Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (53)
- 013 CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 DEC 2 0 2076 Structural Calculations _ Jrt GINFPRG / ,�. � River Terrace 04, 1 60 Plan 5 DL J 4d Elevation B ets. A4,;;It ' Ti 22T , G� F F FS 1 Tigard, OR �I 9 � 101 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 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-06I8(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 19 RB.b4 S9.1 _SAME AS EB_b.? (2) 2x10 HDR (2, 2x10 -DR (2) 2x10 HCR (2) 2x10 HDR (2) 2>B HDR p '' _-_--$4 _II---- . RB.b3— -----�---fib 0. R13.b1 RB.b2 RB ,c SAME AS • I r 1 I N • A 1 • i" u u u • u y u y GT u u u u u u OOq V \ 1G // I A \ i 03 \\\ GT.b1 y// 4 Q N \ / o \\ // 1 b , \ / 711 \♦ 7 // _'\ I\ I r22"x30"�' //✓ • \\ AT�1C 1' // o 11 = ji \ 6CC SS / I :M. \ �) yo N � _ x \ / 1 • ,7' \ /' N \ / Tiv xl A / \\ \ 19 1 N rt / •H-f• / \ I 59. C\I W VJ \ // \ 1 TYP. / N 1 /// ROOF TRUSSES \• \ 1. L /// AT 24" O.C. \\ I / \\ I / / r // ;\ 19 ✓". I 3, ji 1...' S9.1 // ;\ I \ I \ \ • O ,\ I..:: ! r-.O 59.1 ..,.... .... GT GT.h2 i \ o rn 2 \ 1 x A \ o n n rti I x P chi ' .®. _ A 1 - (21 2x13 HDR I GABL L D1TjRUSS II RB.b12 S-.bl1 1 .:711 // SAME AS RB.biOI - -SAME—AS RB.b10 1''A M AS SAE Al I t CFI I IRB.2 I , rti I _ 1 1 GABLE END TRUSS I RB•2 1 9 Ail, EM[ R S3 L 1 J L I J Ani 16 NW 59.0 Title: Job# Dsgnr: Date: 10:30AM, 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:15238-58 Description 15238-5B-GT RXNS Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.b1(RXN ONLY) GT.b3(RXNS GT.b4(RXN ONLY) GT.b2 ONLY) Timber Section 4x8 4x8 4x8 2-2x10 Beam Width in 3.500 3.500 3.500 3.000 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 850.0 Fv-Basic Allow psi 180.0 180.0 180.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 40.00 6.00 6.00 40.00 Dead Load #!ft 75.00 168.80 101.30 30.00 Live Load #/ft 125.00 281.30 168.80 50.00 Dead Load #/ft 28.10 Live Load #/ft 47.00 Start ft 20.100 End ft 27.750 Point#1 DL lbs 506.40 LL lbs 844.00 @ X ft 20.100 Point#2 DL lbs 360.00 LL lbs 600.00 @ X ft 27.750 I Results Ratio= #.#### 0.6775 0.4066 #.#### Mmax @ Center in-k 480.00 24.31 14.59 480.52 @ X= ft 20.00 3.00 3.00 20.16 fb:Actual psi 15,654.8 792.7 475.7 11,232.0 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 935.0 OverStress Bending OK Bending OK OverStress fv:Actual psi 230.8 63.9 38.3 175.0 Fv:Allowable psi 180.0 180.0 180.0 150.0 OverStress Shear OK Shear OK OverStress Reactions @ Left End DL lbs 1,500.00 506.40 303.90 1,048.57 LL lbs 2,500.00 843.90 506.40 1,748.13 Max.DL+LL lbs 4,000.00 1,350.30 810.30 2,796.71 ©Right End DL lbs 1,500.00 506.40 303.90 1,232.79 LL lbs 2,500.00 843.90 506.40 2,055.42 Max.DL+LL lbs 4,000.00 1,350.30 810.30 3,288.21 Deflections Ratio>240 i Deflection OK Deflection OK Ratio>240 i Center DL Defl in -24.291 -0.028 -0.017 -15.648 UDefl Ratio 19.8 2,601.4 4,334.8 30.7 Center LL Defl in -40.486 -0.046 -0.028 -26.091 UDefl Ratio 11.9 1,561.0 2,601.4 18.4 Center Total Defl in -64.777 -0.074 -0.044 -41.739 Location ft 20.000 3.000 3.000 20.480 UDefl Ratio 7.4 975.6 1,625.7 11.5 Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5B - Description 15238-5B-ROOF BEAMS Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 RB.b1 RB.b2 RB.b3 RB.b7 RB.bS RB.b9 RB.b10 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 3-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 4.500 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 Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 2.50 5.00 5.00 5.50 Dead Load #/ft 75.00 75.00 75.00 315.00 315.00 105.00 75.00 Live Load #/ft 125.00 125.00 125.00 525.00 525.00 175.00 125.00 Dead Load #/ft 210.00 Live Load #/ft 350.00 Start ft End ft 2.300 Point#1 DL lbs 1,232.80 LL lbs 2,055.40 @ X ft 2.300 Results Ratio= 0.1200 0.0300 0.0675 0.1969 0.7875 1.0547 0.2269 Mmax @ Center in-k 4.80 1.20 2.70 7.87 31.50 69.04 9.07 @ X= ft 2.00 1.00 1.50 1.25 2.50 2.30 2.75 fb:Actual psi 112.2 28.0 63.1 184.1 736.3 1,075.8 212.1 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 1,020.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK OverStress Bending OK fv:Actual psi 13.3 2.5 7.9 21.8 79.0 101.9 21.4 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 75.00 112.50 393.75 787.50 1,300.12 206.25 LL lbs 250.00 125.00 187.50 656.25 1,312.50 2,167.27 343.75 Max.DL+LL lbs 400.00 200.00 300.00 1,050.00 2,100.00 3,467.39 550.00 @ Right End DL lbs 150.00 75.00 112.50 393.75 787.50 940.68 206.25 LL lbs 250.00 125.00 187.50 656.25 1,312.50 1,568.13 343.75 Max.DL+LL lbs 400.00 200.00 300.00 1,050.00 2,100.00 2,508.81 550.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.000 -0.001 -0.001 -0.017 -0.021 -0.006 UDefl Ratio 28,581.0 228,648.0 67,747.5 27,873.3 3,484.2 2,799.0 10,994.3 Center LL Defl in -0.003 -0.000 -0.001 -0.002 -0.029 -0.036 -0.010 UDefl Ratio 17,148.6 137,188.8 40,648.5 16,724.0 2,090.5 1,679.0 6,596.6 Center Total Defl in -0.004 -0.000 -0.001 -0.003 -0.046 -0.057 -0.016 Location ft 2.000 1.000 1.500 1.250 2.500 2.420 2.750 UDefl Ratio 10,717.9 85,743.0 25,405.3 10,452.5 1,306.6 1,049.5 4,122.9 4 S11-iD14 �® STH014 59.0 ®® 6x10 HDR • _ .II[ All - - 4. I .,; L , .,; STHD14 1 IA.b2 b.b3 B.ba B.b gig 7:7, ! i ' r' �-- //N//' ` �t 1i I - l I 1 IL A / �// --�- -1 1 - I 0 tq //// ////// II r ;7'-;/ . N Il\\-__'/// N 0 2x LEDGER 'n z I m lig E-- I3 t •Z N _1ii qO I o_ ,g 12x4 FRAMING ,- AT 24' O.C. - -J • A I 0 b.b10 B.b11 B,b12 .5x:4-BIG-BEAM-88- I -�_ _�_ :(BEAD 3.Sx1U.S�C�hIIR --'A 1 S9.0 1 ' Orli I _ b.b9 t© E-- _ 4x10 i - \ \ STAIR / Ill:CC I S ��` `l� STh{gi4 ST-1014 P4 THD7• \\FRA_MING/ OPEN ...1��'4j1 \ / To O y 'P61, 1---cEy i \ / BELOW Nev \ / I v / \ / \ �\ / \ S9.0 I I _--- / \ STHD14 P4 STHi 1 / 1 ©�.. . x BIG BEAM FB 1 -_uI_II� ;_.r I__-1 5. x18 GLB H R :. b,_ :3 �r.>•1 1j- Y .a14 I 6X6 •_ \ \--JAI. A(' 0 9 t Ak A m l. 0 •.o N 1= I- °°— r n I x r,a I N I — 'N I2) 2x:10 HDR cc ." B.b17 ' A ca ca I (, B. l` in 0 --- ,d- /. \ I 1 _5 H R / .,IFA 5x14 RIG RFA2 : / \ = ' 15 An j�L STHD14 STHD 4 x ' l`B O HD P3 18 .b18 _4x10 H VP _ -T 2x LEDGER i6 x Ark © %19 / Willi \ / \ / 3.b19 \ B.b19 i 91 14x8 1' r\ 4x8 HDR ill' al I L "-/J % YP. )F FRAMING NOTES i' I illy required beams and headers are L i 1® MONO TRUSSES fill AT 24" O.C. aming consists of 7/16"or 1/2"APA rated MAIN.FLOOR SHEAR PLAN & an rating 32/16)over pre-manufactured o.c.,U.N.O.At roof framing with pitch Plan 5B Daylight TOP FLOOR FRAMING PLAN qual to 2:12,roof framing consists of 5/8" nathing(span rating 40/20)over pre- 1/4"=1'-0" �..�a�>>�d•..,' I1Nrl D,,,.inuuoce Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_iverterrace_5abd.ecw:15238-5B Description 15238-5B-Top Floor Beams (1 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 6x10 3.125x9 4x10 4x10 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 3.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 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 Douglas Fir- Douglas Fir,24F- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,300.0 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 il Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 75.00 207.50 177.50 177.50 315.00 180.00 Live Load #/ft 125.00 420.00 340.00 340.00 525.00 480.00 Dead Load #/ft 207.50 75.00 75.00 75.00 125.00 80.00 80.00 Live Load #/ft 420.00 125.00 125.00 125.00 200.00 80.00 80.00 Start ft End ft Point#1 DL lbs 1,365.20 LL lbs 2,276.10 @ X ft 3.100 Results Ratio= 0.2401 0.4413 0.1797 0.7611 0.2730 0.2160 0.9864 Mmax @ Center in-k 19.86 44.68 9.69 38.74 10.92 8.64 44.25 @ X= ft 2.00 3.00 1.50 3.00 1.25 3.00 2.99 fb:Actual psi 240.1 1,059.2 194.1 776.3 255.3 202.0 886.7 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,020.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 28.9 99.6 24.3 74.2 30.2 19.3 177.6 Fv:Allowable psi 180.0 240.0 180.0 150.