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Specifications (23)
REI X73 s w &4, OCT 112016 CT ENGINEERING 'j\! {� Structural Engineers INC. CITY F 1 IOAAQ 180 Nickerson 208 285 4512 (V) Seattle,208.285.08 B 109 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace W soVF2i Plan 5 DL u Elevation A V 4'RE h„ Tigard, OR /FS T. ,skx� 111� 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 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used.Where software references standards prior to the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. A 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 FLOOR floor 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 1 - • 19 S9.1 4x8 OR (41 2x10 HDR ) (2 2x10 -DR (2) 2x10 HDR (2) 2x10 HDR (3) 2x10 HDR __ --1 -----E-------02-:; -4i �yT� (2)2.5RB.a5 0 0 RB (a2 2.5AJ RB.a2 RB.a3 RB,a4 a I I Il 45v N 1 t Mk I.0 J a L0 1 . H viii RI. b 1 m M g r---, 22x30•! 1Arnc1 / cc ' 'ACCESS! / f 0 \\ I 22 L--'� I 1 _ r- 3— 7---t f---C I `-' rt w \ / 1 A4 } _ j[j v c Q7 .--t N f___. C N M 7 1 .1 C+ 1 N O 19 to M 4 59.1 br L \ E 1 t I vi o T a H • \\ c5 d3 N -1 1. �.., - v--- C m. w19 .•:.J• \1 59.1 7- -\ C !I \ II \ Cjlf } ••. J. OR ., o to .. RB.al. RB.all y rR a } :.::'::.C:.:: .. ;::.Y::::.' FAME AS SANS AS •••••....,.....:C 1 ,: 2 RB.2 --'........--- GT.a4 O uu 4 13......�}....,{d...... y_ !mac .�_- 43......x...... K 1 a)H2.5A G.T. (2)H2.5A x10 HDR 2)2x'0 HDR/,-(2)H2.5A G.T. (2)H2.5A .. ar -111Li \ / 1 —J \ f—_ 1- _ RB.a13 RB.a12 Ac 1 1 L D GABLt E1D II USS © S n _1 L GABLE EMU TRUSS U 16 RB.a.7.0 RB.a10iiinh 59.0 4 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_riverterrace_5abd.ecw:15238-5A Description 15238-5A-GT RXNS _Timber Member Information :ode 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 Fr- Douglas Fr- Douglas Fr- Lardr,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 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 DataIII 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 @ X ft 5.500 6.000 Results Ratio= #.#### #.#### 7.2052 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 OverStress OverStress Reactions11 ©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 Deflections Ratio>2401 Ratio>240! Ratio>240! Center DL Defl in -32.440 -7.571 -1.037 UDefl Ratio 15.9 31.7 138.8 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 I Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580008 User.KW-0802997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983.2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A 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 11 RB.a1 RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 356.30 357.00 357.00 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 II Results Ratio= 0.1200 0.1425 0.3210 0.7432 0.5744 0.0469 0.1875 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 lb:Actual psi 112.2 133.2 300.1 694.9 537.0 43.8 175.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 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 @ 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 Leflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill 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 1.320 1.250 2.500 UDefl Ratio 10,717.9 18,049.3 5,342.9 1,682.9 3,836.7 43,900.4 5,487.6 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 . Description: _ Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-ROOF BEAMS (2 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.a10 RB.a14 1 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 Hem 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 0.8731II 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 ©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 OK111 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 4 STHD14 0 STHD14 59.0 Q ®® 6x12 +c STHD14 S��6x12 HDR 6x12 HDR 6x10 HDR ..: +4 4D-#IAR •--4••; • I--IB..2 B.a3 _ B.a4 B.a3 .G'� • NIi i I ti I' iN. rI II 1 l (� ,= ".3�--- -il 1I ,/,',/, / �-� to W ,,/,',/ -- X / . // N li I /// ,�•_ - W 2x LEDGER cno -I nz I mU 1 IN 1 3 0 , i -I- Es_ _ I N la� �Q\� o�' • �+ ,t4 FRAMING 1 AT 24" O.C. -_J 1r = a O B.a10 B.all B.al2 a 35x 4 Bf-AEA7t-al- ----. BEAD f& 3.:1U5-GCB-hDR • • i � � 2I m 59.0 ;1:,.....„1.....:, I B.a9 Q F-- 44x10 I A - r-:.g -'- J ' i \ STAIR /I J� o S-I 14 _'d S'TH1/14 ST1D14 P4 -THDte I \FRAMING/ OPENOai Io cc O \��/J 4jly --� • P6 1{---F----�-� (J / BELOW .: 1A ,N I ,v i 111111111 3 1 I S9 I 1 F---- i / \� i I STHD14T .0 STHD14� 1 1 I 3. x7 BIG BEAM FB 4u u 11 n n r___I 5.5x18 6LB H)R B.a13 b I B.a14 6X6 ' P4 59.E --- ----j 1 S9.0 n G L cc 1.61 o I-- - v---r - -I 0 B 7, • N Ft" Lr3 1 CII N N m a N . Jin 1 B. n �_ B. © 2) 2x1 HDR 2 at o J , % — n n A 5.125x12 GLB F DR _ ,I �.... `r lB.al5 AM STHD14`- STHD a P3 ® 1 2x10 HD5,2)2x1C HD 2)2x17 HDR ® AM 2x LEDGER I I 8 a17 ISTHD14THD14 NEPI (21 2<70 HDR 0® I MONO TRUSSES 5 AT 24" 0.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 B.a1 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 Rr- Douglas Fir,24F- Douglas Fir- Douglas Fr- Hen Fir,No.2 Hem Ar,No.2 Douglas Fir- Lardi,No.1 V4 Larch,No.2 Lardy,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 1 Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 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 #/ft 330.00 360.00 360.00 330.00 125.00 125.00 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 DL lbs 1,612.50 1,612.50 1,436.20 LL lbs 2,687.50 2,687.50 2,393.70 @ X ft 1.750 5.000 1.250 I Results Ratio= 0.9478 0.8320 0.3907 0.9039 0.1230 0.7087 0.8334 LLLLII Mmax @ Center in-k 78.41 84.24 21.06 109.58 4.92 28.35 44.93 @ X= ft 1.76 3.00 1.50 3.41 1.25 3.00 1.25 fb: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 @ Left End DL lbs 1,575.86 1,680.00 840.00 1,853.75 250.00 600.00 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 1,699.14 1,680.00 840.00 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 1 i I I Center DL Defl 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 P Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Desfyrlpti n: 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 riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (2 of 3) [Zimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a8 B.a9 B.a10 B.a11 B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:35x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Ar- Douglas Fr- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Ar,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 GluLam Repetitive Status No No No No No No No Center Span Data1111 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 II 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 @ 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 r 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 2.080 5.000 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams(3 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a15 B.a16 B.a17 Ila 18 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- Hein Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fr,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 r 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 ll Span ft 2.00 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs 25.00 @ X ft 2.000 Results Ratio= 0.2514 0.9169 0.3750 0.5130 0.3304 0.1468 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 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: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist — Page 2 ` (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5A t Description 15238-5A-Top Floor Beams(3 of 3) Cantilever DL Defl in 0.010 Cantilever LL Defl in 0.028 Total Cant.Defl in 0.039 UDefl Ratio 1,241.3 7. pe 1--f- BB.aSP.T 6z`IID - n\\ i Ci �� 6x PTt---,47 \ ST � O U LJ. oED I-- 0:<d< N IQ O STHD14 P4 S8•, THD1 drA®� STHD 1;I 4x10 7R- A 4)10 HER 4<10 H R 4x 0 H C HER BB al B3.a2 3B.a3 EB.a4 BB a3 _ SIM SIN C (3� ..,.c_)9 C xU 00 p u_- —_ ti -.V) N D 7 F Ful 11111.1111 r I = ----STAIR- FRANIN0- W •x6 •0 / ENE JOTS- H R/ ><:`````_ . I r �_�_ n € W -2x10 HDR 1 ABOVE II IX? II_---_.1 • • BB.a6 • • • • • • -PFOVIDE I-JorST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER • BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER • THE PONY WALL WITH I—JOIST BLOCKING • P4 �rHD1a sr ID14� UNDER BEARING WALL ABOVE %iii/.hili.