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Specifications (49) oo\) CT ENGINEERING' Structured Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RPrr #15238 APR 6 2017 Structural Calculations CII\'OFTJGARD BUILDING DIVISION PRO / River Terrace ,�� 04G'so '. Plan 5 DL F • td Elevation A � A,RE I I1. Tigard, OR 4)0-s T CO ��I�S 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. 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 0'6S 0'6S 9l 91 r ssnai 31849 1 r E I ■ SSn. 8V9 ■ 4, , II I rZTE,� ETE.e F__ _1,-,-," ,_VS'ZH(Z) .1.0 VSZH(Z) 4 HO.xZ(Z.&CH OLx;=1. v971-1(Z) .1.0 ' VS ZH(7 1 x r,, Z as :.>:'::. :i:::. .: . �_ �� sa sws s® sx*al ::: :::f:.:.:_::.::::':::::: p -cx to i TTE'32i .re Ear ::::.:'•'l:::::::':::::.r:. •to x 1 : .::.::7: U3 '.:7:. :. ::: :.. 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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 [limber 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 Fir- Douglas Fir- Douglas Fir- Larch,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 Data r 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 Reactions @ Left End DL lbs 1,612.50 3,045.94 2,336.25 LL lbs 2,687.50 5,076.56 3,893.75 Max.DL+LL lbs 4,300.00 8,122.50 6,230.00 @ Right End DL lbs 1,612.50 3,516.56 1,436.25 LL lbs 2,687.50 5,860.94 2,393.75 Max.DL+LL lbs 4,300.00 9,377.50 3,830.00 Deflections Ratio>240! 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 A 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 (01983-2003 ENERCALC Engineering Software 15238 nverterrace_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 ■ RB.al RB.a2 RB.a3 RB.a4 RB.aS RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,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 LLLLL■ 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 fb: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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II 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 1 4 ©Q 59.0 0 STHD14 ■ STHD14 ,' 12 HD STHD14 6x12 A.S 6x12 HDR 6x R ‘----1B.-2 B.a3 _ B.a4 B.a3 \.■ • I i ti r '''':% -----' I i 1 I (�N 1 :c.1 --:-C'x //// //// __ -� \- ♦ -- •-• �__ w 2x LEDGER Ln 0 mz I 1 Ia m F-' 1 I1 4-- -�y1 Z N ■ 107 f C a._ 1 , c4 FRAMING 0 1-- 1 AT 24" O.C. . a — _J B.a10 B.all B.a12 m 1 � --V'r'"-- - -.3.5x_4.8.G-BEAM-813- ---- " . BEfi"f& 3. c-i D.S-GLH FTDR 59.0 � P4 I iS..a8 , B.a9 © vi I 4x10 i `� I r F!I1c14 HDRgni 4R10 FOR r. .T 1,\ ce ---- i�_'`\I \ STAIR / m P6 I,U �I'"_II STH\r,,,,4 ST4D14 P4 "THDI \\FRAMING/ OTOEN o V. if -- --= r BELOW r to N / ` 3 • / \ S9.0 I 1 F---- / \\ ! STHD14 P4 STH014 I 1 1 � ©- x -•BIG BEAM FB I___I 5.5x18 GLB H)R ;�■�'� `© r� I B.a14 B.- 3 6X6 ; 1111 0 16 S9.. 1 1 1 S9.0 �l G L_ - M ;n 01 ✓zl.� -' � Ln I In r. L_B.a18 c` Io n a_ B.a16 f2) 2x10 HDR I x n M M ai o \1 5.175x12 GLB FOR i --_--\7 n n M n �I fes/ t B.a15 dm SING a P3 STH 14.`- P3 ® ^2x10 HD 2)2x1C HDR 2)2x17 HDF 1 ® irn ® Fil 14 2x LEDGER la.a17 / STHD14 0 8 THD14 S9.0 I I L____ � (2) 2c10 HDR i S1.2 L MONO TRUSSES 5 AT 24" 0.C. S9.1 1 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist _(c)1983-200-2003 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 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 Han 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 LResults Ratio= 0.3169 0.8731 Mmax @ Center in-k 12.67 62.79 @ X= ft 3.25 1.25 fb:Actual psi 296.3 850.5 Fb:Allowable psi 935.0 990.0 Bending OK Bending OK fv:Actual psi 27.0 157.2 Fv:Allowable psi 150.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 @ Right End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 Deflections Ratio OK Deflection OK Center DL Deft 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 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Descripti9e r, 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(1 of 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x12 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 5.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 11.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 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 Results Ratio= 0.9478 0.8320 0.3907 0.9039 0.1230 0.7087 0.8334 111 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 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 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 (01983-2003 ENERCALC Engineering Software 15238 riverterrace5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams(2 of 3) [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larch,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No Center Span Data r Span ft 3.25 3.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 LL lbs 520.00 520.00 @ X ft 3.000 8.000 Results Ratio= 0.2425 0.2066 0.0703 0.0694 0.8501 0.1672 0.5798 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 II 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 Descriptiori 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.eav:15238-5A Description 15238-5A-Top Floor Beams (3 of 3) [Zimber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a15 Bath B.a17 B.a18 FP.a DNE Timber Section 2-2x10 5.125x12 2-2x10 2-2x10 4x10 3.125x13.5 Beam Width in 3.000 5.125 3.000 3.000 3.500 3.125 Beam Depth in 9.250 12.000 9.250 9.250 9.250 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir,24F- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir,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 enter Span Datail 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 *Kt 360.00 108.50 125.00 320.00 200.00 Start ft End ft Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs 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 L/Defl Ratio 19,542.6 702.0 7,316.7 9,678.2 10,506.1 6,936.1 Center LL Defl in -0.003 -0.509 -0.014 -0.007 -0.012 -0.075 UDefl Ratio 10,476.4 377.3 4,390.0 5,106.6 4,849.0 2,439.1 Center Total Defl in -0.005 -0.782 -0.022 -0.011 -0.018 -0.102 Location ft 1.500 8.000 2.500 1.500 2.500 7.665 UDefl Ratio 6,820.2 245.4 2,743.8 3,342.8 3,317.7 1,804.6 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 2 User.KW-0602997,Ver5.8.0,1-Dec-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) Cantilever DL Defl in 0.010 Cantilever LL Defl in 0.028 Total Cant.Defl in 0.039 UDefl Ratio 1,241.3 A 4 . BB.a5. ---.....--7-1.7176.--- ---.7 T 6x HDR —_ --'-'-'-'22.,„,.„,. 6x6 PT 'OST U Y O U I-•f- aa N N O S1HD14 (P4 S-'; STHD14 0 0 STHD _ ' 4x10 SDR 4710 HP• 4410 HDR �4x 0 HD 4x1C HDR " BB a 1 BB.a2 BB.a3 BB.a9 BB a3 _ SIM SIX C 173--\ ,...29 C cc O O o _J= CL,-N I-^ --t C n Q .--,Cr) c.O r 4J- N I PCL ,x4-_- 1 � --STAIR FRAAIINO--''-'j F x6 •0 ENC JOTS- HE ><-` 1 FI IR I �� _i '2614 • I ABOVE I II ��—'I- L--__J BB.a6 -PPOVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKING Pa UNDER BEARING WALL ABOVE �`THD14 sri//, %////////////////i//,Pse//i////./Aw ////////////i• 1 I u 18 ti r o� 56.0 . of N \ / IL 0I ADDED ANOTHER JOIST ,--1 N O 4X8 HDR CS.al € 7 S6.0 r T -i 9 S6.0 A 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-Bottom Floor Beams Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.al BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 UDefl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 a r---1 o� 1 I 4'-11" 4 7-6/4• { T-64" ® {" N r --I L__J I I L$I I I24%24x12-FTG. L_ J W/(3) N4 E.W. lei n 1 . 40'-0" 1 14-113(4 4' 0" 1'-10y4 19'-2" r--1 I-10-ow t, %•+----Hi i i.o.s. L__J 31f c SLAB 1-9.-546-1 10 Is, T.D.S. STHD140 Sr D14 56.0 r-- STHD14 I r ,iHiiiiiiiHiii ii _ -, 1 AI 18 ® I-9'-31/1 2x4 PONY WALL COZEN 18 Cr m 56. S6. e ,o o-d-7.