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 565.00 847.50 378.75 757.50 550.00 240.00 827.17 LL lbs 1,090.00 1,635.00 697.50 1,395.00 906.25 240.00 1,632.12 Max.DL+LL lbs 1,655.00 2,482.50 1,076.25 2,152.50 1,456.25 480.00 2,459.29 @ Right End DL lbs 565.00 847.50 378.75 757.50 550.00 240.00 1,578.03 LL lbs 1,090.00 1,635.00 697.50 1,395.00 906.25 240.00 2,883.98 Max.DL+LL lbs 1,655.00 2,482.50 1,076.25 2,152.50 1,456.25 480.00 4,462.01 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.024 -0.001 -0.025 -0.002 -0.009 -0.009 UDefl Ratio 19,706.6 2,986.8 28,894.6 2,934.6 19,954.7 7,939.2 5,069.0 Center LL Defl in -0.005 -0.047 -0.002 -0.045 -0.002 -0.009 -0.018 UDefl Ratio 10,214.9 1,548.2 15,690.1 1,593.5 12,110.5 7,939.2 2,704.2 Center Total Defl in -0.007 -0.071 -0.004 -0.070 -0.004 -0.018 -0.027 Location ft 2.000 3.000 1.500 3.000 1.250 3.000 2.128 UDefl Ratio 6,727.6 1,019.7 10,168.5 1,032.7 7,536.6 3,969.6 1,763.5 Title: Job# Dsgnr: Date: 10:30AM, 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:15236-58 Description 15238-5B-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 II B.be B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 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 lcenter Span Data Span ft 4.00 4.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 LL lbs 520.00 520.00 @ X ft 3.000 8.000 Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.5798 Mmax @ Center in-k 19.80 19.80 19.06 18.94 117.15 57.35 396.00 @ X= ft 2.00 2.00 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 396.7 396.7 166.7 165.7 2,040.2 501.6 1,333.3 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 47.1 47.1 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 450.00 450.00 466.87 400.00 1,065.00 795.59 1,800.00 LL lbs 1,200.00 1,200.00 945.00 850.00 2,840.00 1,390.59 4,800.00 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,250.00 3,905.00 2,186.18 6,600.00 @ Right End DL lbs 450.00 450.00 466.87 660.00 1,065.00 1,254.41 1,800.00 LL lbs 1,200.00 1,200.00 945.00 1,110.00 2,840.00 1,849.41 4,800.00 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,770.00 3,905.00 3,103.82 6,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.135 UDefl Ratio 13,679.8 13,679.8 49,664.7 52,558.1 1,358.8 7,753.3 1,782.0 Center LL Defl in -0.009 -0.009 -0.002 -0.002 -0.236 -0.022 -0.359 UDefl Ratio 5,129.9 5,129.9 24,536.7 29,134.0 509.5 4,534.6 668.3 Center Total Defl in -0.013 -0.013 -0.003 -0.003 -0.324 -0.036 -0.494 Location ft 2.000 2.000 2.250 2.080 5.000 4.284 10.000 UDefl Ratio 3,730.9 3,730.9 16,423.0 18,747.7 370.6 2,861.2 486.0 Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: sa000s Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist 15238_riverterrace_5abd.ecw:15238-5B (Iceir 3-2003 ENERCALC Engineering Software Description 15238-5B-Top Floor Beams (3 of 3) Timber Member Information erode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.b15 B.b16 B.b17 B.b18 FP.b B.b19 B.b20 Timber Section 2-2x10 5.5x12 2-2x10 Palm:3.5x14.0 4x10 4x8 2-2x10 Beam Width in 3.000 5.500 3.000 3.500 3.500 3.500 3.000 Beam Depth in 9.250 12.000 9.250 14.000 9.250 7.250 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 Douglas Fir,24F- Hem Fur,No.2 Rosboro,Bigbeam Douglas Fir- Douglas Fir- Hem Fir,No.2 V4 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 2,400.0 850.0 3,000.0 900.0 900.0 850.0 Fv-Basic Allow psi 150.0 240.0 150.0 300.0 180.0 180.0 150.0 Elastic Modulus ksi 1,300.0 1,800.0 1,300.0 2,200.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data r Span ft 3.00 16.00 3.00 8.00 5.00 10.75 4.00 Dead Load #/ft 75.00 165.00 121.00 75.00 315.00 57.00 80.00 Live Load #/ft 125.00 307.00 322.60 125.00 525.00 94.00 80.00 Dead Load #/ft 215.00 81.40 230.00 75.00 315.00 Live Load #/ft 410.00 152.00 427.50 200.00 525.00 Start ft 8.900 End ft 16.000 2.500 Point#1 DL lbs 360.00 1,703.90 LL lbs 600.00 2,840.70 @ X ft 7.000 0.250 Cantilever Span Span ft 2.23 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs 25.00 @ X ft 2.230 Results Ratio= 0.2784 0.6890 0.1497 0.2614 0.7757 0.7296 0.6584 Mmax @ Center in-k 11.14 218.26 5.99 88.18 41.81 26.17 26.34 @ X= ft 1.50 8.77 1.50 4.13 2.50 5.37 1.46 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 0.00 -3.94 fb:Actual psi 260.3 1,653.5 140.0 771.3 837.7 853.7 615.6 Fb:Allowable psi 935.0 2,400.0 935.0 3,000.0 1,080.0 1,170.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.6 99.7 17.6 78.4 89.9 42.6 65.9 Fv:Allowable psi 150.0 240.0 150.0 300.0 180.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions i @ Left End DL lbs 435.00 1,448.23 181.50 1,265.00 975.00 306.37 2,274.10 LL lbs 802.50 2,695.45 483.90 2,285.00 1,812.50 505.25 3,725.50 Max.DL+LL lbs 1,237.50 4,143.68 665.40 3,550.00 2,787.50 811.62 5,999.60 @ Right End DL lbs 435.00 1,769.71 181.50 1,535.00 975.00 306.37 610.95 LL lbs 802.50 3,295.75 483.90 2,735.00 1,812.50 505.25 986.25 Max.DL+LL lbs 1,237.50 5,065.46 665.40 4,270.00 2,787.50 811.62 1,597.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ■ Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 DnnuipLiorr Scope: Rev: 580006 Pae 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5B Description 15238-5B-Top Floor Beams(3 of 3) Center DL Defl in -0.002 -0.205 -0.001 -0.017 -0.015 -0.096 -0.009 UDefl Ratio 17,520.9 935.2 41,992.3 5,533.2 4,040.8 1,339.5 5,368.5 Center LL Defl in -0.004 -0.382 -0.002 -0.031 -0.028 -0.159 -0.015 UDefl Ratio 9,497.3 502.3 15,750.4 3,074.2 2,173.7 812.2 3,245.6 Center Total Defl in -0.006 -0.587 -0.003 -0.049 -0.042 -0.255 -0.024 Location ft 1.500 8.128 1.500 4.032 2.500 5.375 1.856 UDefl Ratio 6,158.9 326.8 11,454.2 1,976.2 1,413.4 505.6 2,022.8 Cantilever DL Defl in 0.012 Cantilever LL Defl in 0.017 Total Cant.Defl in 0.029 UDefl Ratio 1,836.5 Aft 140, BB,of.T 61 DF � 6x; PT 'OS (.i O a a `°(11.) NJ O STI-014 1 THDI ®A ST4014 IDR _/ ,q �� _ _ 7o R _ HD_ z HS.i�1 � <‘BH.93. 4x b3R . I SIM ■ ("3N D4 � coU O O ' F7-� ¢ n N i v0 REMC f �►���� � 3.5x7 • `�'�.STAIR FRAbINi.-• x6 '0 ENI JOIS- y r �ABOVEJ D B, b., • -PROVIDE 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 Pa THE PONY WALL WITH I-JOIST BLOCKING <THDI4 STiD14 UNDER BEARING WALL ABOVE w/r��5w���,yv„.w,pr iiiiiii4/7/ iiiiii!i(ii B.b13 CIe I I p ▪ai S6.0 I I ADDED ANOTHER JOIST a SUPPORT (PER RODNEY) -0 • 4X8 NOR o CS.bl AMA ®' • • • • • • f ti • • I 421 BSMT. FLOOR SHEAR Plan 5B Daylight MAINLFLOOR FRAMINGPLAN Title: Job# Dsgnr: Date: 10:30AM, 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:15238-5B Description 15238-5B-Bottom Floor Beams Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.a1 BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fr- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No enter Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 325.00 275.00 202.00 202.00 82.50 325.00 80.00 Live Load #/ft 600.00 600.00 405.00 405.00 220.00 600.00 80.00 Point#1 DL lbs 1,076.20 378.70 LL lbs 2,092.50 697.50 @ X ft 1.250 0.250 Point#2 DL lbs 757.50 LL lbs 1,395.00 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.6613 0.5169 0.4625 0.1387 0.0415 Mmax @ Center in-k 22.20 47.25 35.64 27.86 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.25 2.24 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 714.2 558.2 462.5 129.7 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 90.5 106.2 56.4 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 650.00 825.00 930.78 1,584.39 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 1,828.12 3,000.37 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 2,758.91 4,584.76 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 751.42 561.81 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 1,479.37 1,117.12 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 2,230.79 1,678.93 1,096.56 925.00 320.00 1_1?eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.022 -0.004 -0.010 -0.016 -0.000 -0.001 UDefl Ratio 9,470.6 3,316.3 9,666.5 6,140.9 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.019 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 4,930.6 3,117.1 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.029 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.440 2.420 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,265.1 2,067.6 1,520.8 18,539.0 24,166.9 5 '' c ---r , 7'-63a { r-634 e at ; L- +34 :IL-7:1 J_ _[4i [Iii L L_ J 24x24"x12"FTG. II WI(3) #4 E.W. N 1 7 40,-0 lo 14•_11314 4'-O" i'-103a 19._2• r __1 I-10"-owl - -1 I I.o.s. 10 i L _J 31r Cant.SLAB 1-9.-5%-1 ' 56.0 SL0.5. S1HD14 5 0 421 014 _ ST4014 rI •- ----- -. v 4111 © 5511132x4 PONY WALL rMIMI e -7'-11 W I-7-11 X74I. I. 18 `103/ 3'-634 6'-3" 6'-3" 6•-3" 8._3" 6'-3" 3'-634 f ID ®—I—, r+1 r-I-, 4X8 HDR r-I-, r-I-'_ r-I-® ,- ® IBI L ---+_ • a4s—�— +—___ ..LTJ L_—J I ro I-9'-14{+"1 FTGI. CS.2 1 i., 1.zBASEMENT �I FINISHED FLOOR i ;IMF 15-834 ' 4._71" 3._8" 4-53z• 11 334 I ' 18 I I I I [ 2J_-H ---- ) 211 II LJ L _I" —1'-2W ® FTG2 0 -1'-2W 1 1. ((��2x4 PONY ®� / WALL I -214 I _ m _ L ��'.1 _e I-1'-2Yb'I __J sTHD14 0 STH014I T- , STHD1 SINO1 :1- y _ .l IJ I V i N 20._0 " ± 8 Bl4 .:. .. 