)4.0 HO :;;'4x1C HDR•A BB,al. BB.a2 66.a3 PB.a9 BB a3 _ SIM SIN (-31 \Lg/ cc U g 00 O J N_ H LI .: a C • 1f- �O F o N Li....` D41 K ea 4 �'--,STAIR FRAA�ING----'•E 'x6 •0 / ENC JOIS` HRC --- ><`````` i 1 Fl IPP 1 _:E2 I ABOVE) 11 lini1 R0 HDR BB.a6 • CONTINUED 2x6 PONY WALL ALL THE WAY • BLOCKKININ O 1-JOIST • BLG BELOW ACROSS TO CUT DOWN JOIST SPAN (PER • BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER • • THE PONY WALL WITH I-JOIST BLOCKING P4 UNDER BEARING WALL ABOVE �rHo1a • sr'D14 • U Iti I cc is r ; C56.0 I 1 • 0 N I I L Oi \_/ ADDED ANOTHER JOIST .. • • N • O _ 4X8 HDR •• CS.al 7 • • • S6.0 • • • • •1 • r - • • 9 _...._.._._........__._.............._----...._..... S6.0 Title Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 1 User.' 2oo3ENEl cA C6 n ince ng So Timber Beam & Joist 15238_riverterrace_5abd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description15238-5A-Bottom Floor Beams L [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 BB.al BB.a2 BB.a3 BB.a4 B13.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr- Douglas Fir- Douglas Fr- Douglas Fr- Hein Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No [Center Span Data Il Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 [Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 11 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 1 @ Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 L/Defl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 - 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 I- ---L F 44'-11' { 7'-6y4" { 7.-0/4- g 74 T. .'a t ---1 i____ 1 I — L _J I I 1 I i' ' L --1 L--_J L_ J 24"x24"x12•FTC. „�:it W/(3) #4 E.W. 1 127 -� 40'-0 14'-11 " 4._0• 1'-10y 19'-2" T _ -1 I-10'-o36"I fi t ---1 I Lo.s. i L _J w CONC.SLAB I-9'-5W1 IT m S D14 T.0.5. •Y �� r - 0 S 014 ��� sTHDu Ammimiolummimmi I rIllkVP ® 2x4 PONY WALL -10'-1Ye" -- 18 , e -7'-113U• S6. e 11 r4" 1 It Eh 0 3'-644" { 6'-3" 6'-3" 6'-3" 6'-3" 6_3" 3'-64a• • ® II ill h r-I-- r-I-� r-H r-I-i r-I--i r-I-.1 v 4X R I ill�� — HI I TYPE UoNs o R!l L L-_J L__J L__ L_-J L__J L. I-9'-13b•1 ETG1 CS.2 18 -2'-1110 6,Z BASEMENT S6. 1 6 j FINISHED FLOOR �I a ;HEW 15-8y4 - 7� 1 �" ,� 3'-8" 4'-5Q 11 3)4 I • cn o [Ii [Ii r---1 ---1 1 � 1411 I @�I - -I ----_ _ L J _J -1'-2Y5• Q ® .e r2x4 'TG2 i I / WALLPONY I -2V* I An 1 �- ### EMS MEM •', I-1'-2A-I 1 sTHDu1 o01 STHD141 T ' STHD7 sTHDi. - - -.... T -- � ii 1 T .$. . 20,-0Y2" { - t FRAMING FOR FURNACE 1 30•x30"10" -PROVIDE I- 01•T ---■ 0 i PLATFORM ABOVE FTG W/(3) BLOCKING •BO - (- THICKENED SLAB -:- � Q ADDED ANOTHER JOIST SUPPORT (PER RODNEY) I L_ _T - � CO VI, li I STHD14 STHD141.. 11. 1 2x6 PONY W LL FOR I - II UP D *Ca'� SLAB 1 INSTALL CONT( UOUSLY BEARING WAL ABOVE fi ®i SLAB SLOPES DOWN 3)5" 1 OPERATED MEaHANICAL FIXTURE -{ FROM BACK TO APRON j VENTtLAT10N SYSTEM ABOVE :i C ®' L AT:THE CRA: SPAC VERIFY GARAGE SLAB 6'-3' 6-3' HEIGHT WITH GRADING PLAN ®' r__- r II -- 4X8 HDR Millin N ® I -2Y." I Y L-__4 1I.�1 ......- .' --_—_ © { �'. - I ! I I f { 1 a'-3y2- - `v p'-p• 1 3x1)5 BLOCK OUT I f 2x4 PONY 1 c ®STEM WALL TYP. 1 WALL® .. 0 ram _ r.� L 2Ys" 1 FIRST FINISHED. j — • .............^.....-I FLOOR....._I ® �STHD14 �� STHD14 �1 •I irt® l ____nig } 2_I1 Com: L `� I � j � SLOPED DOWN ,�b i�� Y-12 L I I 55-1014 coQ THD14 jc.v I NW I v L I _J igth All Mr SIM. V-1" 161-3" V-2" 7'-10" 11.-6. 40'-0" Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006Page 1 11 User.3-2003 N RCALCEngineengSo Timber Beam &Joist 15238 riverterrace_5abd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description15238-5ABD-Crawl Space [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 CS.al CS.a2 Timber Section 4x6 4X6 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 Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No [Center Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 Shear OK Shea180.0 OK [Reactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 ©Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 [Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 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 I Code Code Code Su est Su est Suggest ' Lick L ick ,pick L ick Joist b 1 -----i---------L ------1-- ---- -----IJ_ $.0_--8$_-. 99 P I P _ d S a. LL DL M max V maxi El L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL defl.'TL deft.LL deft.)LL deft. sze&grade width(in.)J. pth(in) (in.) (p.st) (Pst)I (ft-lbs) _(psi) (�si) (ft.) (ft.) ftJ _ ft. .)......r........................).... ....o s ) (n) f� Ong- --(tt Z- (ft. (ft.) (in) ratio Vin. 1 ratio 9.5"TJI 110 1.75 9.5 19.21 40 15 2380 1220_1,_1.40E+08 14.71,11_27.73 15.23 14.801 14.71 066 0.48tJ 13.31 13.45 1131 044, 360 052, 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 12201 1.40E+08 16.111 33.27 16.19_ 5' 6 19 15.731 15.73 0.72 0.521 1 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110 1_75 --9.5 12_ 40 151 2380 12201 1.40E+08 18.61 44.36 17.62 17.31 17.31 0.79 0.58 15.57 15.73 15.67 0.52 360 0.381 495 - -- -------- -- --- 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 0.41 i 495 I- - 9.5"TJI 110 1.751- 9.5 19.2, 40 70� 2500 1220 1.57E+08 15.81 30.50 16.34E 15.371 15.37 0.64 0.51, i 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 0.88 0.54 15.17 14.84 14:84 0.46 384 0.37 480 9.5"TJI 110 1.75j 9.5 12 40- 101 2500-1220 1.57E+08 20.00 48.80 19.11 17.98, 17.98 0.75 0.60 16.69 16.34 16.34 _0.511 384 -0.41 480 9.5"TJI 110 1.75! 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 2.06251 9.5 19.21 40 101 3000 1330 1.87E+08 17.321 33.25 17.32 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 39.901 18.40 17.32 17.32 0.72 0.58 16.06 15.74, 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12� 40 10 1 3000 1330;' 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0.541 384 0.431 480 9.5"TJI 210 2.0625_ 9.5 9.6 40 101 3000 1330! 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.581 384 0.471 480 5"TJI 230 2.3125. 9.5 19.21 40 101 3330 1330 2.06E+08 18.251 33.25 17.89 16.83 16.83 0.70 0.561 I 15.63 15.29 15.29 0.481 384 0.381 480 99.5"TJI 230 2,3125 9.5 16' 40 10 3330 1330 2.06E+08 19.99 ,39.90 19.01 17.89 11,8$ 0.75 0.60 16.60 16.26 ✓16 25 0,51 384 0.41 480 9.5"TJI 230 2.31251 9.5 12� 40 10 1 3330 1330_1_2.06E+08 23.08� 53.20 20.92 19.69' 19.69 0.82 0.66' 18.28 17.89 17.89 0.561 384 0 45 480 9.5"TJI 230 2.31251 95 9.6 40 101 3330 1330, 2.06E+08 25.81 6650 22.54 21.21 21.21 0.88 0.71 19.69 1927 19 27 0.601 384 0A81 480 -- - t- - --- -- - - - --- -- ----- ------ - -- - -- - -- - 1111:887755",TJI 110 1.75 11.875 19.2[ 40 10 3160 1560 2.67E+08 17.781 39.00 19.50 18.351 17.78 0.67 0.54.-1 17.04 1667 16.670.521 384 0.421 480 TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 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 40 101 3160 1560 2.67E+08_ 22.49 62.40 22.81_21.46 21.46 0.89 0,72 19.93 19.50 19.60 0.61 384 0.491 480 11.875"TJI 110 1.751_1- 11.875 9.640 101 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 1655! 