//�/i/i/.ii iii/iii/A7/ it/i%/////ii4 1 I 18 1 r •• Et O r 1 O- 56.0 i I • -J N \ l LL Oi ADDED ANOTHER JOIST •• < V) O , 4X8 HDR H-L ii--"" "--g-'---- --7137-77=-"-- -----", • CS.al • 7 S6.0 I C 9 56.0 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_Sabd.ecw:15238-5A Description 15238-5A-Bottom Floor Beams Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II BB.ai BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fr- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Truss Joist- Lardr,No.2 Larch,No.2 Larch,No.2 Lards,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 II Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsIII @ 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 0 Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 UDefl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Deli 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 • o ___ _ 1 '-11" 7'-6Y4 7'-6Y4 53 I I 4 4 { c L 43/4 ' 1 r _1 r-}_-1 r_I_-I I- -1 _ -I _ � I I I I_—__ I I L _J L___I LT J I L_ J 24"x24"x12" FTG. • .p W/(3) #4 E.W. 40'-0 is 14'-113/4 4'-0• 1'_10Y4 19•_2- -� I-- 1 1.-1(F-00431-1D'-O I _ I.D.S. I ' sr cac sue I-9.-54131 • ,o 'N L _J i.D.S. < 56.0 5 D14 r _ ST.D1a CO STHD14 I 4 �. p • ...,4 _— s -- 1 1 MI © 15311M3i 2x4 PONY WALL I-10•-13/4"1 a 18 92P 1:17 S6. e i -7'-11�/e" m o 5711Wil 18 18 ' 6 56.2 3-6 3'-6 1 3/4 6'-3' 6-3" 6'-3" 6'-3" 6'-3" �4" v v ®-I-� r-I-� r-_� 4X8 HDR r-I--1 r-I f..+- - .. -- ------1--.±-rva��,a-f-�.�---- - -H..I 1 dill �� ' L_- L__J L__J L__ L__J L__J r I-9'-1W,"r FTG1 CS.2 Ttl 1 b a -z BASEMENT ®1 a I n FINISHED FLOOR .�� 15-8Y4 r3 t 4'-11' 3'-8" 4'-5Y2 11' 3)/4" I I• w Uiri -18I tii 1II MI II [ ]- -- ▪ - - - L__J _J m ISIZEii AI • -1'-2W' ,i FTG2 I 2x4 PONY 413211411 ® •� ® i-2x I -2Ya" I ��� L_ • i 1 I 1 STHD14e�STHD14 II T �STHD1t\STHD7. ;i '- --y l- I 1 p4 I P4/) I l e ® 1 MEM w r____ J I T.O.S. 1 '® 'n ' L-� ! 20'-0Y2 I _{ 8'-8Y4 11'3Y" I m n 1 -30"x30"1D'.- r.• PROVIDE I-01'T • 0 1 7 FRAMING FOR FURNACE 1 -BLOCKING--'BO i- Q ^ a PLATFORM ABOVE I FTG W/(3) 1. —THICKENED SLAB 7 f4 EA. AY C PONY WAL -1 -1 .� i. guy , ADDED ANOTHER JOIST J 1* 1_-_-c4 SUPPORT (PER RODNEY) i r L--- sTND14 sTHD1a� tt. 1 2x6 PONY.-W LL FOR 1\ i 1, 1 ys .g� INSTALL CONTI UOUSLY BEARING WAL ABOVE 1 O ® SLAB SLOPES DOWN 31" t OPERATED ME+HANICAL FIA OVE I t, • QFROM BACK TO APRON 1 VENTILATION SYSTEM- _ _, ® AT THE CRA SPA I. VERIFY GARAGE SLAB 6`-3" • • 6'-3" 5'-10" 1 • HEIGHT WITH GRADING PLAN % '4X8 HDR -- _____ EYP: >'.1. w ® I -2Y." I '. -- L.---1 -CS.1 L' -1 i ©Cr I {. 1 I 3x1)¢BLOCK OUT 2x4 PONY ,' I 7. 1 0 STEM WALL TYP. I -1 WALL® L?..�� _fit_, ® d -- ------0.. =._ FIRST.FINISHED 1 1 FLOOR I I •ryair STHD14STHD14 •cow. i .LEEN. - Jal nom th . g 1� I VP SLOPED DOWN I IIlMagerMIIN 1 i Y.:12 r , 571-1014TH014 LI ®® N 1 L _J Wir SIM. 2'-1" 16'_3' 2'-2' 7'-10" 11.-8' 40'-0" Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space [timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No L9kenter 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 0.8279il Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS ( -___1- 1 -1 Code Code Code J-f Suggest Suggest Suggest Lick 1 Lpick Lpick; Lpick Joist b l d Spa_ LL DL M max V maxl EI L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL deft 1TL deft LL deft.ILL deft size&grade width(in.)1 depth(in.) (in.) (pspsf) (ft-lbs) (psi)I( si) (ft.) (ft.)- (ft.) (ft.) (ft.) din.)- _fin_)- - -1ft.) - (ft.) (ft.) in.) patio (in.) ; ratio 1 1 9.5"TJI 110 1.75 .2,9 5 19 40 15 2380_ 1220! 1.40E+08 14 711 27.73- 15.23 _14.801 14.71 0.66 0.48)_ 13.31 13.45 13.31 0.441 360 0.32 495 9.5"TJ1110 1_751- 9.5 161 40 15 2380 1220`1.40E+08116.11133.27 16.19 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 15, 2380 12201 1.40E+08 18.61 44.36 17.82 17.311 17.31 0.79 0.581-1 15.57 15.73 15 57 0.52 360 0.38 495 _ 9.5"TJI 110 1.75 9.5 9.6r40 151 2380 1220 1.40E+08 20.80 55.45 19.19 18.641 18.64 0.85 0.62--1 16.77 16.94 16.77 0.561 360 0.411 495 --- - ------ 9.5"TJ1 110 1.751 9.5 19.2j- 40 101- 2500 12201 1.57E+081 15.811 30.50 16.34~15.371 15.37 0.64 0.5111 1427 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.80 17.36 16.34 16.34 0.68 0.54 15.17 14,84 14.84 0'.46 384 0.37 480 9.5"TJI 110 1.751 9.5 9 6 40 101 2500 1220 1.57E+08 20.00 48.80 19.11 17.981 17.98 0.75 0.60 16.69 16.34 11;,34 0.511 384 0.41 480 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 2.0625i 9.5 19.21 40 101- 3000 13301-1187E+081 17.321 33.25 17.32 16.301 16.30 0.68 0.541 1 15.13 14.81 14.81 0.461 384 0.37( 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 '(18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 18.14 049 3844` 0.39 480 9.5"TJI 210 2.0625( 9.5 121 40 101 3000 13301 1.87E+081-21.91 53.20 20.26 19.061 19.06 0.79 0.64 17.70 17.32 17 32 0 54 384 0 431 480 9.5"TJI 210 2.06251 9.5 9.61 40 1013000 13301 1.87E+081 24.49 66.50 21.82 20.531 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.31251 9.5 19.21 40 10! 3330 13301 2.06E+081 18.251 33.25 17.89 16.83) 16.83 0.70 0.561 1 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330` 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0,75 0.60 16.60 16 25 15,25 0.51 384G 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 133002.06E+081 23.081 53.20 20.92 19.691 19.69 0.82 0.661_1 18.28 17.89 17.89 0.56 384 0 45 480 9.5"TJI 230 2.31251 9.5 9.61 40 101 3330 13301 2.06E+088 25.811 66.50 22.54 21.211 21.21 0.88 0.71 19.69 19.27 19 27 0.60 384 0.48 480 mr- 11.875"TJI 110 1.75 11.875 19.21 40 101 3160 1560, 2.67E+081 17.781 39.00 19.50 18.351 17.78 0.67 0.541 17.04 16.67 16 67 0.52 384 0.421 480 11..875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72x 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+081 22.49. 62.40 22.81 21.46121.46 0.89 0.72j 19.93 19.50 19.50' 0.61 384 0.491 480 11.875"TJI 110 1.751 11.875 9.6 40 101 3160 156012.67E+08 25.14 78.00 24.57 23.121 23.12 0.96 0.771 21.46 21.01 - 21.01 0.66 384 0.531 480 - - - 1 - - 1 --1- - - - - - - - - - - - - - - - 1 1 11.875"TJI 210 2.06251 11.875 19.2; 40 101 3795 1655 3.15E+081 19.481 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 11.876 16 40 10 37951 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 "19.13 18,72 ,, ;1612 0,59 384 0.47 480 11.875"TJI 210 2.06251 11.875 121 40 101 3795 16551 3.15E+08 24.64 66.20 24.10 22.68. 22.68 0.95 0.7611 21.05 20.61 20.61 0 64 384 0 521 480 11.875"TJI 210 2.0625E 11.875 9.61 40 101 3795 16551 3.15E+08 27.55 82.75 25.96 24.451,- 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 -0.55, 480 I 11.875"TJI 230 2.3125F-11A75 19.2j 40 10� 4215 1655 3 47E+081 20.53] 41.38 2128 20.03 20.03 0.83 0.671 1 18.59 18.20 18 20 0.571 384 0 451 480 11.875"TJI'230 2.3125 11.875 16 i' 40 10 4215' 1655 3.47E+08 r 22.49 49.65 22.62 21.28 21.28 0;89 0.71 19.76 19.34 .1134 0.60 384 0.48 480 11.875 TJI 230 2.3125 11.875 121 40 10) 4215 1655 3.47E+081 25 971 66 20 24.89 23.421 23.42 _ 0.98 0.781 I 21.74 21.28 21.28 0.671 384 0.531 480 11A75"TJI I2 - -i3.47E+08l 29 03 82.75 26.81 25.231 25.23 1.05 0.84 23A2 22.93 22.93 0.721 384 0A71 480 101 _ L - , 1. 11.875 RFPI 400 2.06251 11.875 19.21 0 101 4315 1480~ - +- -4 -- - - --a�---- --- - - 1-- 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 1 18.28 17.89 17.89 0.56, 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 19.01 0.59 384 0.48 480 11.875"RFPI 400 2.06251 11.875 12L_40 10L 4315 14801 3.30E+081 26.281 59.20 24.48 23.031 23.03 _ 0.96 0,77 21.38 20.93 20 93 0.65 384 0.521 480 11.875"RFPI 400+ 2.06251 11.875 9.61 40 f 101 4315 14801 3.30E+08; 29.38' 74.00 26.37 24.8* - 24.81 1.03 0.83 23.03 22.54 22.54 0.70, 384 0.56! 480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*Cf Code Suggest L.ick Lpick L_ptqk Lpick Joist Spa. LL DL F'b F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L •ick TL defl.TL defl. LL defl. LL defl. size&grade pA _(pla (psi) (pl _(g). _(ft.) ___Ifg_ ___fft.) All_ Aft:t ift.)._ ALt.L ItA___ in" ratio )). 