11 3y n 1 30 x3D.'10 - i. PROVIDE I 01 T.: 0 -7 FRAMING FOR FURNACE 7-l- a PLATFORMHABOVE EA-. AY PONY'WAL ig - '1. ah THICKENED SLAB 7 4 �.:I. - 60 1_ UV }} 1. ADDED ANOTHER JOIST 1... 1 SUPPORT (PER RODNEY) LsTHD14 STHD14�. ,}. 2x5 PONY W LL FOR --1'..'.1T_ 1. INSTALL CONTI UOUSLY BEARING WAL ABOVE ` '.r D ��� l OPERATED ME' ANICAt.. FIXTURE i. o SLAB SLOPES DOWN 314" _7 - - © FROM BACK TO APRON 1 - TENTILATION SYSTEM- ABOVE -.tg ^ kT THE CRA:: SPk a: I' 116 3" :w"--- ... 6.-3' 5 10 I VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN r �1 4X8 HER r -' _ _ _ 1 _ p f 3x1$BLOCK OUT I j 2x4 PONY ��-Uo .-1. i 0 STEM WALL PYP. 1 -t WALT .. 0 D .} -.- ® f R T FINISHED.:1 i ® ..-.. N 11 11 11 I-0.-5I © I �j�! .,4 .-Yli ... ..1. '�dm 0� STHD14 WEI AM STHD1 , • I ap I 16 'Oaanc.SLAB 1 A L'� rr -Wd�J. I N Wir 1 S61 SLOPED DOWN MITI♦ Y412 , 1I STHD14 THD14 L 1 ®® N 1 L -, AA det ' SIM. P p•-1" 16'-3" 2_2 7.-70" 11._8" 40'-0" Plan 5A Daylight FOUNDATION PLAN 1/4"-1'-0" 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_dverterrace_5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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- Lardr,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 LResults Ratio= 0.7677 0.8279 ` �Mmax @ Center in-k 27.54 29.70 1 @ 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 �eactions @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS 1 _.1_ 1 j - Code TCode Code Suggest ( Suggest Suggest Lpick Lpick Lpick I Lpick Joist b 11 d Spa. LL DL 1 M max V max I El L fb L iv L TL240 1.1L360 L max TL deft. LL deft. L TL360 L LL480 L max TL dell.TL deft:LL deft LL deft. size&grade width(in.))depth(in.) (in.) (psf) (psf)I (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft) (in.) (in.) (L (ft.)- (ft.) (In.) ratio _in.) 1 ratio 9.5"TJI 110 1.75 9.5 1921-_40 15 2380 1220 1.40E+08 14.711 27.73 1523 14.801 14.71 0.66 0A81-1 13.31 13.45 13.31 0A4.L..-_ 360 0.32 495 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 I 14.14 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 15.57 0.52........360 0.38 495 9.5"TJI 110 1.751 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 0.411 495 1 9.5"TJI 110 1.751 9.5 19.2, 40 101 2500 1220 1.57E+08 15.811 30.50 16.34 15.37, 15.37 0.64 0.51, i 14.27 13.97 13.97 0.44, 384 0.351 480 9.5"TJ1110 1.75 9.5 16 :' 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15,17 1484,,,,,.'44.84' 0.46 384 0.37 480 9.5"TJI 110 1.751 9.5 12 40 101 2500 12201 1.57E+08 20.00T-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 1.75i 9.5 9.6 40 101 2500 12201 1.57E+08 22.361 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 2.0625 9.5 19.21 40 10 3000 1330 1.87E+08 17.32; 33.25 17.32 16.301 16.30 0.68 0.541 1 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15 74 I` `+4 0.49 384 0.39 480 9.5"TJI 210 2.0625 L_ 9.5 12 40 101 3000 1330, 1.87E+08 21.91 53.20 20_26 19.06 19.06 0.79 0.64 17.70 17.32 17 32 054 384 0.4.31. 480 9.5"TJI 210 2.06251 9.5 9.6 40 101 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 -0.681 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 0.561 ) 15.63 15.29 1629 0.481 384 0.381 480 99.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2,06E+08 19.99 39,90 19.01 17.89 17.89 0.75 0.60 16,60 16,25 ,_'1 25' 0.51 384 0,41 480 9.5"TJI 230 2.31251 _ 9.512' 40 10 3330 13301 2.06E+08 23.081 53.20 20_92-_19.69' 19.69 0.82 _0.66' ' 18.28 17.89 17 89 0 56 384 0A51. 480 -9.5"TJI 230 2.31251 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 -66.50 22.54 21.21 21.21 0.88 0.71 III- 19.69 19.27 1927 0.60, 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2- 40 101 3160 1560 2.67E+08j 17.78. 39.00 19.50 18.35 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 it 10 3160 1560 2.87E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ,1712" 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12 40 101. 3160 15601 2.67E+081 22.49 62.40 22.81 21.46 21.46 0.89 0.721 . 19.93 19.50 19.60 0.61, 384 0.49) 480 11.875"TJI 110 1.751 11.875 9.6r 40 10' 3160 15601 .67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.011 0.66 .840.53............480 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 16551 3.15E+08 19.481 41.38 20.61 19.39, 19.39 0.81 0.65, , 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJI 210 2.0625 11.876 16 40 10 3795 1655 3.35E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 ,4118 72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08 24.641 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.6, 40 10 3795 16551 3.15E+08 27.551 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.691 384 0.551 480 ---- ---- -- ----. I.................. 11.875"TJI 230 2.3125 11.875 19.21 40 101 4215 1655 4 E+08, 20.53, 41.38 21.28 20.03, 20.03 0.83 0.67, 1 18.59 18.20 18.20 0.57 384 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 12 40 101 4215_1655 113.47E+081 25.97: 66.20 24.89 23.421 23.42 0.98 0.781 1 21.74 21.28 21.28 0.67 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.6 40_ 10, 4215 16551-3.47E+0811 _.29.03, 82.75 26.81 25.23 25.23 1.05 0.84 __.23.42 22.93 22 93 0 72 r 384 0.-5-71--486 11.875"RFPI 400 2.0625 11.875 19.21 40 10 4315 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.66i-i 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22,76 44.40 22.24 20.93 20,93 0.87 0.70 19,43 19,01 19.01 i 0.59 384 0.48 480 11.875"RFPI 11.875 12: 40_1. 101 4315 14801 3.30E+08 26.28, 59.20 23.03' 23.03 0.77 21.38 20.93 20.93 3841 0.521 480 11.875"RFPI 400 2.06251 11 875 9.61 40 101 4315 14801 3.30E+08 29.381 74.00 26.37 24.811 24. 81 11.03 1 0.83 23 03 22 54 22.54 0.70 384 0.56, 480 Page 1 SAWN JOISTS and RAFTERS � Fb*Cr*C _ Code Suggest Lpick Lpick Lpick Lpick Joist Sia. LL DL Pb F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L •ick TL deft.TL deft. LL deft. LL deft. size&rade (in.) (per (psf) (psi)-(psi) (psi) eft.) eft.) eft.) _ft.) Aft,)___ j1-ALIftl_______(!r_O_ 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 13000001 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 _14.4413.35 11.81 12.01 11.50_0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.5314.81 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 ; LOAD CASE (12-12) 1 ;(BASED ON ANSI/AFBPA NDS-2012) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+8 I c 0.80(Constant)> Section 3.7.1.5 i Cr KcE 0.30(Constant)> Section 3.7.1.5 i j Cf(Fb) I Cf(Fc) NDS Cb (Varies) > 4SectIon 2.3.10 Bending!Comp. Size!Size Rep. I Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Well durationldura0onfactorifactor use 1 Stud Grade Width Depth Spacing Height bid Vert.Load Hor.Load <-1.0 Load 0 Plate Cd(Fb)1Cd(Fc) Cf Cf Cr Fb 1Fc perp Fc ( E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb lb/ 1 in. in. in. 1 ft. pit pot pit , • (Fb)I(Fc) psi I psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD • H-F Stud 0.000 H-F Stud I 1 1.5 3.5 16 8 27.4 1045 0 0.4076 1993.4 I 1.00 0.0037 1993.4 1.00 ! 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 506! 966 47852 415.71 265.40 0.1 1,200,000 854 5061 966 478.52 415.71 25.40 64 0.001 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.8314 2657.8 I 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,00 854 5061 9861 478.52 415.71 379.05 0.91 0.001 0.000 H-F Stud 1 1.5 3.5 12 I 8 27.4 1990 0 0.8314 1 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 (1,200,000 854 5061 9661 478.52 415.71 379.05 0.91 0.00 0.00 1LIERIORIIALLS(2X41 SPF STUI i J i SPF Stud : 1.5 I 3.5 16 I 8 27.4 100 0 0.0039 2091.8 1 1.00 1 1.15 1.111.05 1.15 675 425 725 '1,200,000 854 5311 875.4381 478.52 407.531 25.40 0.06 0.00 0.000 SPF Stud 1 1.5 3.5 16 8 27.4 1045 0 0.4241 I 2091.8 1 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 285.40 0.65 0.00 0.000 SPF Stud ' 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438 478.52 407.53 379.05 0.93 0.00 0.000 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 1,200,000 854 531 875.438 478.52 407.53 379.05 0.93 0.00 0.000 (NTERIOR WALL$,2X4)DES.STUD I I DF-L Stud I 1.5 3.5 16 8 27.4 100 0 0.0028 I 3076.2 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1 1,400,000 886 7811 1026.38 558.27 475.96 25.40 0.05 0.00 0.00 DF-L Stud 1.5 3.5 16 8' 27.4 1045 0 0.3109 3076.2 1 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.38 558.27 475.96 265.40 0.58 0.00 0.000 1 DF-L Stud, 1.5 3.5 12 8 27.4 1990 0 0.8342 4101.6 1.00 ' 1.15 1.1 1.05 1.15 700 _ 625 850 1,400,000 886 7811 1026.38 558.27 475.98 379.05 0.80 0.00 0.000 XTERIOR WALLS I . I H-F#2 1.5 5.5 16 7.7083 16.8 3132 01 0.2408 1 3132.4 1.00 1 1.15 1.3 1 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1378.83 1031.5 8 506.18 0.49 0.001 0.000 H-F#2 1.5 5.5 16 9' 19.6 3132 01 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 5061 1844.5 1011.45 837.57 506.18 0.80 0.001 0.000 H-F#2 , 1.5 5.5 16 8.25 18.0 3132 01 0.2858 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300[1,300,000 1,271 5084 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 1 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1 1.15 1.31.