3.75E+08 19.48, 41.38 20.61-19.39, 19.39 0.81 0.65, 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 '49.65 21.90 20:61 20.61 0.86 0.69 19.13 18.72 18,72 0.59 384 0.47 ,i 480 24.10 22.68 2 11.875"TJI 210 2.06251 11.875 12 40 101 3795 1655; 3.15E+08 24.64 66.202.68 0.95 0.76 21.05 20.61 20.61 0.64 384 0.521 480 --------- - 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 1655; 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.551 480 - ------------ 11.875"TJI 230 2.31251 11.875 19.2 40 101 4215 16551 3.47E+08 20.531 41.38 21.28 20.031 20.03 0.83 0.67, � 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 ''' 12;34 0.60 384 0,48 480 11.875"TJI 230 2.31251 11.875 121 40 101 4215 165513 47E+08 25 971 6620 24.89 23.421 23.42 0.98 0.781 I 21.74 21.28 21.28 0.671 384 0.531 480 ------- --- ---- 1 875 TJI 230 2,31251 11.875 9.6 40 101 4215 16551 3 47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.571 480 11.875 RFPI 400 2.06251 11.875 19.21 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 22.24 20.93 20,93 0.87 0.70 19.43 19.01" '" '(0.01, 0.59 3841 0,48 480 5 2 1.875"RFPI 2353 23.03 1 0.521 480 1.875"RFPI 400+ 2.06251 11.875 9.6 40 101 4315 14801 3.30E+025625L 11575 12 491, 10, 4315 14801 3 29.38+ 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.64' 0.70 384 20.93 20.93 0.65 ! 0.56, 480 Page 1 SAWN JOISTS and RAFTERS _ Fb*Cr*C= Code Suggest L.ick L.ick L.ick IAN Joist S.a. LL DL Pb E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L ick TL deft.TL deft. LL deft. LL deft. size&rade in. •sof •sof •si Apsi _AEC_ _After ..Aft)___ _ft_ J_l_ ___(8)__ A.2_ _o_L ALLL irn" ratio in. 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 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF21 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 1300000 _19.58 _69.38 19.26 •20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 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 HF2I 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04� 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 HF2 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 ..._ 26 9. _18.13 _10.47 10.78 _9.72 _9.26 _9.14 9.26 0.32 346 0.27 416 _2x10 HF2 _24 40 15 1075 150 1300000 _11.81 _25.23 _13.75 _14.44 _13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 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 2x10 HF2 12 40 15 1075 150 1300000 16.70 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 IN r)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 9)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 2x12 HF2r1 40 15 980 150 1300000 13.71 30.68 _16.72 17.56 16.24 13.71 14.61 13.50 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 _18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 1300000 16.79 _46.02 _19.14 _20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 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) I (BASED ON ANSI/AFBPA NDS-2012) SEE SECTION: 2.3.1 2.3.1 2.3.1 I 3.7.1 3.7.1 Ke j 1.00 Design Buckling Factor D+L+B , c0.80(Constant)> !Section 3.7.1.5 KcE I 0.30(Constant)> !Section 3.7.1.5 -f ---- ------- .._Cr-._. Fb .. ....__ -..... Cb (Vanes) > !Section 2.3.10 ! BeNDS nding'Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) I 1 NDS 3.9.2 Max. Eq.3.7-1 1 Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load Plat c in. In. in. ft. Fce Fc fc fc/F'c fb }b/ p8 psf Dlf (Fb) (Fc) psi psi psi Psi psl psl •.I psi Psi psi psi I Fb"(1-fc/Fce) MIMI16 8 27.4 100 0 0.0037 1993.4 1.00 I 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 478.52 415.711 25.40 0.08 0.00t' 0.000 16 8 27.4 1045 01 0.4078 11993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 11,200,000 854 5061 966 478.52 415.71 265.40 0.64 0.001 0.000 H-F Stud 1.5 3.5 12 I 8 27.4 1990 0, 0.8314 2657.8 1.05 r 800 1,200,000 854 0:® 478.52 415.71 379.05 0.91 0.001 0.000 Stud 1.5 3.5 12 8 27.4 1990 0 1 0.8314 2657.8 � ' "' 379.05 0.91 0.0010.0001 ITER O'W LLS 4 S' S D 01 0.0039 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.4381 478.52 25.40 0.060.00 0.000 SPF Stud I 1.5 3.5 16 I 8 27.4 1045 00.4241 2091.8 1.00 1.15 1.1 `1.05 1.15 675 425 725 1,200,000 854 531 875.4381 478.52 407.53) 265.40 0. 651 0.001 0.000 SPF Stud 1 1.5 j 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 5311 875.4381 478.52 407.531 379.05 0.93 0.00! 0.000 SPF Stud , 1.5 3.5 12 j 8 27.4 1990 0 0.8651 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 478.52 407.531 379.05 0.93 0.001 0.000 INTERIOR WALLS r I.Stud 1.5 3.5 16 I 8 27.4 100 01 0.0028 3078.2 1.00 1.15 1.1 1.05 1.15 700 d 625 850 1,400,000 886 7811 1026.38 558.27 475.98 25.40 0.05 O.001 0.000 DF-L Stud 1.5 3.5 16 8 27.4 1045 0 0.3109 3076.2 1.00 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.38 558.27 475.981 265.40 0.56 0.00 0.000 DF{Stud 1.5 3.5 12 8 27.4 1990 0 0.6342 4101.6 1.00 1.15 1.1 1.05 1.15 700 825 850 ,1,400,000 886 781 1028.38 558.27 475.96' 379.05 0.80 0.00 0.000 „EXTERIOR WALLt ' H-F#2 1 1.5 5.5 16 17.7083 16.8 3132 01 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1378.83 1031.581 508.188 0.49 0.001 0.000 H-F#2 ' 1.5 5.5 16 , 9 19.8 3132 01, 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 508 1644.5 1011.45 837.571 508.18 0.60 0.001 0.000 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 0! 0.2858 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 508 1644.5 1203.70 946.771 506.18 0.53, 0.001 0.000 SPF#2 ! 1.5 5.5 18 j 7.7083 18.8 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 1454.751 1484.88 1015.45 531.23 0.52 0.00 0.000 SPF#2 ' 1.5 5.5 16 I 9 19.6 3287 01 0.3805 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454,751 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 1 8.25 18.0 3287 01 0.3158 3287.1 1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.751 1296.30 945.381 531.23 0.56 0.001 0.000 1 SPF Stud 1.5 3.5 16 I 14.57 50.0 545 0 0.9913 1 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.021 138.41 1.00 0.001 0.000 SPF#2 1 1.5 5.5 18 1 19 41.5 1450 01 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.001 0.000 H-F#2 1 1.5 5.5 18 1 19 41.5 1360 01 0.9989 1 3132.4 ' 1.00 I 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 508 1644.5 226.94 220.141 219.80 1.00 0.001 0.000 Page 1 D+L+W CTM 4028AB I 1 LOAD CASE ( (12-13) ' (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+W c 0.80 Constant > Section 3.7.1.5 MEM Cif((11111111111111 Cr Fb) NDS -�- PAIN KcE 0.30(Constant)> ;Section 3.7.1.5 (Fb E..3.7-1 -- Cb cries > Section 2.3.10 Bendin. Corn..NM M=C NDS 3.9.2 Max.Wall lduration'duratio factor factorfb/ Stud Grad: Width Depth Spacing Height Le/d Vert.Load Hor.Load 4 <•1.0 (Load Plate Cd(Pb)Cd(Fc Cf Cf Pb IFc perp Fc EFb' Fc perp' FcFcFc tps ps fc/F'c Poi Fb"(1-ice) 1 in. in. in. I ft. pit Put ( pit (Fb) (Fc) p I psipsipsi psipsi psipsiP I � c •: •: . "4•' 1 ®.....16 8 27.4 100 5 0.1655 1993.4 1.60 1.00 1.1 1.05 875 405 800 1,200,000 1388 506 840 478.52 403.77 25.40 0.08 208.98 0.162 H-F Stud 1.5 3.5 16 . 8 27.4 1045 5, 0.7755 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.771 265.40 0.86 208.98 0.343 FI-F Stud1.5 3.5 8 8 27.4 1990 5 0.5538 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508: 840 478.52 403.77 252.70 0.63 104.49 0.162 H-F Stud j 1.5 3.5 8 I 8 27.4 1990 5 0.5538 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 0.63 104.49 0.162 1 NTERIOR WAL _2 S' STU. SPF Stud , 1.5 3.5 16 8 27.4 100 5 0.1657 1 2091.8 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.991 25.40 0.08 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 54 0.7972 2091.8 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 478.52 393.991 285.40 0.87 208.98 0.343 SPF Stud 1 1.5 3.5 8 l 8 27.4 1990 5I 0.5734 4183.6 I 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.991 252.70 0.64 104.49 0.162 SPF Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5734 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.99 252.70 0.64 104.49! 