-11T43.1 I-7'-11114" to a 18 78 6. S6. • 3'-644 6•-3" 6•_3• 6'-3" 6'-3" 6'-3" 3'-64/4.- b P-4'-1144• 1 t i �-�11 a I'i r+7 r-I-, r-I-,__,..... ±.11÷#514341275__j_...r-I-, r-I-n r-I-' rjI - 18 L__ L__J L__J L__ L__J L__J o I s. !Minn FTG1 CS.2 ® ' i0 . BASEMENT 16 ®o FINISHED FLOOR 1-2'-1144"1 D4 15'-8V , ♦ 4'-11" 3'-8" ♦ 4'-5) } 11'-3y" I - • 7 I 18 LIii I [ J- -[ -- -- � e eis__J I 1. -a-{-7'-2Ye•� FTG2 •.. 1-1-214"I e 2x4 PONY I " I ®� ®' / I / WALL -2Ys �� 1-1'-2141 'mac .1 _-1-1'-2441 J 11 sTHD14P4 I P4 STHD141 -T sTHD1 sTHD14� i'- y` N N C)- 6 J ® r `1 20'-0 " 1 8.-8,4" 11.-3Y4- :I_, m^: -FRAMING FOR FURNACE 1 30'x30",.10 .-PROVIDE.I-01ST 'Ii 0 -7 PLATFORM ABOVE '� a —THICKENED SLABel J "#4 EA. WAY PQNY WALL . -1- ADDED ANOTHER JOIST1 I ---. _ - SUPPORT (PER RODNEY) I - L STHD74 STFI014 1. 1 -.2x5 PONT.'W.cLL FOR •. 4 4 WC= SLAB 1 INSTALL CONTINUOUSLY BEARING WALL ABOVE ` "-c S6.0 s SLAB SLOPES DOWN 314" OPERATED MECHANICAL -FIXTURE 1 0 -. FROM BACK TO APRON 7VEN 11LA710N-SYSTEM ---- ABOVE ...1-� is 5 _ kT'_7HE CRAW;:SPACE-' 56.0 VERIFY GARAGE SLAB• "' HEIGHT WITH GRADING PLAN TT� ----- -_.,.' w -2V4" I -214 �-1--. J• .'CS 1 •�- f {. 0 ! I. " 8 3Y2 � ..� 11 0 � .-1. 7 �� I 3x114 BLOCK OUT 2x4ROP1Y 0 7 ®STEM WALL TY?. 1 1 WALL I. 21/4 I gR� �:0-0 u .1. j, -,:c.- r' -") a-�- - 1 flRS.T FlNISHED I II ii ©I ': 4 a .1. I-0.-51 1 STHD14. - STHD7. AM I T.0 SX;EF { .E�.n.. VI, } 2e. { 18 P3 yip6.•L•o• ? S6.7 ®Cr I S661 SLOPED DOWN I 1\1.4 • v 1 Y�' j 2 � I STHD14 o�THD14J • tJ-1 V� I N • I L _J gh g;IF CO 2-i 4 16'-3" ._ _ 4 2'-2"" T-70' 77'-8" 40'-0" Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580008 Page 1 User KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverten'ace_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 Center Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 ■ Mmax @ Center in-k 27.54 29.70 !!! @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OKIII Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS 1_-i 1 1 1 1 Code Code Code ' . Suggest Suggest Suggest Lpick LLpick Lpick I Lpick Joist b d Spa. LL DL M max V maxi EI L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL deft.LL deft. size&grade width in. de.th(in. in. .s (ps ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft) (fes (ft.) (in.) (in.) (ft.) (ft.) (ft.) -091 ratio (in.) 1 ratio 1 9.5"TJI 110 1.75 9.5 19.21_ 40 15 2380 12201 140E+08 14.71 i 27.73 15.23 14.801 14.71 0.66 0.481 1331 13.45 1131 0A41. 360 032 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 1220' 1.40E+08 16.111 33.27 16.19 15.731 15.73 0.72 0.521 1 14.141 14.29 14.14 0.471 360 0.34 495 --- ---- --------- ---- -------- 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 16.67, 0.52 360 0.38 495 9.5"TJI110 1.75, 9.5 9.6 40 15, 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41, 4951, - ---- ---- - 9.5"TJI 110 1.75r 9.5 19.2, 40 101 2500 1220r1.57E+08 15.81, 30.50 16.34 15.37, 15.37 0.64 0.51, , 14.27 13.97 1197 0.44, 384 0 351 480 9.5"TJ1 110 1.75` 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.80 17.36 16.34 18.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 P 480 9.5"TJI 110 1.75r---9.5 - 121 40 101 2500 12201 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 10! 2500 1220; 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.441 480 9.5"TJI 210 2.06251 9.5 19.21 40 10 3000 13301 1.87E+08 17.32( 33.25 17.32 16.301 16.30 0.68 0.541 1 15.13 14.81 14.81 0.46( 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 121 40 101 3000 13301 1.87E+08 21.91 53.20 20.2619.061 19.06 0.79 0.64--- 17/0 1T32 17 32 0.54 384, 0431_ 480 • 9.5"TJI 210 2.06251 9.5 9.61 40 101 3000 13301 1.87E+08 24.49 66.50 21.82 20.53' 20.53 0.86 0.681_1_ 19.06 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70 0.567 15.63 15.29 1529 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 „1645 0.51 384+ 0.41 480 9.5"TJI 230 2.3125 9.5 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.92 19.69 19.69 0.82 0.661 1 18.281 17.89 17.89 0.56 384 0.451 480 -- -- ---- ---- --- -- 9.5"TJI 230 2.3125 9.5 9.6 40 101- 3330 13301 2.06E+08 25.811 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 -- I -I I -I-- - --- - - -- I 11.875'TJI 110 1.75 11.875 19.2, 40 10 3160 15601 2.67E+08 17.78T 39.00 19.50 18.351 17.78 0.67 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12 40 101 3160 1560 2.67E+081 22.49 62.40 22.81 21.46' 21.46 0.89 0.72 ' 19.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 110 1.75 11.875 9.61 40 101 3160 156012.67E+081 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21 01 0.66 384 0.531 480 i. 11.875"TJI 210 2.06251 11.875 19.21 40 10 3795 16551 3.15E+08 19.48, 41.38 20.61 19.39, 19.39 0.81 0.65 1 18.00 17.62 17.82 0.551 384 0.441 480 11.875"TJI 210 2.0625 11.875 --16 `40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.81 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 121 40 101L 37951 1655,__13.15E+081 24.641 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.641 384 0.52.1. 480 11.8751 1,11 210 2.08251 11.875 9.61 40 101. 3795 16551 3.15E+08-1 27.55 82.75 25.96 24.43 24.43 1.02 0.811J-1 22.68 22.20 22.20 0.69 384 0.551 480 11.875'TJI 230 2.3125 11.875 19.21 40 10 4215 165-1-3.47E+081 20.53, 41.38 21.28 20.031 20.03 0.83 0.671 18.59 18.20 18.20 0.57'1! 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 _10 4215 1655 3.47E+08 22.49 49.65 ,22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 121 40 101 4215 1655: 3.47E+08 25.971 66.20 24.89 23.421 23.42 0.98 0.781 1_ 21.74 21.28 21.28 0.671 384 0.531 480 11.875 TJI 230 2.3125, 11.875 9.6 40 101__ 4215 16551-3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0 72 384 0.571- 480 - - Y - - - 1- -1- 1 - - - - ! - 11.875"RFPI 400 2.0625 11.875 19.21 40 101 4315 1480 3.30E+081 20.771 37.00 20.93 19.691 19.69, 0.82 0.66 18.28 17.89 17.89« 0.56, 384, 0 451 480 11.875"'RFP1400 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 m 19.01 0.59 384 0.48 480 11.875"RFPI 400'_ 2.0625 L 11.875 12 40 10L-43151 1480`3_30E+08_ 26.28,-59.20 24.48 23.03 23.03 0.9A1 0.771 ' 21.38 20.93 20.93 0.651 384_ 0521 480 11.875"RFPI 400 2.0625! 11.875 9.6r 40 10! 43151 1480' 3.30E+081 29.381 74.001 26.37 24.81 24.81 1.031 0.831 1 23.03 22.54 22.54 0.70, 384 0.561 480 Page 1 IP SAWN JOISTS and RAFTERS Fb*Cr*Cf Code Suggest Lpick Lpick Lpick Lpick Joist Spa. LL DL F'b F'v E L fb L N L TL240 L PTL240 L LL360 L max L TL360 L pick TL deft.TL deft. LL deft. LL deft. size&grade (in.) (per (pg_ (psi) (psi) (psi) _Aft.) -eft.) _ift_l_ Aft.) JftlJL _DL ift.____091 ratio-(in.) ratio -- - -- -- -- - ----- -- --------- -- -- -- 2x10 HF2 24 25 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 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 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF2 16 100 20 1175 150 1300000 8.02 13.59 9.51 9.79 8.83 8.02 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 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 11.500.34 410 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 0.26 763 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 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 --- -- -- ----- --- -- ------- --2x12 HF2 16 40 15 980 150 1300000 16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE 1 (12-12) (BASED ON ANSI/AF&PA NDS-2012) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 I Ke 1.00 Design Budding Factor D+L+S 1 c 0.80(Constant)> Section 3.7.1.5 I I Cr __. KcE 0,30(Constant)> Section 3.7.1.5 ! i ) Cf(Fb) Cf(Fc) NDS !. Cb 1 (Vanes > Section 2.3.10 ! !Bending)Comp. Size I Size Rep. I Cd(Fb) Cb Cd(Fe)) Eq.3.7-1 1 NDS 3.9.2) Max.Wall !duration)durationfactorfactor use 1 1 I Stud Grade)Width Depth Spacing Height Le/d Vert.Load Hor.Load u.1.0 Load; 0 Platg Cd(Fb)iCd(Fc) Cf 1 Cf Cr Fb !Fc perp Fc 1 E Fb' Fe perp' Fc` ! Fce Fc fc fc/F'c fb ib/ 1 in. in. in. ft. Of psf plf (Fb) (Fc) psi psi psi 1 psi psi psi ) psi 1 psi psi psi psi Fb"(1-fGFce) INTERIOR WALLS(2X41 HF STUD 1 I 1 • ) H-F Stud I 1.5 3.5 16 8 27.4 100 0 0.0037 1993.4 1 1.00 1 1.15 1.1 1.05 1.15 675 ! 