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 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 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 HF2 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 ill 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 8.01 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 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 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26111 2x12 HF2 24 40 15 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF/H 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 HF__,_21 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 HF21 12 40 15 980 150 1300000 19.39 61.36 21.07 22.121 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D.L.S CT#4928AB LOAD CASE 1 (12-12) I 1(BASED ON ANSI/AF&PA NDS-2012) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor 1 D+L+S I j I ! I c 1 0.80(Constant)> !Section 3.7.1.5 ! j f Cr -_._. KcE 1 0.30(Constant)> Rection 3.7.1.5 -� ---I --1--- Cf(Fb) Cf(Fc) NDS 11I Cb 1 (Vanes) > ,Section 2.3.10 j 1 Bending!Comp.,Size 1 Size Rep. 1 Cd(Fb) Cb :Cd(Fc) Eq.3.7-1 1 . NDS 3.9.21 Max.Wall durationidurationfactorifactor use i J Stud Gradei VMdth Depth Sparing(Height Le/d Vert.Load Hor.Load_ <=1.0 Load fp Plate Cd(Fb)!Cd(Fc) Cf I Cf Cr Fb Fc perp Fc E Fb' Fc perp'i Fc' Fce Pc fc fc/F'c ib 1b/ I in. in. in. 1 ft. plf psf I 1 pit 1 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psl psi 1 Fb"(1-(c/Fce) INTERIOR WALLS I2X41 H-F STUD: 1 I I H-F Stud ' 1.5 3.5 16 I 8 27.4 100 0� 0.0037 I 1993.4 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 9661 478.52 415.71 25.40 0.06 0.001 0.000 H-F Stud 1.5 3.5 16 I 8 27.4 1045 0I 0.4076 j 1993.4 1 1.00 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 854 5061 9661 478.52 415.711 265.40 0.64 0.001 0.000 H-F Stud 1.5 3.5 12 i 8 27.4 1990 01 0.8314 ' 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 5061 966 478.52 415.711 379.05 0.91 0.00 0.000 H-F Stud 1.5 3.5 12 1 8 27.4 1990 0 0.8314 1 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 854 506! 966 478.52 415.71! 379.05 0.91 0.00 0.000 INTERIOR WALLSS22)14 SPF STUD 1 I 1 1 SPF Stud 1 1.5 3.5 16 1 8 27.4 100 01 0.0039 i 2091.8 1.00 . 1.15 1.1 :1.05 1.15 675 425 725 r 1,200,000 854 5311 875.438 478.52 407.53' 25.40 0.06 0.001 0.000 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 01 0.4241 i 2091.8 , 1.00 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 854 5311 875.4381 478.52 407.53 265.40 0.65 0.001 0.000 SPF Stud 1 1.5 3.5 12 1 8 27.4 1990 OF 0.8651 ' 2789.1 1 1.00 i 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.4381 478.52 407.53' 379.05 0.93 0.00 0.000 SPF Stud 1.5 3.5 12 1 8, 27.4 1990 Oi 0.8651 2789.1 ! 1.00 1.15 1.1 '1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438 478.52 407.53 379.05 0.93 0.00, 0.000 -.__-__. 1 _ INTERIOR WALLS 2X4)D-L STUD ti i DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 0I 0.0028 1 3076.2 1 1.00 , 1.15 1.1 1 1.05 1.15 700 625 850 11,400,000 886 7811 1026.38 558.27 475.961 25.40 0.05 0.00 0.000 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 0 0.3109 3076.2 ' 1.00 a 1.15 1.1 11.05 1.15 700 j 625 850 11,400,000 886 7811 1026.38 558.27 475,961 265.40 0.56 0.00 0.000 DF-L Stud I 1.5 ' 3.5 12 1 8 27.4 1990 01 0.6342 _ 4101.6 1.00 ! 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 886 7811 1028.38 558.27 475.961 379.05 0.80 0.00 0.000 1 I ULTERIOR WALLS I I H-F#2 1 1.5 5.5 16 17.7083 16.8 3132 01 0.2408 • 3132.4 1.00 j 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1378.83 1031.581 508.18 0.49 0.00 0.000 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 01 0.3652 3132.4 I 1.00 ! 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1011.45 837.57' 506.18 0.60 0.00 0.000 H-F#2 1 1.5 5.5 16 I 8.25 18.0 3132 0' 0.2858 I 3132.4 1 1.00 1 1.15 ' 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1 1.5 5.5 16 17.7083 18.8 3287 0 0.2737 , 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1 1.5 5.5 16 j 9 19.6' 3287 01 0.3905 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.75 1089.25 850.16 531.23 0.62 0.001 0.000 SPF#2 j 1.5 5.5 16 1 825 18.0 3287 01 0.3158 3287.1 I 1.00 i 1.15 1.3 11.10 1.15 875 I 425 1150!1,400,000 1,308 5311 1454.751 1296.30 945.381 53123 0.56 0.001 0.000 j 1 • 1 1 SPF Stud 1.5 3.5 16 SPFS1.5 3.5 1 I 14.57 50.0 545 01 0.9913 j 2091.8 1.00 1.15 1.1 1 1.05 1.15 675 425 725 11.200,000 854 5311875.438 144.26 139.02 138.41 1.001 0.001 0.000 1 ......_ __ __ .__.__- __. __ 6' I 19 41.5 1450 0 0.9917 32871 1 1 00 1 1.15 1.3 1.10 1.15 875 425 11561 1,400,000 1,308 531!1454.75 244.40 235.321 234.34 1.001 0.001 0.000 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9969 1 3132.4 1 1.00 1 1.15 1.3 .1.10 1.15 850 405 1300 1 1,300,000 1,271 506! 1644.5. 226.94 220.141 219.80 1.001 0.001 0.000 Page 1 D+L+W CT#4028AB I : LOAD CASE (12-13) j(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 1 3.7.1 3.7.1 Ke 1.00 Design uckling Factor D+L+W I I 1 c � 0.80(Constant)> SecBon 3.7.1.5 _ 1 I __ ____ __ _ _ Cr KcE ttt 0.30(Constant)> I Section 3.7.1.5 1 Cf(Fb) 1 Cf(Fc) NDS I Cb (Varies)_ > 16echIon 2.3.10 L Bending'Comp. Size'Size Rep. 1 Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NDS 3.9.21 Max.Wall 1durationldura8onfactorlfactor use 1 I Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load <.1.0 !Load 41 Plat Cd(Fb)Cd(Fc) Cf 1 Cf Cr Fb Fc perp Fc E Fb' Fc perp'1 Fc• Fce Pc fc fc/F'c fb Ibl 1 in. in. in. ' ft. pif psf plf (Fb) (Fc) psi psi psi t psi psi psi pal psi psi psi psi Fb"(1-tc/Fce) )NTERIOR WALLS 12X4)H•F STUD H-F Stud j 1.5 3.5 16 1 8 27.4 100 51 0.1655 I 1993.4 1 1.80 1 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 8401 478.52 403.771 25.40 0.061 208.981 0.162 H-F Stud I 1.5 3.5 16 1 8 27.4 1045 5 0.7755 i 1993.4 1 1.80 1 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 840 478.52 403.77' 265.40 0.66 208.981 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5538 ! 3986.7 j 1.60 1 1.00 1.1 11.05 1.15 675 405 800 11,200,000 1,366 5061 840 478.52 403.77 252.70 0.83 104.49 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5538 3988.7 I 1.60 1 1.00 1.1 11.05 1.15 875 j 405 800 1 1,200,000 1,368 5061 840 478.52 403.77 252.70 0.63 104.49 0.162 1 1 1 1 )NTERIOR WALLS 2X41 SPF STUD I I1 1 SPF Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1657 I 2091.8 1 1.60 1 1.00 1.1 1.05 1.15 675 j 425 725 1 1,200,000 1,366 5311 761.25 478.52 393.991 25.40 0.06 208.98] 0.162 SPF Stud 1 1.5 3.5 16 8 27.4 1045 51 0.7972 1 2091.8 1 1.60 1 1.00 1.1 1.05 1.15 675 I 425 725 11,200,000 1,366 5311 781.251 478.52 393.991 265.40 0.671 208.981 0.343 SPF Stud I 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 1 1.60 1 1.00 1.1 11.05 1.15 675 425 725 11,200,000 1,366 5311 761.25 478.52 393.99' 252.70 0.64 104.49 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5734 4183.6 1.60 1 1.00 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 761.25 478.52 393.99 252.70 0.64 104.49 0.162 __ ..._..- , JNTERIOR WALLS 12X41 DF-L STUQ I • DF-L Stud 1.5 3.5 16 I 8 27.4 100 5 0.1576 3076.2 I 1.60 I 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 892.5 558.27 460.25 25.40 0.06 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.6137 3076.2 1.60 I 1.00 1.1 1.05 1.15 700 I 625 850 1,400,000 1,417 7811 892.5 558.27 480.25 265.40 0.58 208.98' 0.281 DF-L Stud 1.5 3.5 12 8 27.4 1990 4.5 0.9884 4101.6 1.60 I 1.00 1.1 1.05 1.15 700 625 850 11.400.000 1,417 7811 892.5 55827 460.25 379.05 0.82 141.06 0.310 EXTERIORIWALLB 1 I • H-F#2 1 1.5 5.5 167.7083 16.8 3132 9.71' 0.3909 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 I 405 1300 1,300,000 2,033 5061 1430 1378.83 969.91 508.18 0.52 152.58 0.119 H-F#2 I 1.5 5.5 16 1 9 19.6 3132 8.461 0.5743 3132.4 I 1.60 1 1.00 1.3 1.10 1.15 850 I 405 1300 11,300,000 2,033 5061 1430 1011.45 804.50 506.18 0.63 181.231 0.178 H-F#2 1 1.5 5.5 16 I 8.25 18.0 3132 8.131 0.4411 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1430 1203.70 899.13 506.18 0.58 146.34 0.124 SPF#2 1.5 5.5 16 1 7.7083 16.8 3287 9.71' 0.4327 ! 3287.1 1.60 1 1.00 1.3 1.10 1.15 875 ' 425 1150 1 1,400,000 2093 5311 1285 1484.89 940.30 53123 0.5811 15258 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46 0.6033 3287.1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 11,400,000 2,093 5311 1265,1088.25 808.081 531.23 0.881 181.23. 