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 I 1.00 1 1.15 1.3 11.10 1. 15 875 425 1150 11,400,000 1,308 5311 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 I 3287.1 1.00 i 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 1 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438] 144.26 139.02 138.41 1.00 0.00 0.000 1 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 1,308 531,1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1 1.5 5.5 16 I 19 41.5 1360 01 0.9969 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 1 405 1300 11,300,000 1,271 5081 1644.5 226.94 220.14 219.80 1.00 0.001 0.000 Page 1 D+L+W • CT#4028AB 1 1 LOAD CASE (12-13) 1 1(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+W 1 1 c 0.80(Constant)> 1SectIon 3.7.1.5 i__ j Cr _ KcE 0.30(Constant)> ISection 3.7.1.5 i Cf(Fb) 'Cf(Fc) NDS Cb 1 (Vedas) > Section 2.3.10 j Bending:Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.21 Max.Wall 'duration!durationfactor factor use ; Stud Grade;Width Depth Sparing Height Le/d Vert.Load Hor.Load a>1.0 Load @ Plate Cd(Fb)1Cd(Fc) Cf Cf Cr Fb IFc perp Fc ( E Fb' Fc perp' Fc• ; Fce F'c fc fc/F'c I fb fb/ in. in. in. 1 ft, p# psf Pit (Fb) (Fc) psi 1 psi psi 1 psi psi psi ; psi psi psi psi psi Fb'(1-fc/Fce) JNTERIOR WALLS 2X41 H-f STUD! L H-F Stud ' 1.5 3.5 16 8 27.4 100 51 0.1655 1993.4 1.60 1 1.00 1.1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 840 478.52 403.77 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 8 27.4 1045 51 0.7755 1993.4 1.60 t 1.00 1.1 1.05 1.15 675 i 405 800 1 1,200,000 1,366 5061 840 478.52 403.77 265.40 0.66 208.98 0.343 H-F Stud ' 1.5 3.5 8 8 27.4 1990 5 0.5538 ; 3988.7 1.60 j 1.00 1.1 1.05 1.15 675 1 405 800 (1,200,000 1,366 5061 840 478.52 403.77 252.70 0.83 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5538 3986.7 1.60 1 1.00 1.1 1.05 1.15 675 1 405 800 1,200,000 1,366 5061 840 478.52 403.77 252.70 0.63 104.49 0.162 1i INTERIOR WALLS 2X4)SPF STU� I SPF Stud 1 1.5 3.5 16 8 27.4 100 5 0.1657 2091.8 1.80 1 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.251 478.52 393.99 25.40 0.061 208.98 0.162 SPF Stud1.5 3.5 16 1 8 27.4 1045 5 0.7972 2091.8 1.60 1 1.00 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 761.251 478.52 393.99 285.40 0.671 208.98 0.343 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 5 0.5734 4183.6 1.60 1 1.00 1.1[1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.99 252.70 0.641 104.49 0.162 SPF Stud I 1.5 3.5 8 j 8 27.4 1990 5 0.5734 4183.6 1.60 i 1.00 1.1 11.05 1.15 675 425 725 11,200,000 1,366 531: 761.25' 478.52 393.99 252.70 0.64 104.49 0.162 INTERIOR WALLS(2X41 Dr-L STUD I DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1576 3076.2 1.60 1.00 1.1 1.05 1.15 700 825 8501,400,000 1,417 7811 892.5] 558.27 460.25 25.40 0.06 208.98 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.6137 3076.2 1.60 : 1.00 1.1 1.05 1.15 700 i 625 850 1 1,400,000 1,417 7811 892.5 558.27 460.25 285.40 0.58 208.98 0.281 OF-L Stud� 1.5 3.5 12 1 8 27.4, 1990 4.5 0.9884 4101.6 1.60 1 1.00 1.1 1.05 1.15 700 I 625 850 11,450,000 1,417 7811 892.5 558.27 460.25 379.05 0.82 141.06 0.310 EXTERIOR WALLS ! ° • I I H-F#2 1 1.5 5.5 16 17.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1 1.00 1.3 11.10 1.15 850 405 1300 1,300,000 2,033 5061 1430 1378.83 989.911 506.18 0.52 152.58 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.46 0.5743 3132.4 1.60 1 1.00 1.3 1 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 I 1.5 5.5 16 1 8.25 18.0 3132 8.131 0.4411 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1430 1203.70 899.131 506.18 0.56 146.34 0.124 SPF#2 1 1.5 5.5 16 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 5311 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 1.80 1 1.00 1.3 ,1.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1089.25 806.08 531.23 0.68 181.23 0.169 SPF#2 1.5 5.5 16 , 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1 1.00 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1265 1296.30 884.69 531.23 0.60 148.34 0.118 1 Ii ( j SPF Stud ' 1.5 3.5 16 i 14.57 50.0 70 8.46 0.9957 2091.8 1 1.80 1 1.00 1.1 11.05 1.15 675 425 725 1,200,000 1,366 5311 761.25! 144.26 138.141 17.78 0.13 1172.85 0.979 SPF#2 1.5 5.5 16 I 19 41.5 660 9.711 0.9941 1 3287.1 1.60 i 1.00 1.311.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.021 0.786 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9921 j 3132.4 1.80 1 1.00 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 506, 1430 226.94 219.02 96.97 0.44 927.021 0.796 I Page 2 D+L+W+.5S CT#4028AB I LOAD CASE 1 (12-14) 1 I(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 I 2.3.1 3.7.1 3.7.1 Ke [ 1.00 Design Buckbng Factor D+L+W+Sl2 1 c ( 0.80(Constant)> Section 3.7.1.5 i I ___ i __ _ Cr KcE ( 0.30(Constant)> Section 3.7.1.5 1 i Cf(Fb) 1 Cf(Fc) NDS Cb 1 (Varies) > 'Section 2.3.10 !Bending:Comp. Size 1 Size Rep. j Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Watt I durationiduration factorlfactor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load <.1.0 Load 4/Plato Cd (Fb)Cd(Fc) Cf l Cf Cr Fb 'Fc perp Fc I E Fb' Fc perp' Fc• Fce Pc fc fclF'c lb 1b/ • I in, in. in. R. p9 psf pit (Fb)1(Fc) psi psi psi psi psi psi pal psi psi psi psi Fb^(1-fclFce) INTERIOR WALLS (4)H-F STUD • H-F Stud1.5 3.5 16 8 27.4 100 5 0.1653 1993.4 1.60 i 1.15 1.1 1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 478.52 415.71 25.40 0.08 208.98 0.162 H-F Stud I 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 I 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,368 5061 988 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3988.7 1.60 l 1.15 1.1 i 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 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1 1.15 1.1 (1.05 1.15 675 405 800 11,200,000 1,366 506 966 478.52 415.71 252.70 0.81 104.49 0.162 INTERIOR WALLS 12X4)SPF STUD SPF Stud I 1.5 3.5 16 1 8 27.4 100 5 0.1654 2091.8 1.60 1 1.15 1.1 11.05 1.15 675 425 725 `1,200,000 1,366 531'875.438 478.52 407.531 25.40 0.06 208.98 0.162 f1 SPF Stud 1.5 3.5 16 8, 27.4 1045 5 0.7676 2091.8 1.60 l 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,368 531 875.438 478.52 407.531 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 S 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 i 1,200,000 1,366 531 875.438 478.52 407.531 252.70 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 I 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 0.82 104.49 0.162 INTERIOR WALLS,2X41 DF-L STUD "-- - -I i DF-L Stud 1.5 3.5 16 8 27.4 100 5 0.1574 3076.2 1 1.60 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 1,417 781 1026.38 558.27 475.96 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 I 625 850 1,400,000 1,417 781:,1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.8 1.60 i 1.15 1.1 1.05 1.15 700 I 625 850 1,400,000 1,417 7811 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 JXTERIOR WALL, t 1 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.80 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1 1.5 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 I 1.15 1.3 i 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1 1,5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 j 1.15 1.3 11.10 1.15 875 425 115011,400,000 2,093 5311 1454.751 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 ' 1.80 i 1.15 1.3 1 1.10 1.15 875 425 1150.1,400,000 2,093 5311 1454.751 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 i 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.751 1296.30 945.38 531.23 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 1 425 725 j 1,200,000 1,366 5311 875.438] 144.26 139.02 17.78 0.13 1172.85 0.979 SPF#2 1 1.5 5.5 18 19 41.5 660 9.71 0.9914 I 3287.1 1 1.60'1.15 1.3 1.10 1.15 875 425 1150.1,400,000 2,093 5311 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1 1.5 5.5 16 I 19 41,5 600 9.71 0.9901 j 3132.4 1 1.60 1 1.15 1.3 0.