405 800 11,200,000 854 5061 9661 478.52 415.71 25.40 0.06 0.00 0.000 H-F Stud 1 1.5 3.5 18 8 27.4 1045 0 0.4076 1993.4 j 1.00 1 1.15 1.1 1.05 1.15 675 ) 405 800 11,200,000 854 506' 9661 478.52 415.711 265.40 0.64 0.00 0.000 H-F Stud 1 1.5 3.5 12 8 27.4 1990 0 0.8314 1 2657.8 1 1.00 1 1.15 1.1 1.05 1.15 675 ! 405 800 1 1,200,000 854 5061 9661; 478.52 415.71 379.05 0.91 0.00 0.000 H-F Stud ) 1.5 3.5 12 8 27.4 1990 0 0.8314 I 2657.8 1 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 9661 478.52 415.71 379.05 0.91 0.00 0.000 INTERIOR WALLS(2X4)SPF STUD 1 . SPF Stud 1 1.5 3.5 16 1 8 27.4 100 0 0.0039 ! 2091.8 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438) 478.52 407.53 25.40 0.08 0.00 0.000 SPF Stud 1.5 3.5 16 8 27.4 1045 0 0.4241 2091.8 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438! 478.52 407.53 285.40 0.65 0.00 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1 1.15 1.1 1.05 1.15 675 ' 425 725 i 1,200,000 854 531 875.438 478.52 407.53 379.05 0.93 0.00 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1 1.15 1.11.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.53 379.05 0.93 0.00 0.000 1 1 �._ INTERIOR WALLS 2X4)DF-1-STUD ! OF-L Stud) 1.5 3.5 16 8 27.4 100 0 0.0028 3076.2 1 1.00 ) 1.15 1.1 1 1.05 1.15 700 1 825 850 1,400,000 886 781 1026.38) 558.27 475.96 25.40 0.05 0.001 0.000 DF-L Stud) 1.5 3.5 16 8 27.4 1045 01 0.3109 3076.2 1 1.00 ) 1.15 1.1 11.05 1.15 700 625 850 1,400,000 886 781 1026.38' 558.27 475.96 285.40 0.56 0.001 0.000 DF-L Stud 1 1.5 3.5 12 8 27.4 1990, 01 0.6342 4101.6 1 1.00 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 886 781 1026.38 558.27 475.96 379.05 0.801 0.001 0.000 ,,EXTERIOR WALLS i I1-F#2 .1 1.5 5.5 16 7.7083 16.8 3132 01 0.2408 3132.4 1 1.00 1 1.15 1.3 )1.10 1.15 850 1 405 ' 1300 1,300,000 1,271 5061 1844.5 1378.83 1031.58 506.18 0.491 0.001 0.000 H-F#2 1 1.5 5.5 16 ! 9 19.6 3132 01 0.3652 3132.4 I 1.00 1.15 1.3 )1.10 1.15 850 405 1300 1,300,000 1,271 5061 1644.5 1011.45 837.57 506.18 0.601 0.001 0.000 H-F#2 1.5 5.5 16.1 8.25 18.0 3132 01 0.2858 3132.4 1 1.00 1.15 1.3 )1.10 1.15, 850 405 1300 1,300,000 1,271 506' 1644.5 1203.70 946,77 506.18 0.53) 0.001 0.000 1 • 7 708 1 53123 S521 0.001 0.000 SPF#2 1.5 5.5 16 1 9 19.6 3287 01 0.3905 i 3287.1 1 1.00 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.181 531.23 0.62), 0.001 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 01 0.3158 i 3287.1 1 1.00 1 1.15 1.3 i 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.751 1296.30 945.381 531.23, 0.56) 0.001 0.000 1 1 1 SPF Stud 1.5 3.5 16 14.57 50.0 545 01 0.9913 2091.8 1.00 j 1.15 1.1 1.05 1.15 675 ) 425 725 1 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 01 0.9917 3287.1 j 1.00 1 1.15 1.3 1.10 1.15 875 i 425 1150 1,400,000 1,308 531 1454.751 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1 1.5 5.5 16 19 41.5 1360 01 0.9969 ) 3132.4 j 1.00 1 1.15 1.3.1.10 1.15 650 1 405 1300 1 1,300,000 1,271 5061 1644.51 226.94 220.141 219.80 1.00 0.001 0.000 Page 1 IP D+L+W CT#4028AB 1 1 LOAD CASE (12-13) 1 ;(BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W I 1 1 c 0.80 Constant > !Section 3.7.1.5 • Cr KcE 0.30(Constant)o Section 3.7.1.5 Cf(Fb) Cf(Fc) NDS Cb 1 (Varies) > !Section 2.3.10 i Bending!Comp. Size,Size Rep. I Cd(Fb) Cb Cd(Fc) Eq.3.7-1 I NDS 3.9.21 Max.Wail Idurationduratio factorlfactor use 1 I 1 Stud Oradell Width Depth Spac!nd Height Le/d Vert.Load Hor.Load <=1.0 ,Load @ Platt(Cd(Fb)1Cd(Fc Cf I Cf Cr Fb Fc perp Fc E Pb Fc perp'! Fc• Fce F'cfc fc/F'c 1 fb/ I in. in. in. ' ft. pif psf pif ! (Fb).1(Fc) psi psi psi psi psi psi 1 psi psi psi I lb psi psi Fb"(1-fc/Fce) INTERIOR WAL ! ` ! H-F Stud1.5 3.5 18 8 27.4 100 51 0.1655 1993.4 1.80 1 1.00 1.1 1 1.05 1.15 675 405 800 11,200.000 1,366 5961 840 478.52 403.77 25.40 0.08 208.98 0.162 H-F Stud I 1.5 3.5 18 I 8 27.4 1045 51 0.7755 . 1993.4 I 1.80 1.00 1.1 11.05 1.15 675 405 800 1 1,200,000 1,366 5061 8401 478.52 403.77 265.40 0.66! 208.981 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5! 0.5538 I 3986.7 ! 1.60 1 1.00 1.1 11.05 1.15 675 405 800 1 1,200,000 1,366 508! 8401 478.52 403.771 252.70 0.63' 104.491 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5538 I 3988.7 ! 1.60 1 1.00 1.1 11.05 1.15 675 405 800 1,200,000 1,366 506! 8401 478.52 403.77' 252.70 0.63! 104.491 0.162 NTER OR WA LS 2X SPF STUN I ! I OFF Stud 1.5 3.5 16 8 27.4 100 5 0.1657 2091.8 1.60 1 1.00 1.1 1 1.05 1.15 675 I 425 725 11,200,000 1,366 531 761.25 478.52 393.99 25.40 0.061 208.98 0.162 SPF Stud 1 1.5 3.5 16 8 27.4 1045 5' 0.7972 ` 2091.8 1.60 1 1.00 1.1 1.05 1.15 675 f 425 725 1,200,000 1,368 531 761.25 478.52 393.99 285.40 0.671 208.98 0.343 SPF Stud i 1.5 3.5 8 I 8 27.4 1990 5 0.5734 I 4183.6 1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.99 252.70 0.641 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5734 I 4183.6 1 1.80 I 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,386 5311 761.25 478.52 393.99 252.70 0.64 104.49 0.162 i 1 p,i i::a.. WI9Y4]L9•a _ 1 AMM ! MM'IMMIIIIIMIIIIIIIIIIIIIIIIIIIMMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIINIII DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1576 I 3076.2 1.60 1 1.00 1.1 1.05 1.15 700 . 825 850 1,400,000 1,417 781 892.5, 558.27 460.25 25.40 0.06 208.98 0.155 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 5i 0.6137 I 3076.2 I 1.80 1 1.00 1.1 1.05 1.15 700 ` 625 850 11,400,000 1,417 7811 892.51 558.27 460.25 265.40 0.58 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 4.51 0.9884 1 4101.6 1 1.60 1 1.00 1.1 1.05 1.15 700 I 825 850 1,400,000 1,417 7811, 892.5 558.27 460.25 379.05 0.82 141.06 0.310 1 H-F#2 1 1.5 5.5 18 1 7.7083 16.8 3132 9.71 0.3909 I 3132.4 1 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1430!1378.83 969.911 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508' 1430'1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 i 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 18 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 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0,86 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 I 1.00 1.3 1 1.10 1.15 875 I 425 1150 1,400,000 2,093 531 1265 1298.30 884.89 531.23 0.80 148.34 0.118 • SPF Stud 1 1.5 3.5 16 , 14.57 50.0 70 8.46 0.9957 2091.8 1.60 I 1.00 1.1 11.05 1.15 675 425 725 11,200,000 1,366 531L 761.25 144.28 138.14 17.78 0.13 1172.85 0.979 ! .-j............... ! 1 __. SPF#2 !11.5 5.5 16 ! 19 41.5 660 9.71 0.9941 3287.1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9921 1 3132.4 j 1.80 1 1.00 1.3 1 1.10 1.15 850 I 405 1300 1 1,300,000 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#4028AB 1 1 LOAD CASE 1 (12-14) I !