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1 1.00 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 5311 126511296.30 884.891 531.23 0.601 146.341 0.118 1 I I I • SPF Stud j 1.5 3.5 16 1 14.57 50.0 70 8.46 0.9957 2091.8 i 1.60 1 1.00 1.1 1 1.05 1.15 675 425 725 11,200,000 1,366 5311 761.251 144.26 138.141 17.78 0.13 1172.85 0.979 SPF#2 1 1.5 5.5 16 � 19 41.5 660 9.71 0.9941 3287.1 1.60 i 1.00 1.3 1.10 1.15 875 425 1150,400,000 2,093 5311 1265 244.40 233.80 108.67 0.46 927.02 0.788 H-F#2 I 1.5 5.5 16 I 19 41.5 600, 9.711 0.9921 1 3132.4 1.60 1 1.00 1.31.10 1.15 850 . 405 1300 11,300,000 2,033 5061 1430 226.94 219.02 96.97 0.44 927.021 0.796 • Page 2 D+L+W+,5S CT#4028AB ( 1 LOAD CASE 1 (12-14) 1 ;(BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 2.3.1 2.3.1 i 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+W+gl2 c I 0.80(Constant)> 'Section 3.7.1.5 • • KcE 0.30(Constant)> SectIon 3.7.1.5 i ---------} Cb 1 (Varies) Comp. Cf(Pb)¢b) Cf(Fc) NDS > (Section 2.3.10 1 1 Bending! Size(Size Rep. 1 I Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 1 1 NOS 3.9.2' Max.Wall iduration!duration factorlfactor use I 1 1 Stud Grad Width Depth Sparing•Height Le/d Vert.Load Hor.Load <=1.0 Load @ Platfi Cd(Fb)1Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'i Fc' Fce Pc fc fc/F'c fb fb/ in. In. in. 1 ft. Pit psf I plf (Fb) (Fc) psi psi psi psi psisl p psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD1 I f H-F Stud I 1.5 3.5 16 1 8 27.4 100 51 0.1653 1 1993.4 1.60 1 1.15 1 1.1 1.05 1.15 675 405 800 j 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 i 8 27.4 1045 51 0.7510 1 1993.4 I 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 11,200,000 1,366 5081 9661 478.52 415.711 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 (` 1.60 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 9661 478.52 415.711 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,1,200,000 1,366 506: 9661 478.52 415.711 252.70 0.61 104.49 0.162 1 INTERIOR WALLS 12X41 SPF STUD • 1 SPF Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1654 1 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 I 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.53 25.40 0.06 208.98t 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.7676 j 2091.8 1 1.60 1 1.15 1.1 1 1.05 1,15 875 1 425 725 11.200.000 1,386 5311 875.4381 478.52 407.531 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5466 1 4183.6 1.60 1 1.15 1.1 1 1.05 1,15 675 I 425 725 11,200,000 1,366 5311 875.4381 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 51t 0.5466 i 4183.6 i 1.60 I 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.49 0.162 .._. _............-- i „INTERIOR WALLS 12X41 DF-L STUD t .....1 DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1574 I 3076.2 1 1.60 1 1.15 1.1 i 1.05 1.15 700 625 - 850 11,400,000 1,417 78111026.3• 81 558.27 475.961 25.40 0.051 208.98 0.155 DF-L Stud I 1.5 3.5 16 1 8 27.4 1045 5 0.5921 1 3076.2 ! 1.60 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.98 265.40 0.561 208.98 0.281 DF-L Stud 1.5 3.5 12 I 8 27.4 1990 5 0.9788 i 4101.6 1 1.60 1 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000, 1,417 7811 1026.38 558.27 475.98 379.05 0.80 156.73 0.345 f,XTERIOR WALL$ I i 1 • • • 1 H-F#2 1 1.5 5.5 16 17.7083 16.8 3132 9.71 0.3593 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1844.5 1378.83 1031.58 506.18 0.49 152.581 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.461 0.5437 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 1011.45 837.57 506.18 0.60 181.231 0.178 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 8.131 0.4100 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 1203.70 948.77 506.18 0.53 146.341 0.124 SPF#2 1 1.5 5.5 16 `7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.461 0.5595 . 3287.1 ( 1.80 1 1.15 1.3 1.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.751 1089.25 850.161 531.23 0.62 181.231 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.131 0.4342 1 3287.1 1 1,60 1 1.15 1.3 1.10 1.15 875 1 425 1150 11,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.561 146.34, 0.118 • 1 SPF Stud 1 1.5 3.5 16 1 14.57 50.6 70 8.46 0.9955 i 2091.8 1.60 I 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 144.26 139.02, 17.78 0.1311172.85 0.979 3 244.40 235.32 06.67 927.02 0.786 454.75 H-F#2 . 15 5.5 16 1 19 41.5 600 9.711 0.9901 I 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 I 405 1300 1 1,300,000 2,033 5061 11644.5; 226.94 220.141 196.97 0.441 927.02) 0.796 Page 3 D+L+S+.SW CT#4028AB I LOAD CASE 1 (12-15) 1 :(BASED ON ANSUAFBPA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S+W12 c 1 0.80 Constant)> ISectl7.1.5 a :. on 3. Cr I _ ..._ ._.._..._...__ _.._._- . _ _..._..........___ _...._..._._._ • .._......._. KcE I 0.30(Constant)> !Section 3.7.1.5 1 Cf(Fb) 1Cf(Fc) NDS Cb I (Varies) > 1Sectlon 2.3.10 ■ ' ,Bending1Bendingi Camp. Size I Size Rep. Cd(Fb) Cb ,Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl l durationduratio factorlfactor use Stud Gradei Width Depth Spacing Height lid Vert.Load Hor.Load <=1.0 (Load C Plat:Cd(Fb)1Cd(Fc) Cf Cf ® ��Fc perp I Fc' vim fc ® fb , tbf 7 In. In, In. I ft. 'If .4 I 'If Fb) (Fc •sl 1 'sl 'd •I 1 Fb"1-fc/Fce .1 :••, . • L 1 .1 I • H-F Stud 1.5 3.5 18 1 8 27.4 100 5 0.1653 1993.4 1.60 1 1.15 1.1 1.05 1.15 875 405 800 11,200,000 1,366 5061 966 478.52 415.711 25.40 0.06 208.981 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 51 0.7510 I 1993.4 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 986 478.52 415.711 265.40 0.64 208.981 0.343 H-F Stud ( 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3986.7 1 1.60 1 1.15 1.1 j 1.05 1.15 675 405 800 1 1,200,000 1,368 5061 9681 478.52 415.711 252.70 0.61 104.491 0.182 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3988.7 1.60 1.15 1.1 11.05 1.15 675 ! 405 800 11,200,000 1,366 5061 9881 478.52 415.71 252.70 0.61 104.491 0.182 I INTERIOR WA ..S 4 SPF STUD I 1 SPF Stud 1 1.5 3.5 18 , 8 27.4 100 5I0.1654 2091.8 I 1.60 I 1.15 1.1 (1.05 1.15 675 I 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 25.40 0.06 208.981 0.182 SPF Stud 1 1.5 3.5 18 1 8 27.4 1045 51 0.7676 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 875 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.651 208.981 0.343 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 5, 0.5466 4183.6 i 1.60 1.15 1.1 11.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.53 252.70 0.621 104.49. 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5F 0.5466 4183.6 1 1.80 1 1.15 1.1 1 1.05 1.15 675 425 725 i 1,200,000 1,366 5311 875.4381 478.52 407.53 252.70 0.62 104.491 0.162 ...__... _.. I I _.._.__-- -__....._._.......____ _._.__._-,_..___ ._- I _. )GI 4110:i.: - .e111Cm�ir1��� 1 • NMI DF-L Stud 1 1.5 3.5 16 I 8 27.4 100 54 0.1574 3078.2 1.60 1 1.15 1.1 1.05 1.15 700 , 625 850 11,400,000 1,417 7811 1026.381 558.27 475.96, 25.40 0.05 208.981 0.155 DF-L Stud 1 1.5 3.5 16 t 8 27.4 1045 5y' 0.5921 3076.2 1 1.60 j 1.15 1.1 1 1.05 1.15 700 1 825 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56 208.981 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 511 0.9788 II 4101.6 1 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1028.38 558.27 475.961 379.05 0.80 156.73, 0.345 f I I I 1I ..._.__- 1 H 1.5-F#2 I 16 1 7.7083 16.8 3132 4.8551 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 1378.83 1031.58, 506.18 0.49 76.291 0.059 H-F#2 1 1.5 16 I 9 19.6 3132 4.231 0.4544 3132.4 1 1.60 1 1,15 1.3 11.10 1.15 850 1 405 1300 1 1,300,000 2,033 5061 1644.5 1011.45 837.571 506.18 0.60 90.611 0.089 H-F#2 1 1.5 16 1 8.25 18.0 3132 4.0651 0.3479 1 3132.4 1 1.60 '. 1.15 1.3 1 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.5 1203.70 946.771 506.18 0.53 73.171 0.062 SPF#2 1 1.5 16 !7.7083 16.8 3287 4.8551 0.3304 3287.1 1 1.60 I 1.15 1.3 1.10 1.15 875 i 425 1150 1 1,400,000 2,093 5311 1454.751 1484.89 1015.45 531.23 0.52 76.29, 0.057 SPF#21 16 I 9 19.6 3287 4.231 0.4750 i 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 I 425 1150 11,400,000 2,093 5311 1454.751 1089.25 850.16 531.23 0.62 90.611 0.085 SPF#2 I 1.5 16 i 8.25 18.0 3287 4.0651 0.3750 i 3287.1 1 1.60 1.15 1.3 1 1.10 1.15 875 I 425 1150 1 1,400,000 2,093 5311 1454.751 1298.30 945.38 531.23 0.56 73.171 0.059 i I I . I 1 SPF Stud 1 1.5 16 1 14.57 50.0 255 4.23 0.9959 2091.8 i 1.80 1 1.15 1.1 1 1.05 1.15 675-I 425 725 1 1,200,000 1,366 5311 875.4381 144.26 139.021 64.78 0.47 588.43 0.779 ___..._ 1 I -. _. SPF#2 1. 