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 226.94 220.14 96.97 0.44 927.021 0.796 Page 3 D+L+S+.SW CTS 4028AB I I LOAD CASE I (12-15) I 1(BASED ON ANSIIAFBPA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 I 2.3.1 3.7.1 3.7.1 Kce 1 1.00 0.80(Constantign Buckling ngFactor'Sec0on 3.7.1.5 D+L+S+Wl2 i I KcE 0.30 Constant > !Section 3.7.1.5-- __-__ Cr= ,M=�ZI_®-__ Cb (Varies > (Section 2.3.10 j 'Bending!Comp. Size I Size Rep. 1 Cd(Pb) Cb ,Cd(Fc) Eq.3.7-1 iii - NOS 3.9.21 Max.WallIa iCd(F)]Cd 0c faC I Cf use Stud Grad:.Width Depth Spadn>j Height Le/d Vert.Load Hor.Load <=1.0 !Coed Platt Cd(Fb)1Cd(Fc Cf I Cf Cr Fc perp Fc E Fb' Fc perp'! Fc' Fce F Po in. in. in. 1 ft. df f i -f 1 Fb (Fc - •.I •i •sl 1 ,:i =I •-I •Po:I Fb'•1-f/c/Fce 141�3PT_YL14S: Y4.E1121iW' .® 100 5 0.1653 I 1993.4 1.60 i 1.15 ®1.05 ®1111191 800 1 1,200,000 5061 9661 478.52 415.71®' 0.8 208.98 0.182 H-F Stud I 1.5 ®M� 27A 1990 5 0.5316 3 1993.4 86.7 1.60 1 1.15 15 ®1 05 1.15 675 405 800 1 1,200,000 1,366 •: <.: 415.71 255.40 0.64 208.98 0.343 H-F Stud 1 1.5A 1045 5 0.7510 160 1 05 15 675 2.70 0.61 104.49 0.162 iiiiiMI®IIIIIi® 1990 5 0.5316 :• ER OR W LS 2 g)SPY STUD ®®®®1,200,000 508®®� 0.61Iiiii 0.162 SPF Stud ; 1.5 3.5 16 ; 8 27.4 100 5 0.1654 , 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311875.438 478.52 407.53 25.40 0.061208,98 0.182 OFF Stud 1 1.5 3.5 16 8 27.4 1045 5 0.7676 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 53187.438 478.52 407.53 265.40 0.65208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1 1.15 1.1 11.05 1.15 675 425 725 1,200,000 1,366 531!875.4381 478.52 407.53 252.70 0.62 104.49 0.182 SPF Stud I 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.8 1 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.49 0.182 I � ! DF-L Stud 1 -�������������- 1.5 3.5, 16 8 27.4 100 5 0.1574 3076.2 1.60 I 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 781 1026.38 558.27 475.8 25.40 0.05 208.98 0.155 DF-L Stud I 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 1,400,000 1,417 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud! 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.6 I 1.80 1 1.15 1.1 1.05 1.15 ®1,400,000111 ® 475.961 379.05 0.80 Iiiii 0.345 malign!"IIIMIE 3132 4.855 0.3001 3132.4 1 1.60 1 1.15 1.3 11.10® 850 405 1300 1,300,0001IM 1031.58 506.18M 76.29 0.059 H-F#2 1.5 16 9 19.6 3132 4.23 0.4544 - :r ®®'®®i 1300 1,300,000 MECal.1111011 0.60 90.61 0.089 H-F#2 , 1.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 ! 1.15 1.3 1.10 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 7317 0.062 SPF#2 1 1.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 I 1.15 1.3 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1 1.15 1.3 1.10 875 425 1150 1,400,000 2,093 53111454.75 1089.25 850,18 531.23 0.62 90.61 0.085 SPF#2 1 1.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1 1.15 1.3 1 1.10 875 425 1150'1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 1 1 • • SPF Stud j 1.5 16 14.57 50.0 255 4.23 0.9959 2091.8 I 1.60 ! 1.151.1 1.05 675 425 725 11,200,000 1,386 5311 875.438 144.26 139.02 64.76 0.47 588.43 0.779 r 1 I SPF#2 , 1.5 ®mminggimma 4.855 0.9925 1 3287.1 1.60 1.15 ®®'®mm 1150,1,400,000 ®UM®'®®®r: 463.51 0.580 H-F#2 1 1.5 5.5 16 1 19 41.5 865 4.855 0.9970 I 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506! 1644.5 226.94 220.14 139.80 0.64 463.511 0.594 Page 4 D+L+S+.7E CTM 4028AB 1 1 LOAD CASE 1 (12.18) 1 (BASED ON ANSI/AFBPA NDS-2005) ISEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 1 3.7.1 Ke 1.00 Design Buctdin.Factor D+L+S+El1.4 c 0.80(Constant > Section 3.7.1.5 I Cr KcE 0.30 Constant > Section 3.7.1.5 MIIICf b Cf Fc NDS Cb I arias > Section 2.3.10 Cd b Cb Cd Fc E..3.7-1 NDS 3.9.2 Max.Wall duration duratio Stud Grad= 1Mdth De.h S•adny He.ht LeM Ved.Loed Hor.Load <=1.0 Load c•Plots Cd Fb Cd Fc,BIOME. Fc E Fb' Fc•:•' Fc' Fce Pc fc fc/F'c lb ON R � In, In. in. MI ',1 •If I Fb Fc •,1 •_I •si •1 ..I .-_i •-I •_ •=1 ._I Fb"1-fcIFce • 'i *1 ' H-F Stud 1.5 3.5 16 . 8 27.4 100 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 ,1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS 2X4)SPF ST 11 j If SPF Stud 1 1.5 3.5 16 8 27.4 100 5 0.1654 2091.8 1.60 1.15 1 1.1 1.05 1.15, 675 425 725 1,200,0001 1,3861 531 875.438 478.521 407.53 25.40 0.06 208.98 0.162 SPF Stud I 1.5 3.5 16 i 8 27.4 1045 5 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 1 675 425 725 1,200,0001 1,368 531 875.438 478.52' 407.53 265.40 0.65 208.98 0.343 SPF Stud 1 1,5 3.5 8 1 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 1 675 425 725 1,200,0001 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.80 , 1.15 1.1 1.05 1.151 675 425 j 725 1,200,000 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 ' 0.162 DF-L Stud] 1.5 3.5 r 16 8 27.4 100 5 0,1574 3078.2 1.60 1.15 . 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558,27 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 8 27.41 1045 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 , 850 1,400,000 1,417 781 1028.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.41 1990 5 0.9788 4101.8 1.60 1.15 1.1 1.05 1.15 1 700 625 1 850 1,400,000 1,417 781 1028.38 558.27 475.96 379.05 0.80 156.73 0.345 ;F,)(TERIOII WALL, I H-F 02 1.5 5.5 16 7.7083 16.8 31321 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 9 19.6 3132 3.57 0,4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 ( 1.5 5.5 16 8,25 18.0 3132 3.57 0.3404 3132.4 1.60 1,15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 I. 1150 1,400,0001 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 i 1,5 5,5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1 1150 1,400,0001 2,093 531 1454,75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1 1.5 5.5 16 8.25 18.01 3287` 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.151 875 425 1150 1,400,000 2,0931 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 I• I SPF Stud 1.5 3.5 16 14.57 50.01 285 3.57 0.9981 2091.8 1.60 1.15 1.1 '1.05 1.15 f 675 425 725 1,200,0001 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 1 1 SPF 02 1 1.5 5.5 16 19 41.51 10201 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 1 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1 1.5 5.5 16 19 41,51 9451 3.57 0.9939 3132.4 1,60 1.15 1.3 1.10 1.15 1 850 405 1 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340.83 0,513 • Page 5 MEMBER REPORT LevelFloor Joist~ VRTE PASSED 1 piece(s) 9 1/2"TM® 210 © 16" OC Overall Length:10'4" 9.9• X Ii All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual � . s . .; �` � ' System m: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(L/458) — 1.0 D+1.0 L(All Spans) Ti-Pro'"Rating 58 40 Passed — — •Deflection afberia:LL(L/480)and TL(1/240). •Bradng(Lu):MI compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pm'"Rating indude:None ,' t 1-Stud wall-SPF 3.50" 2.25" 1.75" 187 550 737 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 229 661. 890 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1 Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Area ential-living 2-Point(Ib) 6' N/A 250 660 �`.4.. ,� •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte-brie Operator arts Notes a 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 ABDDL 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 S1= 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=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMI= Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 Sal=2/3*SM1 SDA= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor n0= 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 SDs= 0.72 h„ = 29.53(ft) 5D1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,_ 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k = 1`ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<T L) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>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) (soft) (ksf) (kips) (kips) >w1 *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.