(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 Buckling Factor D+L+W+Sl2 # ! c 0.80(Constant)> Section 3.7.1.5 1 _ I . Cr KcE 0.30(Constant)> .Section 3.7.1.5 I i I Cf(Fb) Cf(Fc) NDS Cb (Varies) > Section 2.3.10 I !Bending;Comp. Size Size Rep. ( Cd(Fb) Cb Cd(Fc) Eq.3.7-1 1 1 NDS 3.9.2) Max.Wall I duration;duration factorlfactor use . I • Stud Grade Vhttdth Depth Spadni Height Leld Vert.Load Hor.Load <.1.0 !Load @ PIat4 Cd(Fb);Cd(Fc) Cf Cf Cr Fb Fc perp Fc ! E Fb' Fc pupil Fc• Fce Fc I fc fc/F'c fb tb/ in. in. In. ft. pit psi i pit • (Fb) (Fc) psi psi psi i psi psi psi ! psi psi psi 1 psi psi F (1-fc/Fce) !INTERIOR WALLS 2X41 H-F STUD! ( ! I 1b" H-F Stud 1 1.5 3.5 16 1 8 27.4 100 5i 0.1653 I 1993.4 1 1.80 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 1,368 5061, 966 478.52 415.71 25.40 0.06 208.981 0.162 H-F Stud 11.5 3.5 16 1 8 27.4 1045 51 0.7510 1993.4 I 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506, 966 478.52 415.71 285.40 0.64 208.981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5{ 0.5318 1 3986.7 1.60 ; 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506. 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud i 1.5 3.5 8 I 8 27.4 1990 51 0.5316 ? 3986.7 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1{1,200,000 1,366 506: 966 478.52 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS 2X41 SPF STU. I I I I I • 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 8 27.4 1045 5) 0.7676 2091.8 SPF Stud 1.5 3.5 16 1 8 27.4 100 5) 0.16542091.8 I 1.60 1 1.15 1.1 1.05 1.15 675 1 425 725 1 425 725 1 1,200,000 1,366 531 875.4381,200,000 1,366 5311 1 478.52 407.53 265.40 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 8 27.4 1990 51 0.5486 4183.6 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud I 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 j 1.15 1.1 1 1 ,1.05 1.15 675 425 725 1 two 1,200,000 1,366 531 875.438 478.52 407.531 252.70 0.62 104.49 0.162 I JNTERIOR WALLS 2X41 DF-L I ( i DF-L Stud 1.5 3.5 16 1 8 27.4 100 51 0.1574 I 3078.2 1.60 1 1.15 •1.1 11.05 1.15 700 625 850 1,400,000 1,417 781 1026.38, 558.27 475.96, 25.40 0.051 208.98' 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 1 3076.2 1.60 1 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56) 208.981 0.281 DF-L Stud 1.5 3.5 12 1 8 27.4 1990 5 0.9788 ) 4101.6 ! 1.60 1 1.15 1.1 11.05 1.15 700 625 850 j 1,400,000 1,417 7811 1026.38 558.27 475.961 379.05 0.80 156.73' 0.345 • i 1 1 I I ) H-F#2 I 1.5 5.5 16 1 7.7083 16.8 3132 9.71 0.3593 3132.4 I 1.60 1 1.15 1.3 1 1.10 1.15 850 j 405 ' 1300 11,300,000 2,033 506) 1644.5,1378.83 1031.581 506.18 0.49 152.581 0. 119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.46 0.5437 3132.4 1.60 i 1.15 1.3 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.5!1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1 1.5 5.5 16 I 8.25 18.0 111 3132 8.13 0.4100 3132.4 ! 1.60 1 1.15 1.3 1.10 1.15 850 ( 405 1300 11,300,000 2,033 5061 1644.51 1203.70 946.77( 506.18 0.53 146.341 0.124 SPF#2 ' 1.5 5.5 16 i 7.70813! 1 1454.75 1089.25 1850.461 531.23 0.52 152.58 0.1 9 19.6 3287 8.46) 0.5595 3287.1 ) 1.80 1 1.15 1.3 .1.10 1 15 875 425 1150 1,400,000 2,093 5319 1454.75 1089.25 850.181 531.23 0.82 181.23 0.169 SPF#2 ! 1.5 5.5 16 I 8.25 18.0 3287 8.13; 0.4342 3287.1 I 1.60 1 1.15 1.3 11.10 1.15 875 ) 425 1150 1,400,000 2,093 53111454.751296.30 945.38 531.23 0.56 146.34 0.118 • SPF Stud 1.5 3.5 16 14.57 50,0 70 8.46 0.9955 1 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 144.26 139.02 17.78 0.13 1172.85 0.979 I i SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 j 3287.1 1.60 1 1.15 1.311.1d 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 I 1.5 5.5 16 ) 19 41.5 600 9.711 0.9901 I 3132.4 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 506, 1644.5 226.94 220.141 96.97 0.44 927.02; 0.796 Page 3 1. D+L+S+.5W CT#4028AB I I LOAD CASE I (12-15) 1 (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S+Wf2 c 0.80(Constant)> Section 3.7.1.5Cr KcE I 630(Constant)> Section 3.7.1.5 I I ' Cf(Pb) Cf(Fc), NOS Cb 1 (Varies) > Section 2.3.10 I i Bending)Comp. Size 1 Size Rep. ) I Cd(Fb) Cb i Cd(Fc) Eq.3.7-1 I NDS 3.9.21 Maz.Wall duration)duratlonfactorltactor use Stud Grade)VNdth Depth SpadngJHeight Laid Vert.Load Hor.Load <=1.0 (Load CI Plate(Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fee F'c fc fc/F'c Po PoI ) in. in. II In. ft. plf psf Of 1 (Fb) (Fc) psi psi psi psi psi psi pal pal psi pal psi Fb"(1-fc/Fce) )NTERIOR WALLS 12X41 H-F STUD) I t I H-F Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1653 1993.4 I 1.60 1.15 1.1 1.05 1.15 675 , 405 800 1200,000 1,366 506 9661 478.52 415.71 25.40 0.08 208.98 0.162 H-F Stud I 1.5 3.5 16 1 8 27.4 1045 5 0.7510 1993.4 I 1.60 1.15 1.1 1.05 1.15 675 I 405 800 1,200,000 1,366 506 966 478.52 415.71 285.40 0.64 208.98 0.343 H-F Stud 1 1,5 3.5 8 i 8 27.4 1990 5 0,5316 3988.7 r 1.60 ) 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5081 968 478.52 415.71 252.70 0.61 104.49 0.182 H-F Stud i 1.5 3.5 8 I 8 27.4 1990 5 0.5316 3986.7 1.60 ) 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.71 252.70 0.61 104.49 0.162 fix ER ORiI SI, L. I SPF Stud , 1,5 3,5 11T-1 8 27.4 100 5 0,1654 2091.8 I 1.60 l 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531'875.438 478.52 407.53 25.40 0.06 208.98 0.182 SPF Stud 1 1.5 3.5 18 8 27.4 1045 5 0.7676 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 478.52 407.53, 265.40 0.651 208.98 0.343 OFF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 l 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381, 478.52 407.53i 252,70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.80 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52 407.531 252.70 0.82 104.49 0.162 INTERIOR WALLS 2X41 DF-L STUD 1 i ( I i . DF{Stud, 1,5 3.5 16 I 8 27.4 100 51 0.1574 3076.2 1 1.60 ! 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 78111026.381(, 558.27 475.96, 25.40 0.05 208.98 0.155 DF-L Stud' 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 . 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38(-558.27 475.98 265.40 0.56 208.98 0.281 DF-L Stud I 1.5 3.5 12 1 8 27.4 1990 5 0.9788 4101.6 1.60 1 1.15 1.1 1.05 1.15 700 1 625 850 1,400,000 1,417 781 1026.381 558.27 475.96 379.05 0.80 156.73 0.345 JXTERIOR WALLS • I i H-F#21.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 I 3132.4 1.60 1 1.15 1.3)1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.51 1378.83 1031.58 506.18 0.49 76.291 0.059 H-F#2 ` 1.5 5.5 16 9 19.6 3132 4.23 0.4544 I 3132.4 I 1.60 1 1.15 1.3 11.10 1.15 850 405 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1,5 5.5 16 1 8.25 18,0 3132 4,065 0,3479 3132.4 1,60 ) 1.15 1.3 11.10 1,15 650 405 1300 1,300,000 2,033 506 1644.5 1203.70 946,77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 ) 1.60 • 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.451 531.23 0.52 76.29 0.057 SPF#2 1.5 5,5 16 9 19.6 3287 4.23 0.4750 3287.1 ! 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531,1454.75 1089.25 850.161 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.0651 0.3750 3287.1 I 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.751 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 1 2091.8 1.60 I 1.15 1.1 1.05 1.15' 675 425 725 1,200,000' 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 i 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 I 1.5 5.5 16 I 19 41.5 865 4.855 0.9970 ) 3132.4 1.60 ) 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 • Page 4 D+L+S+.7E CT#4028AB I I LOAD CASE 1 (12-16) I (BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 1 2.3.1 2.3.1 2.3.1 3.7.1 I 3.7.1 Ke ! 1.00 Design Buckling Factor ! D+L+S+E/1.4 1 1 c ! 0.80(Constant)> Section 3.7.1.5 ._..._...._-._... I, Cr__ KcE ! 