0.162 • -_ -__ -ETUOR 2X4 • III . 0.06 208.98 0.155 DF-L Stud I 1.5 3.5 16 I 8� 100 5 0.1576 3076.2 1.60 1.00 ®1.05 700 625 850 1,400,000 ® 0.58 208.98 Q�®®i[����©� 3076.2 1.60 1®®® 700 625 1.400,000�m mzEIMEEI 460.25DF-L Stud 1.5 3.5 12 8 27.4 1990 4.5 0.9884 4101.6 1.60 ( 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 I 892.5 558.27 480.25 379.05 0.82 141.06 0.310 I •A H-F#2 • .•1.5 5.5 16 17.7083 16.8 3132 9.71 0.3909 I 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 989.911 506.18 0.52, 152.581 0.119 H-F#2 1.5 5.5 16 , 9 19.6 3132 8.461 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.501 506.18 0.63' 181.231 0.178 H-F#2 I 1.5 5.5 16 I 8.25 18.0 3132 8.131 0.4411 1 3132.4 1.60-1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5081 425 1150 1430 1203.70 899.131 506.18 0.56 146.341 0.124 SPF#2 ! 1.5 5.5 16 1 7.7083 18.8 3287 9.71 0.4327 � 3287.1 1.60 1.00 1.3 1.10 1.15 875 � I 1,400,000 2,093 5311 1285 1484.89 940.301 531.23 0.56 152.58 0.1149 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46 0.6033 3287.1 1.80 }II 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1089.25 808.08 531.23 0.66 181.23 066 18623) 0.169 0 SPF#2 ' 1.5 5.5 16 ' 8.25 18.0 3287 8.131 0.4790 I 3287.1 1.80 I 1.00 1.3 1.10 1.15 875 1 425 1150 1,400,00 ' -1.1.1111MMINIMMI SPF Stud 11 1 1.5 3.5 16 I 114.57 50.0 70 8.461 0.9957 2091.8 1.80 1.00 1.1 1.05III 675 425 725 1,200,000 5311 761.25 144.26 138.14 17.78 0.13 1172.851 0.979 06.67 H-P#2 1 1.5 5.5 16 1 19 41.5 800 9.71 0.9921 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2 033 5061 1430 226.94 219.02! 196 97 0.44, 927.021 0.796 Page 2 D+L+W*.5S CT#4028AB J 1 LOAD CASE I (12-14) 1 1(BASEDi N ANSI/AFBPA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 I 3.7.1 3.7.1 Ke i 1.00 Design Buckling Factor D+L+pp+S/2 II I -I c 0.80(Constant)> iSecfion 3.7.1.5 1 KcE Cr Cb 0.30(Constant)> ISectlon 3.7.1.5 "j "" -- - ---- 1 Cl(Pb) Cf(Fc) NDS 1 a - 1 (Varies) > ISecBon 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc)1 Eq.3.7-1 NDS 3.9.2 Max.Wall I duration;duration factor'factor use I I Stud Grade(Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 iLoad @ Plate Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce P c fc fc/F'c lb 6V Y in. In. In. I ft. plf psf pit (Fb) (Fc) psi psi psi psi psi psi _ I psi psi psi psi psi Fb^(1-fc/Fce) Si I H-F Stud 1.5 3.5 16 1 8 27.4 100 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 966 478.52 415.71 25.40 0.06 208.98 0.182 H-F Stud 1.5 3.5 16 I 8 27.4 1045 51 0.7510 1 1993.4 1 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 9661 478.52 415.71 265.40 0.84 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5316 j 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966,, 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 11,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 JNTERIOR WALLS f2X4)SPT STUD SPF Stud 1 1.5 3.5 16 r 8 27.4 100 5 0.1654 2091.8 1.60 1.15 1.1 11.05 1.15 675 1 425 725 1,200,000 1,366 531 875.4381 478.52 407.531 25.40 0.06 208.98 0.162 SPF Stud I 1.5 3.5 16 I 8 27.4 1045 5 0.7876 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531,875.4381 478.52 407.53 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.49 0.162 I _. 1 1 _ JNTERIOR WA DF-L Stud 1 1.5 3.5 16 1 8 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 7811 1026.38 558.27 475.98 25.40 0.05 208.981 0.155 DF-L Stud 1.5 3.5 16 I 8 27.4 1045 5 0.5921 3078.2 1.60 1.15 1.1 1.05 1.15 700 i 825 850 1,400,000 1,417 7811 1026.38 558.27 475.96 265.40 0.56 208.98 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 1026.38 558.27 475.98 379.05 0.80 158.73 0.345 1 I fd(TERIOR WALLS I fI 3 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 137.83 506.16 0.49 152.58 0.119 H-F#2 1 1.5 5.5 16 7 7089 19.6 3132 8.461 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1011.45 1837.57 506.18 0.60 181.231 0.178 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 8.131 0.4100 [ 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148.341 0.124 SPF#2 1 1.5 5.5 16 1 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 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 0.52 152.581 0.114 SPF#2 1 1.5 5.5 16 I 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.161 531.23 0.621 181.23 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.381 531.23 0.561 146.34 0.118 i 1 1 SPF Stud 1 1.5 3.5 16 I 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366' 531 875.438 144.26 139.021 17.78 0.13 1172.85 0.979 i SPF#2- 1.5 1 5.5 18 1 19 41.5 660 9.711 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9901 3132.4 1.60 ' 1.15 1.3,1.10 1.15 850 405 1300 11,300,000 2,033 506: 1844.5 226.94 220.14, 96.97 0.44 927.021 0.796 Page 3 D+L+S+.5W CASE 1 (12-15) 1 (BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 1 3.7.1 3.7.1 1 1 CT#4028A8 LOAD D+L+S+Wl2 I 1 T Ke 1 1.00 Design nt)c •Factor I Cr c 0.30 Constant)> Section 3.7.1.5 _- 1 ---- ---- �rfib) Cf(Fc). NDS KCb 0.30(Varies) > (Section 3.7.1.50 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc)1 Eq.3.7-1 1 Cb ( (Vedas) > ISedion 2.3.10 I g 1 NOS 3.9.2 Max.Wall duration dure8o factor factor use Stud Grade;VNdth Depth Spadni Height Leld Vert.Load Hor.Load <=1.0 ,Load @ Plato Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp FcI. E Pb' Fc perp' Fc• Fce F'c fc psipalpsi Ipsi Fb'•1 fc/Fce In. In. in. ft, plf Psi plf (Pb) (Fc) psi psi psi psi psi psi1 Ps (- ) H-F Stud 1 1.5 3.5• 16 8 27.4 100 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 8 27.4 1045 51 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.981 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49j 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 9661 478.52 415.711 252.70�104.491 0.162 I. INTERIOR WA LS X S UD SPF Stud I 1.5 Ill16 8 27.4 100 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1.15 675 I 425 725 1 1,200,000 1,366 5311 875.438! 478.52 407.53 25.40 0.06 208.961 0.162 SPF Stud 1.5 16 8 27.4 1045 5 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 675 1 425 725 1,200,000 1,366 5311,875.4381 478.52 407.53' 265.40 0.65 208.981 0.343 SPF Stud 1.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 f 425 725 1,200,000 1,366 5311 875.4381 478.52 407.53) 252.70 0.62 104.491, 0.162 SPF Stud i 1.5 8 1 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.62 104.491 0.162 � Stud WALLS 2X4 - "L r I �], �_�� r' DF-L Stud 1.5 3.5 16 8� 100 5 0.1574 3076.2 1.60 1.15 1.1 1.05® 700 625 1,400,000 EMIMIIIORE DF-L Stud 1 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 1 1.60 1.15 1.1 1.05® 700 1 625 850 1,400,000 1,417 781 1026.38 558.27 475.961 265.40 0.56 208.98' 0.281 DF-L Stud j 1.5 3.5 12 1 8 27.4 1990 5 0.9788 I 4101.6 1.60 1.15 1.1 1.05 700 625 850 1,400,000 1,417 781 1028.381 558.27 475.961 379.05 0.80 156.73, 0.345 1imiti 16 17.7083 16.8 3132 4.6551 0.3001 I 3132.4 1.60 1.15 ®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. 