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS3o A= 21.6 21.6psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps30 c= 17.2 17.2„psf Figure 28.6-1 Ps3oD= 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 N*K:t*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Poo= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps o= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA AB 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) V(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 - 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3+ABD DL SHEATHING THICKNESS 'sheeting—7/16" NAIL SIZE nail size=0.131"dia.X 2.5 long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 6 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheating— 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 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 QLatLongnet 4�. i I Get Latitude and Longitude [ To make a search, use the name of a place, city, state, or address, or click the location on the map to get lat long coordinates. i Place Name Find 39th way s & 40th pl s, seatac, wa i Add the country code for better results.Ex: London, UK Latitude Longitude 47.412415 I -122.283440 1.9k C�+1 957 Tweet 96 £ t B . http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 .: -,• 4 � 1 • V • s 1 'S 1 http://www.latlong.net/ 9/24/2015 I Design Maps Summary Report Page 1 of 1 II IEGS Design Maps Summary Report User—Specified Input Building Code Reference Document t (2012which utilizesInUSGSernational hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1G504Um 9 T lstitt. M� ,, - '5'''' ' =5.-- '- --',:,';',',',.'',7:--!,-,/' .„ , zw Ue t �a , . L rE< ". + to tuest USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEit Response SpectrumDesign Response Spectrum 1.10 d- oon 612 0,1 0 6.‘4,� ta.5 St. 0. , 0.4 0.32 42 4 A _, 0.41 0.22 . 4 20 2-00 11 66 1.00 tf)t1600 0,20 0,40 Perna.T tom} Pfd 7 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238__5 ABD_DL D FRONT DESIGN Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00Section 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 S1= 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= F,,*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5` N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 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) SD,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(RIE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SD,I(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TJ/(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 S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) >w, *h;k Vi DESIGN Vi Roof -- 29.5329.53 2059 0.020 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14 9.14 1437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0:00 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43.00 43.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- --- Building Width= 42.0 50.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30 A= 21.6 21.6 psf Figure 28.6-1 P530 B= 14.8 14.8.psf Figure 28.6-1 Ps3o c= 17.2 17.2',psf Figure 28.6-1 PS30 D= 11.8 11.8 psf Figure 28.6-1 X= `'s 1.00 1.00' Figure 28.6-1 Kn= 1.38 1:38 Section 26.8 windward/lee= 1.00 1.00 X*Kn*Iw*windward/lee : 1.38 1.38 Ps=X*Kit*I*Poo= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) ps B = 20.42 20.42 psf (Eq.28.6-1) ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 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) V(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.58 V(S-S)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) 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 tsheatting= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tshealhing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec D FRONT DESIGN 42 1Bib Bib E_//:. ..i E_ P6 0 0 IL'JI r 0 mi i J;a r li ll U 0 ii 0 ii r-1 P6 I ITI sow i Fla Flb s! Fic F2a F2b in 0 582 0 51.2 Wall Length = 15.67 Plan 5B Daylight TOP FLOOR SHEAR PLAN 1/4"=1'-0" 4 STHD14 09 STHD14 59.0 8 P6 STHD14 S1.2 6x10 HDR . .1: . P .P: _ . 1 .11: __7,2. II .K Wief,--- I: b2la I i b3 ( o /–^' t I l 1 t x //// // i -�-I 0 1111 .. // N _ 2x LEDGER v I i Li m b – i 4-e t N ■ -> O a.cri – ' ■ "-+2x4 FRAMING O 1- 1 AT 24" O.C. _J R3b " 0 N —6- m - .5x:4 BG-AEAU-E43- ---- - . , I_' �;1 BES f& 3.Sx1Q5 GLH NUS ��:;� 2 59.0 ^ �/ I Ria# m I I 3 x .' \ I E'• 1 I_ A t `� t GARk– . . I I v Q1.111111•1111 ,/ I I 1 \ STAIR / Jt I•t� I1 STHI�14 STHD14 THD1a \\FRAMING] OPEN �I t o 4/1 G P4 \ / TO �t I x P6 ,11______ I— \ / BELOW 1tN \ / –I Iy v t A t / \ 3 L2_ / \\ t mak59.0 /I i F---- / \\ I STHD14 STHD14� 6.Sx1� BIG BEAM FB I__ 1 _�_�_� .5x18 LB H R ��— © STAeRl f� $ �l I 6X6 �,6 UI cip I 4. R2b , 59.0 IL -- t ry 0 I IN I� i2, 2xE HDR t IP- -- F3 ,—€4— t 4 1 \�\ � � —*— 5.5_12 HER /•_• _� �' . . : is _O \ r • STHD14 STHD 4 / x PP - lam— , t�tav ` P3 P3 m/ \ `4x10 HD' _ j; l 2x LEP ER �F xI�rI��.� // © STHD/4 1 ifillllir' SIM. \\ j 14x8 HDR \ 4x8 HDR . 1\ 16 RAMING NOTES r 1 \r— L--- E S S6.1 Trp. 1 I IMONO TRUSSES auired beams and headers are 1 ..J AT 24" O.C. lconsists of7/16"or1/2"APA rated MAIN FLOOR SHEAR PLAN & mg 32/16)over pre-manufactured U.N.O. At roof framing with pitch Plan 5B Daylight TOP FLOOR FRAMING PLAN o 2.12,roof framing consists of 5/8" ig(span rating 40/20)over pre- 1/4"=1'-0" s at 24"o.c.,U.N.O. Provide H2.5A I trusses,H2.5A each side of all I Ai '\ - Ur P.T 6,1*-IDP \ 6x PT 'OS Li d u o 0 I-- a:< m v) „1-- c,Li STHD14 C14)41111116AWIW 00 S1HD1— A , 1 4x10 IDR ' 4.10 HD'? - A A 4(100 HD.--4x1 HDR.' . 1 .4a , b4b ba • • .••• • (73) : ,...p.2) c, o d o u_cs4 •=-,c"; 1-- ,EI-< -,-- in r.5 -' R5 R 3 .e4 1111=111101111111110111M11111111111101•111•111111111M,Mr. '011eSSIWICO , - ---STAIR FRA IN I,..--, •x6 '0 ENII JO! HplE --,<-r I .1 . r / IIIIIN Mir III I NM=MN IMO 11 LABOVEi ; , .• " 2 Gar]. . . . 2 , .• . . ! . 2 • 2 • .• . . . -PROVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY ; I BLOCKING BELOW • ACROSS TO CUT DOWN JOIST SPAN (PER i BEARING WALL ABOVE • RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKING ! ..„-5.71-1014 P4 S1N014—N • UNDER BEARING WALL ABOVE • • • 1 1Li Cs r ce b • o. 56.0' I • Osji • •_i i — . _ 1—.-- : ADDED ANOTHER JOIST : , -‹ • • SIJPPORT (PER RODNEY) I. :-A(4) -, • I i 6 .• .• 4X8 HDR ° ° W. - --"-'--14 • ! : 7 L3 . .• . . ' S6.0 ! : R4 ! 2 • 2 • ! ; • • • • , . • . : F3 : . . : 2•' . 2 . • • , . : 1 . i 1 2 , . .• . i 2 : UV - . . • . . . • . . , --- : i • • . . . . : BSMT. FLOOR SHEAR PLAN & Plan 5B Daylight MAIN FLOOR FRAMING PLAN 1/4"=l'-0" SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 9.09 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 9.09 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Line( 1-4,1m OTM Rum Unet Us„m Us„m (soft) (ft) (ft) (kif) (kip) (kip) (kilo) (kip) P (Plf) (PIO (10-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kilo) (kilo) (kip) Ext L1 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext _ R1 1030 47.0 47.0 0.86 0,15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40,89 110.45 -1.50 -1.50 1.01 - 0 0.0 0.0 1.00 '0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0` 0.0 `1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVw;fd 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max.aspect= 3.5 SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ett. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rollo Unet Ueum OTM RoTM Unet Uswm Usum (soft) (ft) (ft) (WO (kip) NO (kip) (kip) P (Plf) (Pif) (WP-ft) (kip-ft) (WP) (WP) (WP-It) (WP-ft) (WP) (WP) (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 5.13 642 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 4:48 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* r'100,8 2.0 3:3 1.00 0.30` 0.34 0.45 0.20 0,24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6-00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0:0 0.0 -'1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 -1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - - 0 0.0 0.0; 1.00 =0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 °0,0 1.00 '0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=L eff. 6.72 9.09 4.02 4.74 1.00 E V„,;,,, 15.81 E V EQ 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 1= 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 en. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klt) (kiP) (4) (kiP) (kiP) P (Plt) (PIt) (kip-ft) (kip-ft) (kip) (4) (wW-ft) (kiP-ft) (kip) (kiP) (kip) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 >1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 1.00 '0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0_ 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 EV„,;,,d 22.55 EVE0 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL afr. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ro1M Uoat Usum OTM RoTM Um,t U,um UaLIm (sqft) (ft) (ft) (kit) (kiP) (kip) (kip) (kip) p (Plt) (pit) (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 1.90 140 Ext Bib* 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 1.35 146 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 25 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4,84 Ext Fib* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4-40 Ext 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 26 5.9 1.00 015 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 26 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4-44 - - 0 0.0 0.0 1..00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0100 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 <1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EV„,;,,d 10.66 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1:ft. Seismic V i= 4.02 kips Design Wind F-B V I= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL ea. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ron' U.,et Use, OTM ROTM U„et Us„m U,,,,n (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kiP) p (Plf) (plt) (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 4.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 116.6 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 3,40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar1 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Staid 620.9 10.5 10.511.00 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 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 0.010.0 1'.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 `1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 s 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0; 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 2 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=L eff. 7.88 10.66 4.02 4.74 EVw,„d 18.54 EVEO 8.76 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 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 eff. C 0 w di V level V abv. V level V abv. 2w/h v i Type Type vi OTM RorM Line Ust,,, OTM RorM Une1 U,u,, Use,,, (sgft) (ft) (ft) (kit) (ki4) (kip) (kip) MD) p (Plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1:00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 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 - r 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.401 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2:84 Ext B3b* 57.48 3.0 15.0' 1.00 0.40' 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 330 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Carl 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 19.0 419.0 1:00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 <1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EVniiie 22.54 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT_ DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„et Us.m OTM ROTM Un,t Usum Use, (sqft) (ft) (ft) (klf) (Np) (kip) (kip) (WP) 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 P61N P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 490 Ext B1b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6TN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 446 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 2.66 246 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.77 - - 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 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 2.64 244 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 "1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 :' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1`:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0,_ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 D.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EV„„„d 10.66 EVEO 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABDDL D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,et Ustm OTM ROTM Unet Usum Us„m (sqft) (ft) (ft) (klf) (kip) (kilo) (kilo) (HP) p (Plf) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (wlo-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 132b* 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 F4 121 2.0 :10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 10.0 : 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F6a* 121 2.0 5.5 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 Ext F6b* 141.1 2.4 5.9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 3:33 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gari 338.7 5.5 5.5 : 1.00 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 '`7.4 7.4 : 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stair1 620.9 10.5 10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 i 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -+ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 10,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=L eff. 7.88 9.18 4.02 4.09 EVennd 17.06 EVER 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD_DL ID: R2ab w dl= 300 Of V eq 2980.0, pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds - ► ► v hdr eq= 137.6 plf H head= A v hdr w= 248.3 plf 1.44 y Fdrag1 eq= 222 F2 eq= 948 • Fdrag1 w= ,41 F2 1709 H pier= v1 eq= 226.6 plf v3 eq= 226.6 plf 2.6 v1 w= 408.7 plf v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 Fdrag3 eq= F4 e.- 948 feet • 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 v UPLIFT -1712 334 , UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 1.1101 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 -_10. ± v hdr eq= 162.9 plf f> H head= A v hdr w= 293.8 plf 1.44 y Fdrag1 eq= 274 F2 eq= 133 l Fdrag1 w= •t4 F2 .- 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 plf 60 v1 w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= • F4 e.- 133 feet 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 Of feet OTM 14079 25395 R OTM 10008 7413 UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 4 10-4 „ 0.Hpier/L1= 1.46 O. Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD_DL ID: B1abc w d1= 150 plf V eq :;'2372.5, pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► v hdr eq= 68.3 plf I. ► •H1 head=A v hdr= 153.5 plf H5 head= /\ 1.31 v Fdrag1 eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 :drag6 eq= 84.8 1 A A Fdrag1 w= • .2 =drag* 175.1 =drag5 w= •.3.0 Fdrag6 - 190.4 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 9.1 Fdrag3= •.3 Fdrag•- 78.0 feet A Fdrag* w= 97.22694 =drag*w= 175.1 :drag7eq= . 8.8 drag8e. 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 v UPLIFT -745 -91 - VL Up Sum -745 -91 H/L Ratios: Ll= 6.9 L2= '` 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 o.--.i *Al 041 11-41 ► Hpier/L1= 0.33 < > Hpier/L3= 0.19 L total= 34.7 feet Hpier/L5= 1.63 0.95'L reduction JOB#: 15238_5 ABD_DL ID: F2ab w dl= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds — ► ► v hdr eq= 81.0 plf A H head= A v hdr w= 182.0 plf 1.06 y Fdragl eq= 264 F2 eq= 263 Fdragl w= '13 F2 .- 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 plf 5.0 v1 w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 Fdrag3 eq= F4 e.- 263 feet Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.O Of 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 v UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 I 10-4 110-4 Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238_5 ABD_DL ID: B2ab w dl= 300 plf V eq„ , 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds > v hdr eq= 146.7 plf •H head= A v hdr w= 317.1 plf 0.88 v Fdragl eq= 308 F2 eq= 279 A Fdragl 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 • I Fdrag3 eq. •: F4 e•- 279 feet A Fdrag3 w= 665 F4 w= 603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 plf 4.5 EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 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 0-4 ► Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD_DL ID: B5ab w d1= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7, pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds v hdr eq= 89.5 plf ► •H head= v hdr w= 201.0 plf 1.03 v Fdrag1 eq= 709 F2 eq= 365 Fdragl w= .92 F2 820 H pier= vi eq= 193.9 plf v3 eq= 193.9 plf 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 Fdrag3 eq= 7 • F4 e.