0.30(Constant)> [Section 3.7.1.5 I ;Cf(Fb)1 Cf(Fc) NDS Cb ! (Varies) > Section 2.3.10 ( 1 Bending Comp.1 Size Size Rep.I I 1 Cd(Fb)I Cb Cd(Fc) Eq.3.7-1 1 ! NDS 3.9.2 Max.Wall duration duratio lfactor factor use 1 1 Stud Grade;Width Depth Spadn Height Le/d Vert.Load)Hor.Load u 1.0 Load(9 Plate Cd(Fb)Cd(Fc)( Cf Cf Cr '; Fb Fc perp] Fc E 1 Pb' 'Fc perp' Fc' Foe I Pc fc I fc/F'c fb fb/ 1 In. in. in. I ft. Of i psf pif 1(Fb) (Fc) psi psi 1 psi psi ; psi psi psi psi 1 psi psi psi Fb"(1-fc/Fce) INTERIQjt WALLS(2X41 Hf STUD[ ! ! i 1 i 1 H-F Stud 1 1.5 3.5 16 8 27.4 100i 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 I 675 405 1 800 1,200,0001 1,3661 506 966 478.521 415.71 25.401 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 8 27.4 1045' 5 0.7510 1993.4 1.60 1.15 1 1.1 1.05 1.15 I 675 405 1 800 1,200,0001 1,3661 506 966 478.521 415.71 265.401 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 19901 5 0.5316 3986.7 1.80 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 1 1.5 3.5 8 I 8 27.4 19901 5 0.5316 3986.7 1.60 1.15 j 1.1 1.05 1.151 675 405 800 1,200,0001 1,366 506 966 478.521 415.71 252.701 0.61 104.49 0.162 1 INTERIOR WALLS 2X41S•F STUD I 1 I SPF Stud 1 1.5 3.5 16 1 8 27.4 100' 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 875.438 478.52 407.53 25.401 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 16 8 27.4 1045 5 0.7678 2091.8 1.60 1.15 1.1 1.051 1.15 1 875 425 I 725 1,200,000 1,3861 531 875.438 478.52 407.53 285.401 0.65 208.98 0.343 SPF Stud i 1.5 3.5 8 8 27.41 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 875.438 478.52 407.53 252.701 0.62 104.49 0.162 SPF Stud ' 1.5 3.5 8 I 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 675 425 725 1,200,0001 1,3661 531 875.438 478.52 407.53 252.701 0.62 104.49 0.162 X11 c•: I‘ I . 1 r 16 1 8 27.4 1001 5 0.1574 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.271 475.96 25.40 0.05 208.88 0.155 16 1 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,4171 781 1026.38 558.271 475.96 265.401 0.56 208.98 0.281 12 I 8 27.4 19901 5 0.9788 4101.6 1.80 1.15 1 1.1 1.05 1.15 700 625 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 379.051 0.80 156.73 0.345 18 1 7.7089 16.8 31321 3.57 0.2844 3132.4 1.80 ( 1.15 1 1.3 1.10 1.15 1 850 _ 405 11300 1,300,000 2,0331 506 1644,5 1378.831 1031.58 506,18 0.49 56.10 0.044 16 9 19.61 3132! 3.57 0.4405 3132.4 1.60 1.15 ! 1.3 1.10 1.15 1 850 _ 405 11300 1,300,000 2,033 508 1644.5 1011.451 837.57 506.18 0.60 78.47 0.075 16 8.25 18.0; 31321 3.57 0.3404 3132.4 1.60 1.15 1 1.3 1.10 1.151 850 405 11300 1,300,000 2,033 506 1644.5 1203.701 946.77 506.18, 0,53 64.26 0.055 I I 16 7.7083 18.81 3287! 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.151 875 425 1150 1,400,000 2,093 531 1454.75 1484.891 1015.45 531.23 0.52 56.10 0.042 16 1 9 19.61 32871 3.57 0.4618 3287.1 1.60 1.15 . 1.3 1.10 1.15 875 425 1150 1,400,000, 2,083 531 1454.75 1089.251 850.16 531.23 0.62 76.47 0.071 18 1 8.25 18.0 3287 3.57 0.3878 3287.1 1.60 1.15 1 1.3 1.101 1.15 875 425 1150 1,400,0001 2,0931 531 1454.75 1296.301 945.38 531.23 0.56 64.26 0.052 • 16 14.57 50.0 2851 3.57 0.9981 2091.8 1.60 1.15 1.1 1.051 1.15 675 425 725 1,200,0001 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 1 SPF#2 1.5 5.5 16 19 41.5 10201 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 11150 1,400,0001 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 1 H-F#2 1.5 5.5 16 1 19 41.5 9451 3.57 0.9939 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 11300 1,300,0001 2,033 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 1 Page 5 fr1 L f1 T E MEMBER REPORT Level,Floor:Joist PASSED lidi 1[� / I 1 pieces) 9 1/2"TJI® 210 @ 16" OC Overall Length:10'4" . A + r/ + O O ,, 1 59 0 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual e '.;.,. :., - '" ..>•+ _y"= `-c.,"41.,!-('-''-:4:171:-::" ""!yam 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 Defl.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.260 @ 6' 0.496 Passed(1/458) — 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 58 40 Passed — — •Deflection criteria:LL(L/480)and TT.([1240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper aflachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating indude:None educe,; t0$tib i 'ii . : 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. sem: -a' ... .k.. .._..,. ,.. 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Residential-Living Areas 2-Point(Ib) 6' N/A 250 660 /', � / 1 v ' Y,'ir,,,h,, ' ,,,i',, r- , .- „i SUSTAINABLE FORESTRY INMATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator FotteSoftware Operator,,; , ''.tob Ndtesi 10/14/2015 9:16:20 AM Michaela Petersen Forte v4.6,Design Engine:V6.1.1.5 CT Engineering 15238 PIan5ABD 9.5TJ1210.4te (206)285-4512 mpetersen@ctengineering.com Page 2 of 2 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 IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi= Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sal= 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 no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD=4.0 ; N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sips= 0.72 h„ = 29.53(ft) SD1= 0.44 X = 0.75 ASCE 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) S1= 0.42 k = 1ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TN(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 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 wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) >1w, *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 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 sec.Gist= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30A= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 P530 D= 11.8 11.8'psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kit= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 A*Kit*Iw*windward/lee : 1.38 1.38 Ps=X*Kzt*I*Pa3o= (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) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 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) 1.001 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) 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 0.001 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 THICKNESS tsheattnng= 7/16" NAIL SIZE nail size=0.131"dia.X2.5"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 7116"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306A.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 QLatLongne . 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. Place Name ' F 39th way s &40th pl s, seatac, wa Find Add the country code for better results. Ex: London, UK E Latitude Longitude 47.412415 -122.283440 - 1.9k G 1 957 Tweet. 9fi ' �i � E , i 1 1 11:?:;')‘;:4;P'''''''\ '''' '''. :6-'0t'' -- r a 8 M. , 9/24/2015 http://www.latlong.net/ Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 ^a b,.. hAm ., T 1 1._:!.., T .`tit a,t. b , t http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 so 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 a `'4,-"'-"*'''',tj �z ,. , ,i, '.4.,-4',,L-Te...,-.--,.. ,, -,, ,;., , ,ilfk.,..-...„:i -,v,,,, -,,,1,,,,,,i;:;,---;„: , , -,,,,,,,,,,,„7,1 ;si‘_--,-, , csi mss: Tsil .: :i.,,71i, p 3 "q %`uag , J ti ,• `:l w .. rNO T H�e ,S5 ,`-,•;.:' ^.•'''':',",„.."' ..gcm 1.&,,, ' f` Q .l ,, 1 fi ati � . > . „,,,:4-:'''� 4 , c • t % ,, ._ fir AN Qatst USGS—Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SMI = 0.667 g S°i = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEs Response Spectrum009 Design Response Spectrum 1.14.. 0, # 072 ct #. 0.. �, 0,56 s 0,44 iss assf # 4 �' 044 Oil #12 0.24 #:az 0.14 02 011 0. cc 100 0.40 0.00 0.20 #.40 0 00 0.611 4f 2O Loo 1,20 1.40 1.60 1. .