1.5 5.5 16 1 19 41.5 935 4.855 0.9925 I 3287.1 1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 11,1.400,000 2,093 5311 1454.751 244.40 235.321 151.11 0.64 463.51 0.580 H-F#2 1 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 1.15 850 405 1300 11,300,000 2,033 5061 1644.51 226.94 220.141 139.80 0.64 463.511 0.594 Page 4 D+L+S+.7E CT#4028AB I I 1LOAD CASE 1 (12-16) 1 (BASED ON ANSI/AFBPA NDS-2005) ISEE SECTION: 1 2.3.1 1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor i i D+L+S+El1.4 i I c i 0 80(Constant)> cBon 3.7.1.5 1 1 _ i ; __ __ __ Cr -__ Se r ......_ _._ _._-..........._....__ KcE 1 0.30(Constant)> ;Section 3.7.1.5 1 1 L ij Cf(Fb)1 Cf(Fc) NDS Cb 1 (Varies > (Section 2.3.10 1 Bending Comp.'Size Size(Rep. Cd(Fb)1 Cb Cd(Fc) I Eq.3.7-1 ( WidthL NOS 3.9.2 Max.Wall duration durationfactor factor use 1 Stud Grade' Depth Spacing Height Le/d 'Vert.Load Hor.Load <-1.0 Load al Plate Cd(Pb)Cd (Fc)1 Cf Cf , Cr Fb Fc perp; Fc E Fb' Fc perp Fc• Fce F'c fc fc/F'c (b fb/ 1 in. In. in. 1 ft. 1 p# psf pif 1(Pb) (Fc)I psi psi psi psi psi psi psi psi 1 psi psi psi Fb'•(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD! I I I 1 H-F Stud I 1.5 3.5 18 1 8 27.41 100 5 0.1653 1993.4 1.60 1.15 1.1 1.051 1.15 675 405 I 800 1,200,000 1,366 506 986 478.521 415.71 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4i 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.051 1.15 675 405 800 1,200,0001 1,366 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 ( 1.1 1.05 1.15 675 405 1 800 1,200,0001 1,366 506 966 478.521 415.71 252.70 0.61 104.49 0.162 H-F Stud I 1.5 3.5 8 1 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 1,366 506 966 478.521 415.71 252.70 0.81 104.49 0.162 I INTERIOR WALLS(2)01 SPF STUD I I SPF Stud 1 1.5 3.5 16 1 8 27.41 1001 5 0.1654 2091.8 ' 1.60 115 1.1 1.051 1. 15 I 675 425 ! 725 1,200,0001 1,3661 531'875.438 478.52, 407.53 25.40 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 18 ' 8 27.4 1045! 5 0.7876 2091.8 1.60 1.15 1 1.1 1.05 1.15 875 425 1 725 1,200,000 1,3661 531 875.438 478.521 407.53 265.40 0.65 208.98 0.343 SPF Stud I 1.5 3.5 8 r 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 1 675 425 ! 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 1 875 425 I 725 1,200,0001 1,366! 531 875.438 478.521 407.53 252.70 0.62 104.49 0.162 1 I I 1. INTERIOR WALLS(2X41 DF-L STU12 - I -- -_1 1 DF{Stud 1 1.5 3.5 16 i 8 27.4 1001 5 0.1574 3078.2 1.60 1.15 1 1.1 1.05 1.15 1 700 625 1 850 1,400,0001 1,417, 781 1026.38 558.271 475.96 25.401 0.05 208.98 0.155 DF-L Stud! 1.5 3.5 16 I 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 1 1.1 1.05 1.15 700 625 I 850 1,400,0001 1,4171 781 1026.38 558.271 475.96 265.401 0.56 208.98 0.281 , DF-L Stud 1 1.5 3.5 12 8, 27.4 19901 5 0.9788 4101.6 1.60 1.15 1 1.1 1.05 1.15 700 825 ! 850 1,400,000 1,417 781 1028.38 558.271 475.96 379.05 0.80 156.73 0.345 IgXTERIOB WALLS H-F#2 1 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1378.831 1031.58 506.181 0.49 58.10 0.044 H-F#2 ! 1.5 5.5 18 ! 9 19.61 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1 1.151 850 405 1300 1,300,0001 2,033 506 1644.5 1011.45! 837.57 506.18 0.60 76.47 0.075 H-F#2 1 1.5 5.5 16 I 8.25 18.0' 3132 3.57 0.3404 3132.4 1.60 1.15 ' 1.3 1.10 1.15 850 405 j 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 I 1.5 5.5 16 17.7083 16.51 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.1011.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1 1.5 5.5 16 1 9 19.61 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.1011.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.251 850.16 531.23 0.62 76.47 0.071 SPF#2 ! 1.5 5.5 16 1 8.25 18.01 32871 3.57 0.3678 3287.1 1.60 1.15 ! 1.3 1.1011.151 875 425 , 1150 1,400,0001 2,0931 531'1454.75 1296.301 945.38' 531.231 0.58 64.26 0.052 SPF Stud ! 1.5 3.5 16 1 14.57 50.0' 2851 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 1 675 425 I 725 1,200,0001 1,3661 531 875.438 144.261 139.02 72.381 0.52 494.93 0.727 1 -- 1 - t- -- SPF#2 ! 1.5 5.5 16 1 19 41.51 10201 3.57 0.9910 3287.1 1.60 1.15 ! 1.3 1.10 1.15 1 875 425 11150 1,400,0001 2,093', 531 1454.75 244.40! 235.32 184.85 0.70 340.83 0.500 H-F#2 1 1.5 5.5 18 . 19 41.51 945! 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10 1.151 850 405 1 1300 1,300,0001 2,0331 506 1644.5 226.94! 220.14 152.731 0.69 340.83 0.513 Page 5 fir1 F 0 R T E'' MEMBER REPORT Level,Floor:Joist PASSED V 1 1 piece(s)9 1/2rr TM® 210 @ 16"OC Overall Length:10'4" s 9'9" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual � � ,; ' z • System:Floor Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3021 @ 6' 3000 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) 0.192 @ 6' 0.248 Passed(1/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.260 @ 6' 0.496 Passed(1/458) -- 1.0 D+1.0 L(All Spans) Ti-Pro""Rating 58 40 Passed — — •Deflection criteria:LL(1/480)and TL(14240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the dedc 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 n 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. 1 Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Residential-Living Areas 2-Point(Ib) 6' N/A 250 660 V,;;;;;r ,.-... H-�, ri „3.. ,, as` jZ,Z}SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the suing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I Forte Saftware':Dperator ,lab Notes 10/14/2015 9:16:20 AM 9icnseia Petersen Forte v4.6,Design Engine:V6.1.1.5 CT Engineering 15238—P1an5AB©9.5TJ1210.4te (206)285-4512 I mpetersen@ctengineering.com Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 ABD DL' Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 'E= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss Sans= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fv*S1 SMS= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SMi 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 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SpS= 0.72 h„ = 29.53(ft) SD1= 0.44 X = ' 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020`ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1%ASCE 7-10(Section 12.8.3) TL_ 6'ASCE 7-10(Section 11.4.5:Figure 22-15) CS=SDS/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(RMIE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(S01"TJ/(T2*(R/IE)) (for T>T 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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *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' 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025' 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025' 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00; SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 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 42.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- --- Building Width= 37.0 45.0'ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 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 Ps3o D= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kn= 1.38 1.38 Section 26.8 windward/lee= 1.00 __'__1.00 X*Kn*lw*windward/lee : 1.38 1.38 Ps=X*Kzt*I*poo= (Eq.28.6-1) PSA= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA and C average= 26.8 26.8 psf Pss and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00, 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 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.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00' 0.00 0.00' 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESStsheathing=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 tshealbing= 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 LatLc)ng .net 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 Place Name € ; 39th ways &40th pl s, seatac, wa I Find I Add the country code for better results. Ex: London, UK • Latitude Longitude • 47.412415 -122.283440 I srlffroisLziakyd�)1.9k G+1=° 957 i Tweet 96 x http://www.latlong.net/ 9/24/2015 Latitude and Lo/md Finder on Map Get Coordinates Page 2 of 23 • V , . • a < : 252 ? 5??G .y � . . . : ( . . . 