- 365 feet • Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf 2.1; EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 UPLIFT -1983 -258 IUP sum -1983 -258 H/L Ratios: L1= [ 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 , 0 _4 104 ► Hpier/L1= 0.74 Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238 5 ABD DL ID: F6abPLAND w d1= 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 > A H head= Av hdr w= 118.6 plf 1.03 v Fdrag1 eq= 185 F2 eq= 219 • Fdragl w= s0 F2 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 I Fdrag3 eq= : F4 e.- 219 feet • Fdrag3 w= 380 F4 w= 450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 y y UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 4 10-4 0.4 IP Hpier/L1= 3.00 0 Hpier/L3= 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: L(Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.950 k Footing Dimension 1.500 ft 1 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 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual Alternate Rebar Selections... 0.72 Mn*Phi:Capacity 4.99 2 #4's 2 #5's 1 #6's 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238_nverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 ill 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 Bar Size 4 Seismic Zone 4 Rebar Cover 3.000 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf F 40,000.0 psi LL&ST Loads Combine y Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 1 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 Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria 0 Soil Data Footing Strengths &Dimensions - Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wali height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = 0.33 ft 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 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 Desi•n Summa Stem Construction Top Stem OK Total Bearing Load = 603 lbs Design height ft= Stem0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psi 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 Footing Shear @ Toe = 0.0 psi OK Total Force @Section lbs= 66.9 Footing Shear @ Heel = 3.0 si OK Moment....Actual ft-#= 33.5 p Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 1.4 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= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238_riverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software 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 74.1S oil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_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 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingilSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 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 Allowable = 3,000 Rebar Spacing = 18.00 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 WaOvel rturning = 2.56 OK Stability Ratios 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-# 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 Speed Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Speed 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 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev- 580010 -User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = 0.67 ft Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 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 ii 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 OK Total Bearing Load = 2,190 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Footing Shear @ Toe = 2.4 psi OK Total Force @Section lbs= 899.9 FootingShear Heel = Moment....Actual Mt= 1,649.9 @ 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 13.6 Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = LThfooting 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 Page 2 User-KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace_5abd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9S oil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Criteria III Soil Data 1 Footing Strengths&Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width =- 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in 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 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 Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 744 psf OK Rebar 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 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 = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Deo-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 I 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 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions 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 Heel 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in 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 6Axial 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 = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall = 3.19 OK Stability Ratios Shear Allowable psi= 93.1 Overturning 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 Page 2 1 User.K-2003E 97,Ver CALC .Q 1 Engineering 03 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_rivertemace_Sabd.eow: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 loadi nebA4) ASO Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shear*(pounds) Deflection(inch) Factor 8 '' 2,780 1,000 93P I4F 0.32 2.8 16 ttG 10 2,180 600 Set0.40 3.6 24 8 4,720 1,700 /5Jr 0.32 2.8 10 3,630 1,000 c?3t^'�, }` � 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. (c)Values are for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)Interpolation of design values For heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The ollowable 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 7. EXTENT OF HEADER DOUBLE PORTAL FRAME(TWO 6RAr a WALL PANELS) "! ce - ._..__ EXTENTOF HEADER - _,Y. 8HEATHINSS FILLER'. SINGLE PORTAL FRAME(ONE BRACED WALL PAMEL) 4,..r..AIF NEEDED,> , xy IAN 3 x t1 2S NET HEADER <1_,.:,-.-,,,,,,,. ....:c,;:::::?,:.. o i TYPICAL PORTAL ! 160 '.]:11 , 1000 LB 7 `FASTEN TOP PLATE TO HeADER WITH TWO 0 LB - HEADER -- �. ROWS OF MD SINKER NAILS AT 3"0.C.TTP. STRAP FRAME -:.,4 SINKERS s ; ^. t CONSTRUCTION I J 2 ROWS a STRAP. I 10001.6 STRAP OPPOSITE SHEATHING -LSTP241 '.I' r 0.0 I (REF-NO. • I --FASTEN SHEATHING TO READER WITH 5D COMMON OR. ,° FOR A PANEL i : I i t-57'A24) I I N.2X4 �Y GALVAN¢EDBOX NAILS IN9"GRIDPATTERN ASSHOWN AND I I SPL OF\ ' ' HMAX EIGHT' i 3-0.0,IN ALL FRAMING(STUDS.BLACKING.AND SILLS)TYP I( EDGES SMALL ,� '3� Il F9RAMIPKN iv ,I,,, WIDTH(SEE TABLE 1) ; I OCCUR OVER AND 3. . � ( TTP. t' i" COMMONPIIJ ,i i f .f i (tIQAND OCCUR - gZco L8 - i 1 I + -- —MIN- 2X.1 Y t WITHIN MIDDLE 24' I ,i I (2) .MIN.(2}2x>!f OF WALL HEIGHT s.. i TIE , '� --3/8"MN THICKNESS W000 j ! O,C-NAWNG Is J DEVICE STRUCT17(iA!-PANEL SHEATHING i REQUIRED IN EACH (REF..NO i .—..--MIN-TI00 LB 97RAP TYPE TEE-DOWN DEVICE(EMBEDOED : P E DGE STHD741 . ``- INTO CONCRETE AND NAILED P450 FRAMING}INSTALLED I I PER MAMJFACTURER(REF NO,STROMM-) i ./AWN-1000 LB - TKE DOLVN ,� I ,T :1 - MIN.2"X2"X3N®'MATE WASHER i tie-woe(REF, t , .K- -- -ONE 5B'DIA ANCHOR BOLT WITH T-MN.EMBEDMENT I _.(. NO-ST E)S) r', x i .t77_ L K ,-FOtE4OATTON I : 4.....A SECTION A-A (ONE PORTAL FRAME SEGMENT) Igaragalati C'Zp„ t.,.:,;a e Si 135i 15ri'f 2.. *2010 APA-The Engtncered Wood Aswctnrion 4 Roseburg J3 MAIN 10.13.15 11:02am A Foms[Products Campar€� t of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 / T 0 19 7 0 / 12 / 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 Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 I. , J4 BASEMENT 10-13-15 N Roseburg 11:01am A Forest Products Contpamc 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13 8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 If f"i / / / 10 6 0 10 0 0 20 600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 302# -- 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# -- 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47plf) 2 669#(502plf) 201#(151plf) 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" L/999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners ICAMI L HENDERSON EWP MANAGER StrongTie 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