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Specifications (42)
/1715TA 'k. RECEIVED etv sr>r CT ENGINEERING" OCT 11 2016 Structural Englneeras 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF:TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace �' 60 Plan 5 DL 1d Elevation B V �,RE 11 Tigard, OR 44-s 1-2'co<"` \oI1� 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 C T E N G I N E E R I NGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used.Where software references standards prior to the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_5 ABD_DL 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 to 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. 22 psf FLOOR DEAD LOAD 15.0 PSF 0 RB.b4 • A 1 - (4 2x10 HDR (2 2x10 DR (2) 2x 0 HDR (2) 2x 0 HD' (2) 24: HDR q �•co _- - ::511111=111111=111111 - 11111111111M11111=11 MEMR8.•3 gB.b .I 1 ill '� RB.b RB.b j ESAME AS, m 1 I r 4 • i• I I N • I rt I I tG M a• _ E Imo-' I P4 U1 A \ / \ce 01 \ GT.bl y/ x \ / I of W4 \• // • \\ � A1I11C // = r \ ACC r I n ,q / _ = jL7 \r-1 . . 0W \ / I \; ✓ N 111 M0 \\ // i r 0 � m r o A A I - 3. J A // \\ i i 19 w / \\ 59.1 w / \ / \ i 1 TW. / \ / ROOF TRUSSES \ / \ = // AT 24" O.C. \ / •\ // \ \ I // i\ i 19 59.1 // i \ I \ I . : • }'.•. I s 1 I (2 2x1) HDR .•, I I fgY2kE FTDR C' I• .b11'_ i I I GABLNa1T3RUSS 1I RB.b12 \ RB.b 1 / L SAME AS RB.b101 ----SA RB.b10 SAhs�41S SAME Al i I i IRB.2 RR.2 1 �, g EM[ R � _�GABLE U TRUSS I R�!��D I J L---- 1 J E Aft 16 NW S9.0 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 [Zimber Member Information erode 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- lien 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 Dataill 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 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 1 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 LDeflections Ratio>240 i Deflection OK Deflection OK Ratio>240 i Center to 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: 580008 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace5abd.ecw:15238-5B Description 15238-5B-ROOF BEAMS Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.b1 RB.b2 RB.b3 RB.b7 RB.b8 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 Fur,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fr,No.2 Hem Fur,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow. psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member 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 111 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 Dell in -0.003 -0.000 -0.001 -0.002 -0.029 -0.036 -0.010 L/Defl 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 L/Defl Ratio 10,717.9 85,743.0 25,405.3 10,452.5 1,306.6 1,049.5 4,122.9 4 STHD14 - 0 STHD14 S9.0 8 STHD14 ® 58 0 .. . All 6x10 HDR .• : •I_ 'x 1 .IR a /: _ 4.1, .IR i\\o I I '1 r E.b3 - B. B.b2 /i Ni 'y1 I 1 ! 1 r- oc 1.11 / Io m ll1 ,4-' N 0 2x LEDGER Ln cn I I tI_Y -i wo Z N O w o, �a 12x4 FRAMING • a 1 IAT 24° O.C. -.,- I -J In A O ai E.b10 B.bll B.b12 1N --V---4_ :5x=4-16-BEA-=B- :_ -BES fB----- 3�1D:5'GCH-FDR- E` 1 _ ! �i :11111111M11111111: _ .3 J', I�i Z 59.0 J0 ,,t' 1 B.b$ b.b9 I ' '-"1--. I -. ' i ,i I .4x10 I crs���r-.CsIKH H)RI14x10 HDRa.. 1V� 111111111111111.1 41 11 ' • \ STAIR / o I1f `S h SfHDl1a I5PID1a Pa THD1 \\FRAMING/ J b = 4 \ - / OPEN ^1 A _o 1\�' / j1 I TO x P6 1} } __a__-t.- BELOW 1 c. i N \ / iI N v 1 / \ 1 / \ 3 / \ 59.0 I I / \ STHD14 STHD14-\\/ f J 4 0 ' 3.Dx14 BIG BEAM FB . -__I i _ 5.5x18 GLB H)R . + 5.b1 II 3 J B.a1S I I� I 6X6 An Ail I I r G ....... ......, csi cc a = N I- Cif r 1 , li N 1 x �2} 2x10 HIM N C •- 1 B.b 7 r Io 1 •12 12 1, B.b16 ( m o °x12 -: H R / F! : a„ : '© a Aim Cy STHD14 STHD 4 VIP d�, .b18 l P3 4x10 HD' tm 2x LEI GER T_____ x s / STHD'4 -c�7HD 4 1 © �:it / \ / a.b19 /!.1 14x8 I Ns B.b19 4x8 HDR N: to )F FRAMING NOTES I� i 1— L /_i NOP YP. 1 I I ® MONO TRUSSES J illy required beams and headers are 1 AT O.C. aminting3216)ovsts of /16"orl/2"APA cturedrated 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 pal to 2:12,roof framing consists of 5/8" Bathing(span rating 40/20)over pre- 1/4"=1'-0" nocee�f 7d"nr i1Mrl Pm„ii i2c5 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 15238 riverterrace 5abd.ecw:15238-5B _(c)1983-2003 ENERCALC Engineering Software - - 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 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 Fr,24F- Douglas Fur- Hem Fr,No.2 Hem Fir,No.2 Hem Fr,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 r 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 