7." http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 MS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1til1t611 a s 7 3 iM Vii/ sir Aiiaulkie i elf Ott ♦ ;,; j �T 5c-eons ,v ¢ • Al/PA Elf! 1CAy T atm nnvioquestv USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S, = 0.423 g SM: = 0.667 g SDl = 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. MCE*Response Spectrum Design Response Spectrum 0.00 1.10 0,10 0. 2 029 0,0► o, o.s4 004v 4 41 0,40 A 0.53 4r 4t 0,12 4, 0.24 0; 2 1G #:11 0.00 4 8 X4,00 4T 0.20 0.40 0.00 0.00 1.00 1.2* 1.40 1.00 1.10 /AO 0.00 0.20 0.40 0,40 Dm 1.00 1.20 1..40 1.00 1,00 2.00 P4rriad,T( Period,y C 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= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 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= D 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 Qo= 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 SDs= 0.72 h„ = 29.53(ft) SD1= 0.44 X = 0.75 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) S1= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(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„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h.k 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 50.0 ft. 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 Ps3o A= 21.6 21.6 psf Figure 28.6-1 P830 B= 14.8 '.. 14.8s.psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 PS30D= 11.8 11.81 psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kzt= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00' X*Kzt*IW*windward/lee : 1.38 1.38 Ps=X*Kzt*I*poo= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof -- 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B). 37.58 V(S-S)= 44.07 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.008 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00' 0.00 0.00` 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.58 V(SS)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 V(F-B)= 22.55 V(SS)=. 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheathing= 7/16 NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 : 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheaming= 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 S18.2 �..„. � (,51 ,0111=1=100-1 Blb Bib i e 1 1 c. J 0 c 0 0 P6 MI 'L_JJ' F!) Li p"-----1 al 0 >5;' Li....wil - Rl A 0 c-D _, L__....1 m I m C P6 Fla Fib F1c F2a F2b 0 0 I 0 0 0 S18.2 P4 61) 4 STHD14 ©® STHD14 59.0 ®m STHD14 6x10 HDR • . / •b -. 4 1/ .1: ._ / I: 1 i b2%, -,yso . Ij bib 1 ; b3 , iZ.- i// 1 I I I - 1 (� t o � / !G 111 /-,// N `;- %' I, 2x LEDGER Z [7 ° i > o 7 IIIIII 111 En U E I I , Q Q, o°1- r42x4 FRAMING a AT 24" O.C. a R3 2 io IN �--6,'—r) 4�y AtuFO- -- - BEAD-FB- -3 5x-10- s9.o I II x ,&, I . - -GARE--- 4x10 \\� 1 {C J H NOR�4t10 FOR, rico �' I. .) -�— \ J J I\ STAIR` / A IE I( S 11 S H 4 STHD14 THD1 \\FRAMING/ OPEN Nil 10 TO P6 'll---,_---- j- I \ / BELOW ,I N A / \ '2 / \\ • AiNkS9 / \ \1 F- --- / \ I STHD14 %1111, STHD"4� , 4 0 ' 3.bx12\BIG BEAM FB 1 5.5x18 GLB H)R r, n n `J S TAIRl ( }r } ti 6X6 \ C ��/16 L S9. --- ----_> 1 R2b S 59.0 L o IS r v r n 1 Io z N E L IN I 1 i} N jl ic J .11 2 �.� OM1 N F3 © i 0-2x11 HD: o J F4 � ____\ , 5.125x12 GLB HDR i_ - \I n n sTHo1a� srHo ir � R2 S : 2x10 HD'2)2x1C HDR 2)2x1) HD '. . 19.1 I A , AM 2x LEDGER STHD14 0 8 THD14 dY"' (2)1 1 0 HDR I � St.2 I I MONO TRUSSES 5 AT 24" O.C. 59.1 ROOF FRAMING NOTES 1 :: ,e --'-''''22\ � ____ 7 111111111"11DF 6x6 PT OST.."7-71 \ U O U H,- c,:a a¢ co in In N N O STHD14 -�COG� / aniD1. 00 sTHD14 D 4r10 HI A I A 4d0 HDR" 4J0 HD$ n4x1 HDR Ab5b 1 b4b 1.5a C r3.• �J K U O S t :a ,�In N p REN R5 3.5: �emo merI�.i� ►UM I pis -_, MIN _- -STAIR FRANIN ` 7 FI IR I - --. II I I ABOVE I II Garl • -PPOVIDa I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKIN BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARIN WALL ABODE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKINGP4 'THD74 ST-I014 • � UNDER BEARING WALL ABOVE //i,//////J/,iii/ii ,/i/i/yiii i;/iiiiii_ii1/. • STAIR l I I • 0 18 ti r o. 56.0 j j • • ADDED ANOTHER JOIST Q • SUPPORT (PER RODNEY) o 1 • _��� 4X8 HDR ��_. ... 7 S6.0 ; L3 • R4 , Z,•3 • r • 9 • S6.0 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 9.09 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 9.09 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unei Ue„m OTM ROTM Une Usum Us„m (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) P (plf) (Plf) (tip-ft) (kip-ft) (kip) (kip) (tP-ft) (kip-ft) NO (kip) (kip) Ext L1 1030 45.0 45.0 0.89 0,15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 EVnme 9.09 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max aspect= 3.5 SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) 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 LDL elf. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM tine Usum OTM RorM Unet Usum Usum (soft) (ft) (ft) (klf) (kiP) (kip) (kip) (kip) p (Plf) (Of) (kip-6) (kip-ft) (kip) (kip) (kip-ft) (kiP-ft) (kip) (1P) (kip) Ext L2 1008 4 45.0 45.0 1,00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 6.13 Ext R2b* 564.5 10.7 17.9 1.00 0.00' 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 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 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6.50 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1_00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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: * 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 klps Design Wind F-B V i= 6.74 kips Max.aspect= 3.6 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. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL en C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„et Limn OTM RoTM Unet Unum U.um (sqft) (ft) (ft) (WO (WP) (WP) (WP) (WP) P (Plf) (Plf) (WP-ft) (kip-ft) (WP) (WP) (WP-ft) (WP-ft) (WP) (WP) (kiP) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 '10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=Leff. 6.74 15.81 1.28 8.76 EVwind 22.55 EVEQ 10.05 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL,ry, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RQTM U,ei U,,,m OTM RoTM Un-i U,,,, U,,,m (sqft) (ft) (ft) (WO (WP) (kip) (kiP) (kip) P (Plf) (PIO) (kip-ft) (kip-ft) (kip) (kiP) (kip-ft) (kip-ft) (kiP) (kip) (kip) Ext B1a* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6174 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4.90 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 P6T14 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 1,35 Ext B1bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 205:9 2.5 [ 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 Ext Fib* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4.40 Ext Flo* 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 4.38 438 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 d 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 00.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- o 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=Leff. 10.66 0.00 4.74 0.00 E V,„„d 10.66 E VEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min,Lwall= 2.89 ft. per SDPWS-08 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 eff C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rolle Unet Us„m OTM Ram U„et Us„m U,,,m (sqft) (ft) (ft) (MO (kit)) (Rip) NO (kir)) p (plf) (p11) (kip-ft) (14-ft) (kip) (Wp) (k110-ft) (14P-ft) (kip) (WO (kip) Ext 82a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 487 Ext 82b:" 126 3.9 8.9 1.00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 463 0 0,0 0,0 ,1,00 0.00 0,00 0.00 0.00 0.00 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 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50.4 2.0 '; 10.0 1,00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0,301 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 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Staid 620.9 10,5 110.5 1.00 0,20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ': 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 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 2016 2016 42.9 42.9=Leff. 7.88 10.66 4.02 4.74 V,„„d 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= 3.6 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V I= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en C w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM U,, U,m OTM ROTM Use, Usurn U,m (sqft) (ft) (ft) (Wf) (wP) (kiP) (kiP) (wP) p (Plf) (PIt (kiP-ft) (kiP-ft) (kiP) (kiP) (kip-ft) (kiP-ft) (kill) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext B2b* 79.04': 3.9 8.9 1.00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4.27 0 0.0 "0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Baa* 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 3:30 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Carl 359.3r 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 lnt 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 1 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 --'0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0,0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1:00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00'rr 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EVA d 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;fl. 