16 9 19.6 3132 4..23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 . 405 1300 1,300,000 2,033 506 1644.511011.45 837.57' 506.18 0.601 90.61 0.088 H-F 1Y2 1.5 16 ( 8.25 18.0 3132 4.0651 0.3479 3132.4 1.60 1 1.15 1.3 1.10 1.15 850405 1300 1,300,000 2,033 5061 1644.51 1203.70 946.77 506.18 0.53. 73.171 0.082 SPF#2 1.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 2,093 53111454.75 1484.89 1015.45 531.23 0.52 76.29, 0.057 SPF#2 , 1.5 16 ' 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1089.25 850.16, 531.23 0.62 90.611 0.085 SPF#2 , 1.5 16 8.25 18.0 3287 4.0651 0.3750 1 3287.1 1 1.60 1.15 1.3 1 1.10 1.15 875 1 425 1150 1,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.56 73.171 0.059 1 139.021 64.76 0.47 586.43 0.779 SPF Stud 1 1.5 16 14.57 50.0 255 4.23 0.9959 i 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,00011 1 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 1454.75 244.40 235.321 151.11 0.64 463.511 0.580 H-F#2 I 1.5 5.5 16 1 19 41.5 865 4.8551 0.9970 1 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 1 405 1300 11,300,000 2,033 506) 1644.5 226.94 220.141 139.80 0.64 463.51 0.594 Page 4 D+L+S+.75 CT#4028AB 1 1 ILOAD CASE I (12-18) I (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 I D+L+8+E11.4 I c 1 0.80(Constant)> 1Section 3.7.1.5 I Cr KcE , 0.30(Constant)> ;Section 3.7.1.5 --- Cf(Fb) Cf(Fc) NDS Cb 1 (Varies) > 'Section 2.3.10 Bending Comp.'Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 1 -1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth,Spacingg Height La/d (Vert.Loadl Hor.Load <=1.0 Load ftg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc 1 fc/F'c fb ib/ In. In. in. 1 ft. 1 Pit pat plf (Fb) (Fc) psi Psi psi psi psi psi psi INTERIOR WALLS S7UD1 psi psi psi psi Fb"{1-fclFce) H-F Stud1 1.5 3.5 16 ' 8 27.4 100 5 0.1653 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 478.521 415.71 25.40, 0.06 208.981 0.182 H-F Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001 1,386 508 966 478.521 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS 2X.1)S aUD ` 100 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1.15675 425 725 208.98 0.162 SPF Stud 1.5 3.5 18 8 27.41 1 45 5 0.7876 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,3661 531 875.438 478.52 1,366 531 875.438 1 407.53 2265.40 0.407.53 25.40 85 208.98 0.343 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 478.52 407.53 252.70, 0.62 104.49 0.162 )J/TERIOR WALLS -L STUD ---- -_ ...___._-__..!_ DF-L Stud 1 1.5 3.5 16 1 8 27.41- 1001 5 0.1574 3078.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.27' 475.96 25.40 0.05 208.98 0.155 DF-L Stud G 1.5 3.5 168 27.4 4 15 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 1 700 625 850 1,400,0001 1,417( 781 1026.38 558.27 475.98 265.40 0.56 208.98 0.281 DF-L Stud) 1.5 3.5 12 1 8 27.41 1990 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.98 379.05 0.80 158.73 0.345 EXTERIOR WALL 1 H-F#2 1 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.44 H-F#2 : 1.5 5.5 16 1 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 508 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 1 8.25 18.0) 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1203.70 948.77 506.18 0.53 64.26 0.05i - I SPF#2 1 1.5 5.5 16 17.7083 18.81 3287 3.57 0.3154 3287.1 1.80 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 56.10 0.042 SPF#2 I 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 2,0931 531 1454.75 1089.25 850.16 531.231 0.62 76.47 0.071 SPF#2 1 1.5 5.5 16 i 8.25 18.01 3287 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1.151 875 425 1150 1,400,000 2,0931 531 1454.75 1296.301 945.38 531.231 0.56 64.28 0.052 SPF Stud i 1.5 3,5 16 I 14.57 50.0' 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.151 675 425 725 1,200,000 1,386 531 875.438 144.261 139.02 72.38 0.52 494.93 0.727 SPF#2 ': 1.5 5.5 16 1 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1 1.5 5.5 16 1 19 41.5 9451 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1 1300 1,300,000' 2,0331 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 Page 5 F 0 R T E'' MEMBER REPORT Level,Floor.Joist PASSED 1/ R 1 e� 1 piece(s) 9 1/2"TM® 210 @ 16" OC Overall Length:10'4" s. v c� - A.C .... + ns. ''ff R ". 4. Tf 4. 9'9' 11 IA All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual ''',, , ,'," ". >f' ,,,,,, ;,,z-...„:11'(;t:::,71-;„'"7.1.',:i:: System:Floor Member Type:bist Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Moment3021 @ 6' 3000 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Livee Load Deli.efl.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deli.(in) 0.260 @ 6' 0.496 Passed(L/458) — 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 58 40 Passed — — •Deflection aiteria:LL(11480)and TL(L/240). •Bracing(Lu):Ml 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 „9 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. .t- S ,�.,;‘, " ... Residential-Living 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 m— 2-Point(Ib) 6' N/A 250 660 i' /v,, : y b... m.. , �' �� • o ftj)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 10/14/2015 9:16:20 AM Forte SoftwareOperator �'Notes Forte v4.6,Design Engine:V6.1.1.5 Michaels Petersensen 15238_Plan5ABD 9.5TJ1210.4te CT06))265-451,512 (2265- 2 Page 2 of 2 i mpetersen@ctengineerirg.com 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= iI Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR is= 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,=Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels ! - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5: N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CTPROJECT#: 15238_3 ABD_DL SDs= 0.72 h„ = 29.53(ft) SD1= 044 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ci= 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�_ 61 ASCE 7-10(Section 11.4.5.Figure 22-15) Cs=SDs/(SIE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD,/R*(R/IE)) (forT<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01.T /(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8 4)(MAX.) Cs=0.01 0.010 WASCE 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,a = DIAPHR. Story Elevation Height AREA DL w; w; *h;k EV hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (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 1130 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 E11.4= 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 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. -- --- Building Width= '' 37.0 45.0ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= + Gable Gable 40.6012946 PS30A= 21.6 21.6,psf Figure 28.6-1 Ps30e= 14.8 14.8'psf Figure 28.6-1 Ps30 c= 17.2 17.2'psf Figure 28.6-1 P530 D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.001 Figure 28.6-1 Kn= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00' N*Kn*Iw*windward/lee : 1.38 1.38 Ps=A*KZt*I*Pa30= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) PSB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART i Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips 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.) Mm /Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00' 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 38 81 V(F-B). 