#4 #.2t1 #.60 0.00i. 1.241 1.40 1.60 1. Period.T 4 ) Period,T( *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#: 152385 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*S, SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 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 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structuralP anels - -- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C2o= 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 Sos= 0.72 h„ = 29.53 (ft) Sol= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(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=(So,*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 S,)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CX = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Xw; *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 I FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43.00 43.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- Building Width= 42.0 50.0ft. Basic Wind Speed 3 Sec.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 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 "'17.2 psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kzt= 1.38 1.38' Section 26.8 windward/lee= 1.00 1,00 *Kr*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Pe3o= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Pse 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 A0 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 0.00 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.000.00 0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00` 0.00 0.00 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.58 V(S-S)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 V(F-B)= 22.55 V(S-S)= 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS 'sheathing= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 ' 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 114"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 (P6 S1.2 . . r - :-,-„ \ Bib Blb //x---,7,-- //f/ e� „i ir( I 0 0 P6 II L —JJ cc r 0 Li r ....__,, P2 °a' _.iLrL I R1 A ED C) , L____J m... L P6 a G t J 1-—1 am 0 Fla Flb Flc Fla F2b 0 0 I 0 0 8pq 8 P4 S1.2 S1.2 4 STHD14 pC ® STHD14 59.0 00 STHD14 6x10 HDR 5x9 CIB H•R _._4x1• .1 • .•: . I •: b;;;;;-- \volt• I b b ti r' b3 ce � / �1 ; I 1 I 1 1 r�_ •,_ 1 I 4'7 // .7< 11\ /,/ \ , \`_----- w 2x LEDGER fn o 1111 V)z I �I yl.lgJ r' 1 Y1 m U 1= r _11—> E Z N I C a 2' 2x4 FRAMING 0 1 AT 24" D.C. a :J R3 0 X N -35s4-BIC-BEAM-EB- BEAF& 3.ac1as"G�PDR----1 I 59.0 1 ©► x 1 I . F -GAR E �7-- 4,x10 \� I _ 9 R,,.2� .[F�HaI H HDR 4x10 Fh)R ,%� . .....:,�..I\ STAIR / JI I o rr 5 ' .111 S'N.4 ST-014 ••0 -THD1, \\FRAMING/ OPEN �I401 o P4 N.,,,,,_,,,,,,_,..44,_ TO "Cl = E_ \ / BELOW F. \ 1 I. A II A li I / \ "2 j 3 \\ I 59.0 1 I / \\ I STHD14 P4 STHD14-\\ O x ,S.bxi4,BIG BEAM FB 5.5x18 6LB H)R ^ n n n 1--r1 ' STAIA2ci„ 1 / \ a 6X6 cii P4J. 'Y. , H\\\ 1 R2F 59.0 i 52 I0 = g" r---- x r -i I9 N _ in IN a N 1 _ I0 � n JF3 .4 © 4 2x1Q HDR 2 1 0 __ '' n1� ^\ 5.1 5x12' GLB FOR /� \1 n n /J n d 111111 / ( \� P3 / (_ R2- irk coSTHD74� S HD 4 \P3 13 ' 2x10 HD'2)2x1C HDR 2)2x1D HD Ur • / STHD14 THD14 Nir AI 2x LEDGER I ®� I I 1 1 I l7)X610 HDR MONO TRUSSES 5 AT 24" O.C. 59.1 ROOF FRAMING NOTES 1 -I P.T 6N-IDS 6x6 PT 'OST O U 0 v) o:`c cc)Lo N N O STHD14P4 8STHD14 0 STHDI4 / 57., ®� I , _ 4x10 -IDR 4 0 H1• 4(10 HOR4x 0 HD 4x10 HDR ^b5b b4abob 1.5a C (31 \J„:14_:.) C K U O O N I ' .— F- ,,, a In N 5 IA REN R5 3.5: ....."--'-..STAIR FRANING...- 1 -x6 •0 ENd JOIS- TV j r_ , n II — u` - 104 ' ABOVE L___J Garl -PROVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKINGBELOW • ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER •• THE PONY WALL WITH I—JOIST BLOCKING Pa UNDER BEARING WALL ABOVE .,,,,,,./7/74//7/.44//,/.47/27///74,,,,, <n1o14 ST�D74 • ///i///////I/l//�//. Ili//////y////i//////////h • 3TAIR1 1 1 0 C18 I r • 0= S6.0 I \_i : ADDED ANOTHER JOIST 1 .1. •11 ^e� • N O 4X8 HDR -si.._—........ • 7 S6.0 • L3 T.4 • 4'31 • P l 1 • 9 S6.0 i 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 LOL efr. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row 0001 OTM ROTM U„e, Usom Us„m (sqft) (ft) (ft) (kif) (kilo) (kip) (kip) (4) P (Plf) (Plf) (kilo-f() (kilo-f() (kilo) (k(p) (kip-ft) (HP-ft) (kip) (kip) (kip) Ext L1 1030 45.045.0 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 r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 `0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVw;,,a 9.09 EVE0 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max aspect= ''''3.5 SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Loan C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Un„ U:gym OTM RoTM Une1 Usum Unum (sqft) (ft) (ft) (klf) (kiP) (kir)) (kiP) (kiP) P (PIf) (Plf) (kiP-ft) (kip-ft) (NP) (kiP) (kip-ft) (HP-ft) (kiP) (HP) (kip) Ext L2 1008 45.0 45.0 '1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 643 Ext R2b* 564.5 10.7 17.9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 4A8 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6:60 - - 0 ', 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ( 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 -1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ', 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 V,„,,, 15.81 EVE0 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 kips Design Wind F-B V i= 6.74 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.55 kips Min.Lwall= 2.31 ft. BC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Une, U,um OTM ROTM Use U,„, U,,,m (sqft) (ft) (ft) (klf) (kip) (HP) (4) (ki4) P (Pif) (Pif) (kilo-ft) (kip-It) (kip) (kilo) (kip-ft) (kip-ft) (BP) (kip) (kip) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext` R5 201.2 10.3 10.3 1.00 `'0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 :1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 >1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 `1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,„„d 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Line Ue„m OTM ROTM Une, U,um U,,,,,, (soft) (ft) (ft) (kif) (kip) (kip) (kilo) (kip) P (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext _..B1a* 319.1 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4.90 Ext 131 b` 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 4,36 Ext Blbc* 113.2+ 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 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 4.84 444 Ext Flb* 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 4A0 Ext F1c` 205.9 2.5 5.8 '-1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4,84 - - 0 0.0 "0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 205.9' 2.6 5.9 1:00' 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 448 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0> 0.0 0.0 1.00 :'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0'' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 -1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - "0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9,0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EVA a 10.66 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1ft. Seismic V i= CO2 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 Logy ea. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Use Usum OTM ROTM Um,t Us„m U,um (sgft) (ft) (ft) (klf) (kip) (kip) (kip) NO p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 141.1 4.3. 