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 LDLeH. CQ wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM RoTM U�et Uem OTM ROTM U„ U,u, Usum (soft) (ft) (ff) (kif) (kip) (kip) (kip) (Rip) p (plf) (pif) (wP ft) (wP ft) (Rip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 81a* 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 1.90 190 Ext B1b* 597.1 12.5 19.0 1.00 015' 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 3:66 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a' 171.6 2.8 5.3 1.00 0.151 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 34.7 0 0.0 0,0 1..00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 Ext F3ab* 171:6 3,3 5.8 1.00 0.15' 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2,64 Ext F3ab* 171.6 3.3 5.8 1.00 015 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2.64 0 0.0 ? 0.0 1.00 0.00. ' 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00I 0,00. 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0,00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1`.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0,00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40,7 40.7=L eff. 10.66 0.00 4.74 0.00 EV",,a 10.66 EVE0 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V I= 7.88 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 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 ett. C p w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RorM Line Dsum OTM RQTM Dost Dsum Vaum (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Plf) (pif) (kip-ft) (kip-ft) (kilt)) (kiP) (kip-ft) (kiP-ft) (kip) (kiP) (kip) Ext B2a* 141.1 4.3 R 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 4:62 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 447 01 0.0 G 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9' 7.3 16.6 1.00 0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 3.1-7 01 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F4 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F6a* 121 2,0 5,5 1,00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 4.40 Ext F6b* 141.1 2.4 5.9 1.00 0.30' 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 3.33 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gari 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 Staid 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0,0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 D,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 Vwlnd 17.06 E VEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD_DL ID: R2ab r' 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 ► ► v hdr eq= 137.6 p/f -► •H head= A v hdr w= 248.3 plf 1.44 vFdragl eq= 222 F2 eq= 948 Fdragl w= ,41 F2 1709 H pier= v1 eq= 226.6 plf v3 eq= 226.6 plf 2.6 v1 w= 408.7 plf v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 . Fdrag3 eq= F4 e•- 948 feet A Fdrag3 w= 401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 plf 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 ♦ UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 1 0 1 01 0 Hpier/L1= 1.04 1 10 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w dl= 300 p/f V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds ► v hdr eq= 162.9 plf -► •H head= A v hdr w= 293.8 plf 1.44! Iv Fdragl eq= 274 F2 eq= 133 • Fdrag1 w= -*4 F2 . 240 H pier= vi eq= 229.5 p/f v3 eq= 344.3 p/f 6.0 vi w= 414.0 plf v3 w= 414.0 p/f feet H total= 2w/h= 1 2w/h= 0.666667 10.04 1 Fdrag3 eq= 4 F4 e.- 133 feet • Fdrag3 w=494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= vsill eq= 162.9 p/f 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 y UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 25 L3= 2.0 Htotal/L= 1.17 10-41.4 Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD_DL ID: B1abc' w dl= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► ► v hdr eq= 68.3 Of ► ► AH1 head=n v hdr= 153.5 plf H5 head= A 1.31 v Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 :drag6 eq= 84.8 1 v A Fdragl w= • 2 =drag1 175.1 =drag5 w= ••3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 plf v3 w= 245.3 plf v5 w= 245.3 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 V Fdrag3= •..3 Fdrag.- 78.0 feet A Fdragl w= 97.22694 =dragl w= 175.1 :drag7eq= • 8.8 Fdrag8e• 84.8 v P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= vsill w= 153.5 plf H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 w v UPLIFT -745 -91 \L 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 10-4 H ►A ►A ► 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 plf 1.06 ',v Fdrag1 eq= 264 F2 eq= 263 • Fdrag1 w= '3 F2 . 590 H pier= v1 eq= 182.1 p/f v3 eq= 182.1 plf 5.0 vi w= 409.1 p/f v3 w= 409.1 p/f feet H total= 2w/h= 1 2w/h= 1 9.06 7 Fdrag3 eq= F4 e.- 263 feet • Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND Hsill= vsilleq= 81.Op/f 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 v UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 i 0 1 ►t ► Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238.5 ABD_DL ID: B2ab w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds v hdr eq= 146.7 p/f ► •H head= A v hdr w= 317.1 p/f 0.88 v Fdragl eq= 308 F2 eq= 279 Fdragl w= .5 F2 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 plf 4.4 v1 w= 471.8 p/f v3 w= 471.8 p/f feet H total= 2w/h= 1 2w/h= 1 9.8 Fdrag3 eq= 1• 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 plf feet OTM 17542 37913 R OTM 20093 14884 UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 1 10-1 ►- ► 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 p/f •H head= A v hdr w= 201.0 plf 1.03 V Fdragl eq= 709 F2 eq= 365 A Fdragl w= ,92 F2 , 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 p/f 5.0 v1 w= 435.1 p/f v3 w= 435.1 p/f feet H total= 2w/h= 1 2w/h= 1 8.09 v 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 plf 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 v • UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 4 --4 ►A ► Hpier/L1= 0.74 ► 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 VI w= 617.2 pounds V3 w= 731.4 pounds ► v hdr eq= 57.7 plf •H head= A v hdr w= 118.6 plf 1,03 v Fdragl eq= 185 F2 eq= 219 • Fdrag1 w= >0 F2 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 p/f v3 w= 265.6 p/f feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 . I Fdrag3 eq= : F4 e.- 219 feet A. 