0.00 V(S-S). 0.00 V(F-B). 32.44 V(SS)= kips kips kips kips DESIGN WIND-MiniPart 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(SS)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheallilng=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 allowed° 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 tshealhing= 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'' .atLongne 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 lat long coordinates. i i ` Place:Name 39th ways &40th pi s, seatac, wa Find 1 i I 1 Add the country code for better results Ex:London, UK Latitude Longitude 47.412415 -122.283440 filom 11.9k G+1 957 Tweet 96 1 ^ ` ;; 1 1,1'-,,,:.'i:i. ; - ' 1.- z. A 'ii i http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 20 23 • • ( V } . . <\\. . d\. .. 2 . / . \. . \ . . . . \ . . . : ( � ( � ( ) 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 utilizes USGSInternational hazardBilding data availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III i v . f `° - sk , Wk ' " �� ` i/ I aukt Fq e hm, r- _ � 13'-''S'•:::L'I/J/::''::.'t ';1///:''>:!:''''''''..,:,,:'*i':',-::'''''.*:::'N:4''''-'k''''''-l'::',.4'''''fl'4'4'16.:'''.:1:":7::''*5::''''''6''''';''''1'1:11:iikk'io'-Thb'4%7;41:ilia':44' mss, � � G• ry '�y v 4 '', , " ,. .., "€"�'. fie,' ,r, "-? �.. ,,,.-�'",��,��.,, ° ..m..�,�., o .� ..«, USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°s = 0.720 g S, = 0.423 g s,,,, = 0.667 g S°� = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum sto 1.181: 0110.72 oxo sc4 C-SC 0,73 3 v 0. i1.JN8 IP 0,55 TO 0 32 0.44 0.2284 T322 33.16 31.1:1 0.3lit 0,000to b ;1. 3168! 0,00 1.00 1.243 1.t33 1>63t 1,113 # 9.1 143. 0.4031.633 83. 1 LO 1. 3 1.4* 1.631 1.00 Period.I ts+ec) Period, i ism? Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 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= H Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Ms=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 Mt=F°*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 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 S20- 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: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SIDS= 0.72 h„ = 29.53(ft) 5D1= 0.44 X = 075 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 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) 0.110 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=(S01*TO/(T2*(R/IE)) (forT>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„z = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wz *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof 29.53 29.53 ' 2059 0.020' 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14 9.14 1437 0.025' 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00' SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 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 3Sec.Oust= 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 ', 21.6;psf Figure 28.6-1 PS30 B= 14.8 '.. 14.8'psf Figure 28.6-1 Ps3o c= 17.2 17.2'psf Figure 28.6-1 P5300= 11.8 11.8 psf Figure 28.6-1 T= 1.00 1.00' Figure 28.6-1 Kit= 1.38 ` 1.38' Section 26.8 windward/lee= 1.00 1.00'. *Kn*Iw*windward/lee 1.38 1.38 Ps=A*Kzt*I*Peso= (Eq.28.6-1) PsA= 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps o= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1.00` 1.001 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 76.38 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B). 37.58 V(S-S). 44.07 kips kips kips kips 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) FD SUM LRFD SUM LEVEL Story Elevation(t) Height DESIGN FBN SUM DESIGN SUM V(F B) Vi(S-S) V(S-S) ViR(F-B) V(F B) Vi(S-S) V(S-S) LEVEL Height (ft) hi(ft) Roof 29.53 29.53 0.00 0.00 0.00' 0.00 15.14 15.14 17.76 17.76 2nd 9.09 2044 20.44 0.00' 0.00 0.00' 0.00 1120 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00 0.00 0.00' 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 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 21Part 1 ASD Wind(F-B) Wind(S-S) DIAPER. 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 26.44 V(F-B). 22.55 V(S-S). kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheaming 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. footnote d) 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 aloft v tid YNN 0 I 0 0 0 Old QL3 ES3 QZ3 EZ3 me _J r I riMMII" 1—-I = 0 o '57 III MI 9c1 0 iz Ir I� �,I� �I 9d LJ I 0 It 7--11 RIZ 0 >i< & 78 1 \ ■ 0 9d 4 HD74 59.0 ST 4® STHD14 6 0 STHD14 6x10 HDR 3,5x9 QIB HQR • xi _ ,_ 0 .,- e 1 '. I-1 b2a ; we'\. I b2b ti r b3 / // I I I - I 1 1 H / ' I { I 1 1 _o //I/ / // ---- I / // 0 �// �� 11 /II 1 //// N LO O 2x LEDGER jz . CC 0 m U - O /Y O' Z N VI EL ai 1� 42x4 FRAMING �¢ rAT24" O.C. _J R3 0 N "`-_ -15x:4-66-BEA1-EB - -3.5 4 BEy1 f61 1 ,f I ss.D ii - t7, E-- .e, ----- r---l- 4x10 j I �X _ .. F1 I ICH HDR fe4x10 HDR , �, �\ 111 STHdl14 5T4D14� CST1-101,J \`1FRAM NG/STAIR / O P6 I� �I__ , \ 0 OPEN v ` / TO �/ -_ _ (- , / BELOW cv ` / N V A / \ ,2 / 1 /-\ / s.o I I F----- ! / \ P4 �� O / ` STHD14 STHD14 3.5x14IBIG BEAM FB I__ 1 5.5x18 OLD HIR I " " '! �� I � J © 6TAZR1 i` J 6X6 �16 P4 59. d 1 R2b S9.0 L -- c, o r - g c r -, o x Er" x N O x •P. N J x N J Inh. 0 ID N F3 © 21 2x1 HDR 2a I ,ii 1 I 5.125x12 GLB I-DR / i � n n .t IIM_, ! eh for ST}iD14 511-10 4 `—�1 ( 112 VP P3 , IO, 2x10 HD 2)2x1C HDR'2)2x1J HDF 14 2x LEDGER STHD14 8 7}{p14 59.D I I (2) 2<10 HDR I 51.2 L MONO TRUSSES 591 AT 24" O.C. ROOF FRAMING NOTES 1 P.T 6x HDF 6x6 PT 'OST �� CJ Y O w� O_ a¢ cs 8 ' STHD14 00 STHD14 4x10 � 4 STHD14 P4 S1.' I � 10 H� 4(10 H)R" 4x1I0 HD' g 4x1 HDR b5b iDR b4a b4b 5a ff C X31 D4 cc O O p o N C I-of C REN 1.4 i� 3.5: 40 -STAIR FRANINC-- •x6 '0 ENL JOIST HpC i Fila i _ — I?R ABOVE I L___J • Garl -PF OVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW BEARING WALL ABOVE • ACROSS TO CUT DOWN JOIST SPAN (PER RODNEY'S INSTRUCTION). JOISTS FRAME OVER •• THE PONY WALL WITH I-JOIST BLOCKING z-'THD14 iSTiD14� UNDER BEARING WALL ABOVE riiy/////////z/z/z/ r/////////�/ii STAIR1 1ti r • �0 18 I o: S6.0 I I 01, \_, of ADDED ANOTHER JOIST SUPPORT (PER RODNEY) o 4X8 HDR 7 • • 56.0 • • • • L3 • Fq • • • g3 r t ; • • 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= 35'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. per SDPWS-08 IBC (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 err. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rollo Unet Ueum OTM RoTM Unst Unum Usum (sqft) (ft) (ft) (kif) (kip) (14P) (Rip) (Hp) P (Plf) (Pit) (kip-ft) (kip-ft) (Rip) (Rip) (kiP-ft) (kip-ft) (Rip) (kir) (kip) Ext 11 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.000-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 `0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,„nd 9.09 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: I5238 5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1Ift. Seismic V i= 4.02 kips Design Wind F-BVI= 6.72 kips Max.aspect= _ 3.5,SDPW D FRONT DESIGN Sum Seismic V I= 6.76 kips Sum Wind F-BVI= 15.81 kips Min.Lwall= 2.89 ft. IBC (EQ 23.3) 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. Grid ID T.A. Lwall Loi ett. C o w dl V level V abv.V level V abv. 2w/h V i Type Type v f OTM ROTM Unet Usum OTM RoTM Unet Usum Usum (soft) (ft) (ft) (ki0 (kip) (kip) (kip) (kip) p (pif) (lit) (bi>ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 1008' 45.0 45.0 1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a' 121 2.3 6,5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 643 Ext R2b* 564.5 10.7 17,9 1.00 0.00' 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 0 OA 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ria` 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 4.06 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 P3 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 15.50 0', 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 +0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.09 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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,„nd 15.81 EVEQ 8.76 Notes: i. denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V I= 1.28 kips Design Wind F-B V I= 6.74 kips Max aspect= 3.5 SDPWS-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. per SDPWS-08 IBC (EQ 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 23.3)Max. Grid ID T.A. Lwall Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rum Une, Usum OTM R - Une) Unum U um(sg ) (ft) (ft) (kf (kip) (w ) (w ) ( P) P (Pif) (Pff) (bP-ft) (kiP-ft) (1(113) (HP) (WP-ft) ( p-ft) (wP) (WO (MP) Ext L3 359:3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.01) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 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=Leff. 6.74 15.81 1.28 8.76 EVe,;ne 22.55 EVEQ 10.05 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL SS (side to side)' CT PROJECT#: I5238_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= 3.5i SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V 1= 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,rc. C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoIM U„,i U,„, OTM RoIM U„,� U,„ U,,,,,, (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Pit) (pit) (kip-ft) (kip-f) (kip) (kip) (kip-ft) (weft) (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 P6T# P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 480 Ext t31b* 597.1' 12.5 19,0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6T# P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 436 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 4.64 4.84 4.84 Ext F1 b* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 440 Ext F1c" 205.9 2.5 5,8 1.00 0.15' 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00;, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EV,„„d 10.66 EVEQ 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= 10,11 ft. Seismic V i= 4.02 kips Design Wind F-B V I= 7.88 kips Max.aspect= 3.5SDPWS-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 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,n. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROnn U*t U.m OTM ROTM U rot Usum U:um (soft) (ft) (ft) (kit) (ki3) (kip) (ki4) (kip) p (pit) (Of) (kip-ft) (kip-ft) (kip) (kilo) (kip-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 s 8.9 1.00 0.30' 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63- 4.63 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 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 20 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 Gar1 338.7 5.5 5.5 1.00 0.20' 1.32 1.02 0.68 0.46 1.00 1.00 206 P6P4 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 P6P4 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 0.000•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0,00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 7.88 10.66 4.02 4.74 EV„,„a 18.54 EVEQ 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= 10.05 kips Sum Wind F-BVI= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind EQ. E.Q. p= 1.00 E.Q. E.Q. Wind Wind EQ. E.Q. E.Q. EQ. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL an, C 0 w dl V level V abv,V level V abv, 2w/h v i Type Type v f OTM ROTM U�at U,�m OTM ROTM UMt Uaum Uaum (sgft) (ft) (ft) (Wf) (kip) (kip) (kip) (Np) P (plf) (Plf) (kip-ft) (kip-ft) (kiP) (kip) (kiP ft) (wP ft) (kiP) (wP) (kip) Ext 82a* 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 4.48 448 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 4.21 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 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 3.30 330 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gail 359.3 20.0 20.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stain 359.3 19.0 19.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - - 0 0.0 ? 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00'', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0` 0.0 1,00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=Leff, 4.00 18.54 1.28 8.76 EVand 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-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 ,p, C u w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Un,i U,u„, OTM ROT... Un,t U,,,„, U, (soft) (ft) (ft) (kif) (kip) (wp) (kip) (kip) P (pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-f) (kip-ft) (kip) (kip) (kip) Ext Bla* 319.1 6.8 9,8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 9-40 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 P6TN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4.36 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* 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 Fib* 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* 171.6 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 3.47 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 3.17 144 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 0.15s 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 2.64 244 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 0.8.4 7.99 0.97 2.64 2.64 2.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1..00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EV,„„d 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: I5238_5 ABD DL D FRONT DESIGN Diaph.Level: 2nd Panel Height= 101Ift. Seismic V I= 4.02 kips Design Wind F-BVI= 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 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 eff. C0 w dl V ievel V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,,, U, , OTM ROTM U�, U,m lJ ,, (kip-ft) (kip-ff) (kip) (kip) (kip-ft) (kip -ft) 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 440 0.00 0 00 0.00 0.00 10.00 0 00 0.00 0 00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 -- 0 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 3,4- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.000.00 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 3.33 343 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar1 338.7 5.5 5.5 1.00 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7,4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stair1 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 i' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 11.