6.3 1:00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 4:87 Ext B2b* 126 3.9 8.9 1€00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4:83 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.40 340 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50:4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gail 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stair1 620.9 10.5 ',10.5 1.00 0.20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0„ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0_ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 _000: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw+nd 18.54 E,VEQ 8.76 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM User Usum OTM Rant U,st U,um U,,,m (salt) (ft) (ft) (kif) (kip) (ldp) (kip) (kip) P (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 8622 4.3 6.3 1.00 -=0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext B2b* 79.04 3.9 8.9 1.00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a' 136.5 6.8 ,16.1 1.00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2,84 Ext B3b* 57,48 3.0 15.0 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 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 r' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gail 359.3 20.0 20.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stair1 359.3 19.0 19.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 . 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ''0.0 1.00 0.003 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 `` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EV,„„d 22.54 EVEo 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 eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoIM Une, OTM ROTM Unec U:um Us,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 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 4,90 Ext B1 b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6174 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext B1 bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 171.6 3.3 5.8 1.00 0:15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2,66 Ext F1 b* 171.6 3.3 5.8 1.00 °0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2,66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 Ext F2b* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 2.64 244 Ext F3ab* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 164 - 0 0.0 fl 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 f 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ,_0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EVnd 10.66 EVEQ 4.74 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: 2nd Panel Height= 10.1ft. Seismic V i= CO2 kips Design Wind F-B V I= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Una, USW, OTM ROTM Line L4.. Liam (soft) (ft) (ft) (wt) (NP) (kiP) (kip) (NP) P (Plt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext _._B2a* 141.1 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 462 Ext B2b* 126 3.9 8.9 1;00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 4,37 - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 `16.6 1.00 0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 347 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext r F4 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 10.0 _ 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F6a* 121 2.0 5.5 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 Ext F6b* 141.1 2.4 5.9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 343 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gail 338.7 5.5 5.5 1.00 0.20`, 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stair1 620.9 10.5 10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 r 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 °1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 s=0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -+ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 :' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Vw;nd 17.06 EVEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 15238.5 ABD_DL ID: R2ab w dl= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds ► ► v hdr eq= 137.6 p/f > •H head= A v hdr w= 248.3 plf 1.44 ;'u Fdragl eq= 222 F2 eq= 948 A 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 p/f feet H total= 2w/h= 1 2w/h= 1 10.04 T 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 v UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 41 P.--4 111.1 P. Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w dl= 300 plf V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds v hdr eq= 162.9 plf •H head= A v hdr w= 293.8 plf 1.44 y Fdragl eq= 274 F2 eq= 133 Fdrag1 w= -'4 F2 , 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 plf 6.0 v1 w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 . Fdrag3 eq= F4 6.- 133 feet A Fdrag3 w= 494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 plf 2.6 ;' EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 • UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 4 0-4 10.4 0. 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 ► - 11,,.. v hdr eq= 68.3 plf --► ► AH1 head=`` vhdr= 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 =dragl 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= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1v Fdrag3= ,...3 Fdrag•- 78.0 feet X Fdragl w= 97.22694 =dragl w= 175.1 =drag7eq= , 8.8 Fdrag8e. 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= v sill w= 153.5 plf H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 I. v UPLIFT -745 -91 Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 1 0-4 ►4 0-4 ►4 ► Hpier/L1= 0.33 7 Hpier/L3= 0.19 L total= 34.7 feet Hpier/L5= 1.63 0.95 L reduction JOB#: 15238_5 ABD_DL ID: F2ab w d1= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds v hdr eq= 81.0 plf •H head= A v hdr w= 182.0 plf 1.06 y Fdragl eq= 264 F2 eq= 263 Fdragl w= •s3 F2 . 590 H pier= v1 eq= 182.1 plf v3 eq= 1 82.1 plf 5.0 v1 w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 . I Fdrag3 eq= :4 F4 e.- 263 feet A Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 plf 3.0''__ EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 v • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 26 Htotal/L= 0.77 4 r-4 N Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 152385 ABD_DL ID: B2ab_ w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds ► v hdr eq= 146.7 plf •H head= A v hdr w= 317.1 plf 0.88 v Fdragl eq= 308 F2 eq= 279 A Fdrag1 w= :..5 F2 , 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 plf 4.4 v1 w= 471.8 plf v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 . Fdrag3 eq= .: F4 e►- 279 feet • 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 v • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 4 10-4 110.41 Hpier/L1= 1.03 _ Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238'-..5 ABD_DL ID: B5ab w dl= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds ► v hdr eq= 89.5 plf ► •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 plf 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 • Fdrag3 eq= 7 s• F4 e.- 365 feet • Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 w UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1='` 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 4 1.--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 plf V eq 655.6 pounds V1 eq= 300.1 pounds V3 eq= 355.6 pounds V w= 1348,5 pounds V1 w= 617.2 pounds V3 w= 731.4 pounds ► v hdr eq= 57.7 plf •H head= A v hdr w= 118.6 p/f 1,03 '"v Fdragl eq= 185 F2 eq= 219 • Fdragl w= t0 F2 , 450 H pier= vl eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 . Fdrag3 eq= : F4 e.