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 p/f feet OTM 6576 13526 R OTM 14544 10773 y • UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 110-4 ►4 ► Hpier/L1= 3.00 Hpier/L3= 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing M 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: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 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 Reinforcing111 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% ISummaryII 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 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engiineenng Software 15238_nverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria I Soil Data 1Footing Strengths&Dimensions M 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 Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footingpoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary il Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 525 psf OK Rebarianeszs = 8.00 Soil Pressure @ Heel = 382 psf OK Size # 4 3,000 Rebar Spacing = 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Datafm psi Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= 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-it 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: KW-0602997, W-06 Page 2 1 User.3-203ENE,Ver CALC nine: 003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_Sabd.ec�v:15238-SA Description CANT RET WALL H=2'NO SOG _Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 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,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 9 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 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 FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 4 Stem Construction 1 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 Thess Soil Pressure @ Toe = 1,266 psf OK ebaSiz = 8.00 R Soil Pressure @ Heel = 128 psf OK Rebarr Size # 4 AllowableRebar Spacing = 18.00 = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall _ Overturning 2.56 OK Stability Ratios Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Gales (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 Added Force Req'd = 0.0 lbs OK fm psi Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 1Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_rivertertace5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments 111 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 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 9 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria 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 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction 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 Soil Pressure @ Toe = 1,547 psf OK Theibanes = 8.00 R Soil Pressure©Heel = 205 psf OK Rebar Sizz e # 4 3,000 Rebar Spacing = 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored©Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (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 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting - Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 2 _(cj1983-2003 ENERCALC Engineering Software 9 15238 riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw.15238-5A Description CANT RET WALL H=10' NO SOG Criteria Soil Data I Footing Strengths&Dimensions r Retained Height = 9.50 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 = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 3.50 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 r Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction 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 Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Size # 5 Soil Pressure @ Heel = 744 psf OK Rebar = 3,000 Rebar Spacing 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf fb/FB+fa/Fa 0.806 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 Overturning Wall ertrnin = 2.87 OK ty Ratios 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 Fit. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# 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-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 `(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5A Description CANT RET WALL H=10'NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 -Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 15238 nverterrace5abd.eow:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 1 Soil Data 1 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 = 35.0Toe Width = = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi'n Summa Stem Construction ` 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 ThSoil Pressure @ Toe = 1,810 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar = # 5 3,000 Rebar Spacing 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding 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 M 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-it 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 RetainingDesign Wall Page 2 (01983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments I 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 'A4) ASD Allowable Design Values per Frame Segment Minimum Maximum Ultimate Load Width(inches) Height(feet) Load(pounds) Shearm(pounds) Deflection(inch) Factor 8 ' 2,780 1,000 9 30444F 0.32 2.8 16 —...41-11-P 10 2,180 600 6--c,,o. 0.40 3.6 8 4,720 .... -tt-it- 1,700 /- /• 0.32 2.8 24 ,-.*HT 10 3,630 1,000 l'&1.... 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor=(1-(0.5-SG)],where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. (c)Values are for o single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=.2x,three=3x,etc.). (d)Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold downs EXTENT OF HEADER DOWSE POFLTAL FRAME OWO BRACED WALL PANELS) , 1 EXTENT OF HEADER ---•-/J SHEATHING FILLER• SINGLE PORTAL.FRAME(ONE BRACED INAU.PANEL)---- '" li.........AI , IF NEEDED L ' , • t ' 4•:::•..../.'.: •-..-...v., ',,' 't .. •r'" '''.t..- /1„ y:'i..; 1 ,........„,.-MIF.s•x ri.2s•rser HEADE.:R--,„ .,7". .r.V.,IF.L.1 't'..•-•''-•,:\''';-•/•...7,Z.:";11-,..0 at--,-;......:-•-,,',.7.,I:•,.. =. trc..''...';`..,' . 1 1 , - •1 P* I r, ,,,, tY TO 11,-------------• ..i • .1 , I . •.I.,:. ' , ''''FASTEN TOP PLATE TO HEADER WITH TWO vocie .! •• TYPICAL PORTAL---- .._ : 160 . . I.I.'."'-‘,.., - --.., RCNItS OF MD SINKER NAILS Ai 3"0.C.TYP sTRAp REF_ ,.•,,'..! I . SINKERS . CONSTRUCTION L.'. ';•. 2 ROWS 0 STRAP t.' 11, '^ 1000 LBSTRAp OPPOGTE SHEATHING to.LSTAZM i I Li' ;. etsr-No .,4 J. : LSTA24) r 't RASTER SHEATHING TD HEARER WITH I'D CRAPACRI a0 11' P°R A PARR'\ 11'''. I 1. GALVANIZED BOX NAILS IN T 0100 PATTERN AS PRONN AND i•,: RPUCE.OP \:1 .':,: ' .-•-'MIN.2X4 MAX, 1.4. ., 30.0 IN ALL FRF•MING(sruos.sicaoris.AND SILLS)Tyr,. ,'[ REECED).PANEL' .,. .'.:j I I EDGES SHALL c FRAMING HEIGHT I.I, '- „..----•W11204(SEE TAaLE i) ,1 I OCCUR OVER AND 'T -• TYP. •'..I BE NAILED TKI "' J., • • _, 3 `q- i;: CONSION.BLOCK. 11 '.] ING AND OCCMFI I J.; 3 1 1°, tr 11 WITHIN MIDDLE Zir 14, i 1 - • --.--'MIN.(2)2X4 /• • CP WALL HEIGHT. !4.., 4 TIE MEV(2)2X4 i ONE ROW OF 31 DOWN 1 I , • i - ,' ) ''' Ber NI'N.THICKNESS WOOD I '. 0,C,INUIJNG IS L. 1 : DEVICE i --- STRUCTURAL PANEL SHEATHING i • RECK/FREON EACH I (REF P40 .,,... .., .r, PANEL EX/GE 801014) I _....,„ ...--,-,'Milt 4200 LB STRAP TYPE TE-DOWN cevrce ostazeocco , : INTO CONCRETE AND NAILED INTO FRAMING).INSTALLF.13 , LB I PER NA ACTURER(REF NO.ETHD14.) •••14.-, UEDNN .--I•t--.: ----'MIN.21C210/16'PLATE WASHER , Device int-F. . — OW WITH . ,, 7 . . /....' I - ONE WANCHOR BOLT I'MIN EM -.., NO=VON 1 BEDMENT , a ...I. , . I ?-•' ,‘.."... ;I . • .•."-' FOIJIDATION - 4 PER CODE i-•i . ' - 4-•••••A SECTION A-A pi,.NT ELEVATION Zglagagati (ONE PORTAL FRAME SEGMENT) . Ner 4r141 wt/ 0 )350 D F." ISS lot dr/fp 0676r1) 2 0 2010 APR.-The Engineered Wood Asvcianon �P Roseburg J3 MAIN 10-13-15 11:02am Forest Products Company 1 of 1 CS Beam 4.21.0.1 lanBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T 19 7 0 O 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#(395plf) 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" Li514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snovv=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrofgTfe Copyright(C)2015 bysimpson Strong-lie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as whenm 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 J4 BASEMENT 10-13-15 r4Roseburg 11:01 I Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 X °-.. ..,sx st"°, 1060 1000 7- 2060 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 302# -- 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# -- 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p10 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" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stay-1101e Copyright(C)2015 bysimpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663