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00',' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 r,Vwind 17.06 .c,VEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD DL ID: R2ab w dl= 300 p/f 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 -♦ _0.. v hdr eq= 137.6 p/f ---I. A H head= A v hdr w= 248.3 p/f 1.44 v Fdragl eq= 222 F2 eq= 948 Fdrag1 w= ,'1 F2 - 1709 H pier= v1 eq= 226.6 plf v3 eq= 226.6 plf 2.6 v1 w= 408.7 p/f v3 w= 408.7 p/f 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= vsill eq= 137.6 p/f 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 Hpier/L1= 1.04 , ► ► ► Hpier/L3= 0.24 r ► L total= 21.7 feet '155 ABD_DL ID:#:'R3238ab w dpoundsl= 300' p V eq 1402. pounds V wi= 2529.33 4A pounds V1 eq=w= 1701.4 943.3 pounds V3eq=w= 827.9459.0 poundss pound ► v hdr eq= 162.9 plf A H head n v hdr w= 293.8lf plfV3 Fdrag1 eq= 274 F2 eq= 133 Fdragl w= '4 F2 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 plf 6.0 vi w= 414.0 plf v3 w= 414.0 plf feet H JOB 0.666667 10.04 Fdrag3 eq= F4 e•- 133 feet Fdrag3 w=494 F4 w= 240 P 4 P 4 V1 WIND H sill= v sill eq= 162.9 plf 2.6 EQ Wind v slll w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 • UPLIFT 525 2320 IUP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 10-4 0.4 I. Hpier/L1= 1.46 i ► Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD:DL ID: B1abc w dl= 150 p/f 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 0. -► v hdr eq= 68.3 plf ► AH1 head=A v hdr= 153.5 p/f H5 head= A 1.31 vFdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 :drag5 eq=184.8 1 v A Fdragl w= • 2 =dragl 175.1 =drag5 w= •.3.0 Fdrag6 - 190.4 A HI pier= vl eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 vl w= 245.3 p/f v3 w= 245.3 p/f v5 w= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1v 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 1 v sill eq= 68.3 p/f H1 sill= v sill w= 153.5 plf H5 sill= 5,5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v UPLIFT -745 -91 V Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 4 0 4 „ 04H 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 dl= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds ----► v hdr eq= 81.0 p/f •H head= A v hdr w= 182.0 p/f 1.06 y Fdragl eq= 264 F2 eq= 263 Fdragl w= '3 F2 . 590 H pier= vi eq= 182.1 plf v3 eq= 182.1 Of 5.0 vi w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 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 plf feet OTM 8598 19311 R OTM 10490 7770 • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 ` �` 104 ► 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 —10. —_10. v hdr eq= 146.7 p/f —� •H head= A v hdr w= 317.1 p/f 0.88 y Fdragl eq= 308 F2 eq= 279 Fdragl w= :.5 F2 . 603 Hpier= vleq= 218.3 p/f v3eq= 218.3 p/f 4.4 vl w= 471.8 p/f v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 v Fdrag3 eq= .. F4 e•-• 279 feet • 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 p/f 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 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds _ ► v hdr eq= 89.5 plf ► •H head= A v hdr w= 201.0 plf 1.03 Fdragl eq= 709 F2 eq= 365 y Fdragl w= •92 F2 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 plf 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 ' 8.09 Fdrag3 eq= 7-• F4 et.- 365 feet Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 Of 2.1 EQ Wind v sill w= 201.0 Of feet OTM 16154 36257 R OTM 55945 41441 UPLIFT -1983 -258 IUP sum -1983 -258 H/L Ratios: L1= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 0-4 04 ► Hpier/L1= 0.74 I. Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238_5 ABD'DL ID: F6abPLAND w dl= 250 p/f V eq 655.6 pounds V1 eq= 300.1 pounds V3 eq= 355.6 pounds V w= 1348.5 pounds V1 w= 617.2 pounds V3 w= 731.4 pounds -_, -♦ v hdr eq= 57.7 plf ► •H head= A v hdr w= 118.6 p/f 1.03 v Fdragl eq= 185 F2 eq= 219 A Fdragl w= ;0 F2 . 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 p/f 6.0 v1 w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 v Fdrag3 eq= : F4 e.- 219 feet • Fdrag3 w= 380 F4 w=450 P6 E.Q. 2w/h= 1 P6 WIND H sill= vsill eq= 57.7 p/f 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 v UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 1 0 4 0-4 0. Hpier/L1= 3.00 Hier/L3= 2.53 p L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238 dverterrace_5abd.e�w:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 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 fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine 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 1 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % ' Summary i Footing OK 1.50ft square x 10.Oin 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-0802997,Ver 5.8.0,1-Deo-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 il 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 fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf 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 II Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % 1 Summary ' Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's 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_nvertertace5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions r Retained Height = 1.50 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 35.0 Toe Width0.33 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 Footing poi!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 IL 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 0 LStem 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 Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK 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 Mfasonry Data m 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 = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc 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: 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 Ver — _ Page 2 1 User.3-2-03ENE,CALC n 1-Dec-2003 eeringSo Cantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 15238 riverterraceSabd.