- 219 feet A Fdrag3 w= 380 F4 w= 450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf 3.0 EQ Wind v sill w= 118.6 p/f feet OTM 6576 13526 R OTM 14544 10773 T UPLIFT -779 269 1 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 10-4 1.1 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-Deo-2003 Square Footing Design Page _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace5abd.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 fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 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 % SummaryI Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: 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 Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary I Footing OK 2.00ft square x 10.0in 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 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_Sabd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions r Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure - 35.0 Toe 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 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 Summa 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 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 Special Inspection Modular Ratio'n' - Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: f 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 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecv:15238-5A Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R M.= 454.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997.Ver5.8.0,1-Deo-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 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 FootingllSoil 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry 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 Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-it Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Summary of Overturning& Resisting Forces&MomentsII 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,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria Soil Data 1Footing Strengths&Dimensions ill Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0Toe Width = = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingllSoil 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 iAxial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in --1,.. 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 Thicanes = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Spacing Rebar Sizz e = 16.00 # 4 3,000 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf tb/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 psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 152382iverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 152382riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions M 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 = 35.0Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 = Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Teel Width = 3.50 Hei 9 Total Footing Width4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 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 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 14 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 = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,761 psf OK Rebarianeszs = 8.00 Soil Pressure @ Heel = 744 psf OK Size = # 5 3,000 Rebar Spacing 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 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 Speed 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 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Summary of Overturning& Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 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 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineenng Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 11 Soil Data 1 Footing Strengths&Dimensions III Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem m. 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 ebaS = 8.00 Rebar Soil Pressure @ Heel = 1,092 psf OK Rebarr Sizize # 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-it= 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 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 Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 KW-06 Pae 2 1 User.3-003E E CA CEn,1-Dec-2003 Cantilevered Retaining Wall Design g (c)t983-2003 ENERCALC Engineering Software 15238_riverterrace Sa6d.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loading"1.‘") ASD Allowable Design Values per Frame Segment Minimum Maximum Ultimate Load Width(inches) Height(feet) toad(pounds) Shear l'l(pounds) Deflection(inch) Factor 8 2,780 1,000 i 2,74'14F 0.32 2.8 16 10 2,180 6006---C?!rlf. 0.40 3.6 8 4,720 1,700 /53,#w" 0.32 2.8 24 10 3,630 1,000 crge HP 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)J,where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. ICI Values are for o single portal frame segment(one vertical leg and a portion of the header).Far multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g,two=2;three=3x,etc.). (cf)taterpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is oermitted. (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 DOUBLE PORTAL FRAME(iWO BRACED WALL PANELS) EXTENT OFSHEATH HEADER 0., I 4 Ai WA3 FILLER' SINGLE PORTAL FRAME(ONE BRACED WALL PANEL)----- • • IF NEEDED n, 'I- --;,•.•.- --:- I: t.I..:-... 1-...=.-. - - -'' - =• .1.'''''''' '•1 ` ....-.: MAN r x 11.21T NET HEADER--••-- 'C'-‘4.1.2. -.../•,-'' ---• ' •-• 4 .7','„''''';,' „:„`','-.. i-i-•:„.1,..4 160 ' i vas Le ,•.-f.r"I'T"I• , „...1 ; ' I 4 F.- ' 1 •-•- _ ; TYPICAL PORTAL--, _ ; r..I.:, . i FASTEN TOP PLATE TO HEADER WITH TWO WOO LB < i . 1 --, - FRAME ..- I HEADER I.I. '-- '.. -••"--, ---- — f.` CONSTRUCTION 144 4, ROwS a STRAP --- ,, 1000 LB STRAP OPPOSITE SHEATHING NO.LSTA24) :1: '.•;•' 1 2 a-0 c. (REF.NO /-,- :44 .- ',•: /44 1 4 ' 1 LSTAN) 1,4 ••••%; '''.FASTEN SHEATHING TO HEADER wrmsaapsuot4 OR :1: FOR A PANEL• 1--;••• •I . GALVANIZED SOX NAILS IN T'GRID PATTERN AS SHOWN AND \;/; SAUCE EF\I••••• I 1 ...1. ,---MIN.2)(4 MAX r.•-• .. a-0.0 IN ALL FRAMING(sruos.macro.AND sus)reP. I I,1 "EMPANEL- h,J4' "f•i i FRAMING HEIGHT 1.1. /- uy .• WIDTH(SEE TASLE u OCCUR -:ii TYP. 1'? BE NALED To u.,,-, •.., I cot WON BLOCK- • :- ---`• , • I ING AND OCCUR 1.), -,1 I l; ; / I WITHIN MIDDLE 24- I/., ,I I C... ' -----MIN.(2)2X4 /I;I OF WALL I4EIGHT. /..,/ ; TIE / IT' MIN-(2)2X4 ;•; ONE ROW OF r /4: '4 DOWN '. ' ,--- 10-1,'N THICKNESS WOOD I:' O.C.NAILING LS -..• I : - ,J DEVICE STRUCTURAL PANEL SHEATHING /:• REQUIRED IN EACH I (REP NO ,--- .....-_-..,-MN.4200 IS STRAP TYPE T1E-DOWN DEVICE(EMBEDDED ' PANEL Ppl36 STH014) • — --'•• INTO CONCRETE AND NAILED INTO FRAMS%INSTALLED ' ' I i PER mANLBACTURER(REF NO,STI4D14.) MW.WOO LE . 1TE DOWN . , • - ..... •__., y• , •:1:, -MIN.i X.(k3/16*PLATE WASHER i , DEVICE(REF, r„...11 , . • No.sn-tos) 1--- - ONE Mr MA ANCHOR BOLT WITH r MIN EMBEDMENT [ ,..1 -i I. 1 , ,1 , i 1: ' . i I PERCOOB 4...........A SECTION A-A (ONE P,(.r(Oliflani2IAINE SEGMENT) SIDE ELEVATION .- 0 ) 366 DP I Os-54r 1 o1 46'D4rifP g3, P. 2 C 2010 APA-The Engineered Wood Aorialion J3 MAIN 10-13-15 N Roseburg 11:02am A Forst Prrsdttcts Contpao} 1 of 1 CS Beam 421.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 r 19 7 0 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strongfie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED, PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663