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 ft-# 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nverterrace_5abd.ecPage 1w:15238 w15238-5A 1 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET LL H=4' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions I 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 9 Heel Active Pressure 35.0 Toe 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 FootingilSoil 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 i Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in \ Axial Live Load = 0.0 lbs Design Summary I Stem Construction ` 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 113/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 ft4= 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 Caics (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 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 Design7 Results ` 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 ft4 Concrete Data psi= 3,000.0 Mu: Design = 62 369114 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: 580010 User KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 15238_nverterrace_5abd.ecw:15238-5A 1 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Criteria 0 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 35.0 Toe 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 FootingijSoil 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 Stem Construction 1 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 Thickness = 8.00 Soil Pressure©Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure©Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 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 Cates (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 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 iSpecial Inspection - Modular Ration' 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 ft4 Concrete Data psi= 3,000.0 Mu: Design = 299 1,531 ft-it 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 LkRev: KW-06Ver Page 2 1 User.KW-0602997, 1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 9 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 15238 riverterrace_SabdPage 1 .ecw:152e8-1 _(c)1983-2003 ENERCALC Engineering Software 5A Description CANT RET WALL H=10' NO SOG Criteria 0 Soil 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 g 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 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem L Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -k \ Axial Live Load = 0.0 lbs Design Summary II 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 Calcs (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 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 I 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-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-it 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 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec2003Cantilevered Retaining Wall Design _ Page 2 1 (01983-2003ENERCALC Engineering Software 15238 riverterrace_Sabd.ecw15238-SA 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 ft-it lbs ft ft-it 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,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 1 Soil Data II Footing Strengths&Dimensions M Retained Height = 11.50 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 35.0 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 DensityWater height over heel = 0.0 ft = = 110.00 P cf Footing Thickness 14.00 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 Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 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 ft4= 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 Calcs (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 Force= - 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 Results 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 ft-# 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 —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=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 loading '1") ASD Allowable Design Values Minimum MaximumUltimate per Frame Segment Load Width(inches) Height(feet) Factor 8 ' Load2,780(1:1unds) Shear441,0(012o0unCids1)41DtiFefied0i.°3n2(inch) 2.8 16 --.-,4"-friP 10 2,180 600 6"%o 0.40 3.6 8 4,720 1,700 1-....;At-AP- 5,„br‘ 0.32 2:8 24 .....*HP 10 3,630 1,000 9%-i.., 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-SO)),where SG'"specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)for construction 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. Egtire 1.Construction details for APA portal-frame design with hold downs EXTENT OF HEADER 41 DOUBLE PORTAL FRAME(IWO BRACED WALL PANELS) 1.1 EXTENT OF HEADER = : ensintene FIU.ER. sweue PORTAL FRAME PRE BRACED WALL MELT----II 4—Ai i . . i IF NEEDED ‘ • -f----"4:;:-.1.t;t. i::::;-4,-...-p--: ..--,::.-_,..., .,...1,..--(..--...--',•,....--,'.1 .I.-.--,-11.-:- i.....- 7-:....., _.. .. ‹,:,;"c...Z.-. ""`•4".•,.."•;- - -_:...1:, , _,....,._..-' 1,....7.l'",-.....,,?:?..f.---;:/::`"-Z.:',:-.,i,:,•7'.---;',...;,-;:7:7-.,-.7.:•::: --":.'" ,.; .. ,..,-..- ' '..."'' 'TA leo •• - 100003 , . •TO 18-----, ---IH i A ,.. ' 1 : FASTEN TOP PLATE TO HEADER WITH IWO ' • TYPICAL PORTAL- waste-- ! ROINS OF MO SINKER NAKS AT 3"0 C.TYP .... ' FRAME '- .; seams HEA°ER ,---- Hi ccentRUCTION Uk I '.; 2 Howe 4% STRAP ' LSTA.TAI =i• • • . '.... A-.•,„ 1000 LB STRAP omosnt smsArneis ,i; ((J r r 0.C. i REF-No- i.i.. 44 '--.. . 4 , 1 167,104) FASTEN SHEATHING I°HEADER INITHEG GGWAGN GH ;I' FORA PANEL' 1.'"'" I •4= I rou.o.vcAtenzeit.Ausoxmw jetitasila(srumiuroniostomNoPortnei.ANDAsocestistusiypstau 1 i ii NEEDEDSPucE).pANLIF\ ,1:1,t z i.,71j P.; . _„,, INIOTH(SEETASTE 11 LTAX /.=., • i FRAMING HEIGHT i, ." OCCUR OVER AND '"-' 1 42°0E12\ : 10' : ,...- ;i II se isassio ra r osisiONst.Ock- 14,' - 1 c.i. ,,,..•-• )1= ING ANCI OCCUR / */- , 2:1'.• sense 141COLE 24- (4; 1 ---MIN.0.)2X•4 /;I= ceWALLUeleffr. I4 ' DOWN I Z.,:i . ,....--318"MIN.THICKNESS W000 MIN(2) X4 ; Z at"°v1°F3- i''''' ''' O.C.mums is '• I °Ems i -- STRUCTuRAL PATEL SHEATHING =: REOTIED Di EACH I MEP'NO 1 = .- •-,-;."..-,at.420D i.e STRAP TYPE TIE-DOWN Device(EMBEDDED i 1 Sill°14/ - INTO CONCRETE AND NAILED INTO ERMAN%INSTALLED i PER MANUFACTURER.(REF NM 51I4014„) „„„,..,MIN.IOW LB 1 TTE DOWN ; •/-. ,,... ••••11^* . --•YIN.2-X2,01/16*PLATE WISNEResviceiner. .4 - • i ,j '..1t_...:.,• 1f. - NSr MHOIN. mtelei... f 3111°81 -?-- TWTN Eeasr , It ' : ,•t, 4-A SECTION A-A (ONE APW 19U26111ECtIRAINE EGNIENT) SUE ELEVATION i:f.1 .,ortW 1.0- e 1 g, i3 1 35c)ir fr i .....- e•C c_fdrifF ga"43r1) i co? 2 C 2010 APA-The Engineered Wood Apaoamn Roseburg J4 BASEMENT 10-13-15 011:01am A Forest Products Cumpam= 1 of 1 CS Beam 4.21.0.1 ImtBeamEngine 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 1060 1000 ® 0 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 bads(or line loads)to carrying member: Live Dead 1 239#(179p1f) 63#(47plf) 2 669#(502p1f) 201#(151p1f) 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 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" U999+ 4.85' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON /dlp°d ctnanesaretrademaksoftner espectiveo�ners KAMI L HENDERSON :`" e', Copyright(C)201 s by Simpson strong-re company Inc.nu.Ixlerrrs ReseRvl=o. E W P MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member.goorjoist,beam or girder,shown on this drawing meets applicatre design criteria for Loads,Loading Conditions,and Spans toted on this sheet.The design B EAV ERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation accomirg to the manufacturers specifications. 503-858-9663 • Roseburg J31 10-13-15 1 1:02a l:oaaltl A Forest Products t;omjknn} 1 of 1 CS Beam 4.21.0.1 ImrBeamEngine 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 a'g"t te w x.. .w a,;.:.r `" ,, °3= .`..' ,4yw . �:.a . ._ .,-.:, _ ' .. t�.,... via^". / 19 7 0 / 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" U514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" U668 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 Tie EWP MANAGER Stson �- 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 specifications. 503-858-9663