L Results Ratio= 0.2401 0.4413 0.1797 0.7611 0.2730 0.2160 0.9864 r 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 r @ 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 r 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 Ili Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5B Description 15238-5B-Top Floor Beams(2 of 3) [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined il B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 4x10 4x10 MicroLam:35x14 MicroLam:3.5x14 3.125x10.5 MicroLam:35x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Rr- 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 Glu Lam Manuf/Pine Glu Lam Repetitive Status No No No No No No No [Center Span Data V� Span ft 4.00 4.00 4.50 4.00 10.00 8.50 20.00 1 Dead Load #/tt 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 LLL I Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.5798 il 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 ReactionsII @ 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 III 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: 580006 Page 1 User KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 111 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-58 Description 15238-5B-Top Floor Beams (3 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.b15 B.b16 B.b17 B.b18 FP.b B.b19 B.b20 Timber Section 2-2x10 5.5x12 2-2x10 Prtlm: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 Fr,No.2 Rosboro,Bigbeam Douglas Fr- Douglas Fr- 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 1 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 II 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 r 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 Il @ 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 II Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 560006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 15238 riverte race_Sabd.ecw:15238-SB 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 e --1--BB,of.-T71 - 6x6 $.T 66x6 PT ''OST I O tis N O ' ST11014 CF'45.• STHD1 AM� ST4014 51. ''�n1 ppR� ��-II r.7—p-�KKK - Hp 1 4xigE,Na .bif 4ca 44 4x BHbD 4x. b3R BSZM S I C X31 �.; C KU d O E WN m 1- E Q N O REMC 3.5x1 --STAIR FRA&INy,- I St x. o • , i EN J019-H Ir ,- �,,`` _ I r_i_—1 !II to in I rc iac, c �'' —J 1 -i I I JR LABOVE J - BA.b• ' • -PPOVID, I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY • BLOCKING BELOW BEARIN WALL ABODE • ACROSS TO CUT DOWN JOIST SPAN (PER • • RODNEY'S INSTRUCTION). JOISTS FRAME OVER P4 THE PONY WALL WITH I-JOIST BLOCKING TH014 . ST D14� • UNDER BEARING WALL ABOVE ���////////f////7//J( ,7//,/Ay//)/,7 f7//// , B.613 1e r o. 56 .0 I j o v • tea; SUPPORT• . ADDED ANOTHER JOIST ,- • .•D ^ems 0 0• 4X8 HDR '!5 C--- • 7 S6.0 f 1 .y • • • • • BSMT. Plan 5B Daylight MAIN FLOOR FLOOR RAMING PLAN 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 _(01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-56 Description 15238-5B-Bottom Floor Beams [timber Member Information erode 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 Fr- Douglas Fir- Douglas Fir- Douglas Fr- Douglas Fir- Hem Fr,No.2 Truss Joist- Lardr,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 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 LDeflections 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 • ♦ 3 o` 1- I 4'-11" 4, T-6Yq" f 7-6Y4 e {i, L_ 4Y4- -Pi Y4 N El-1 I--,--1 r-I_-1 "' III I I I L__J 1 I L_ LJ L_LL_ J 24%24"x12"FTG. 3a W/(3) #4 E.W. ao'-o" 2 1D t 14'-113/4 4'-0" 1'-ioY4 19'-2" r _-I I-10'-ow"I I I 1.0.5. ----L I 3W"come. SLAB I-9'-5w1 .4 10 I.0.5. N L__J v P4S5.0 �STH014 sTHD14 0 ST`iD1a r - I - r--4 .ii N iiiiiiN „ii ,ice(i,iiiiiiiiiiiiiiiiiii»i,iiiii,iiiiiii�iiiii Q r� a y\ 2x4 PONY WALL up 18 TY S6. m � I-7'-11�/e"4 1 18 18 I S6. - • 3'-64/4" C-3* 6.-.3" C-3" e-3. C-3" 3'-6Y4 0 IL1 r+r-I r-I-"I r-I- Ir"]4X8 HDR -1 Jr-I-, r-I-' r-I-1 FjI + 45' 6 n I - - ate.. - __---I-n I I E 1-1 Arbi L__ L__J L__J L__ L__J L _J 19 I 1 g71, o FTG. CS.2 , ov io z BASEMENT 2'-11143"1-Ire •-I�-2'-1116"I I- I ®� FINISHED FLOOR I(ii.") 4•-5Y" 11-3Y4 , --� • 's, ID4 1C-0/4" 4'-11" 3'-B" 2 _ Lam; f>. [IiiI [Ii rr -I I -- I_ -I '- ---'"III 56 L J L__J � .--�-1'-214"I 11� FTG2 ,av I-1'-2Alt. 1.1 r2x4 PONY ®' 1 WALL I -2Ya I �g�. I-3'-8�i61 I I-1-2HI"I L # J i.::::it.:::.:tii:::tii::t:::::iiti�., �:::t:.iti•ti::i::.:::::tii::::..::::i:.:::::tt:::::::t.:i:::te i::ti:i%� ' �t::t' ,�.:i::�i:.to.::.::i::i ♦ ...-----1. � ` + .1 _may ------ STHD14-11 r 5THD1 STHD14-/' 1 r�� i 01 N P6 I P4 imam P4 : 1 e_. ,o �1sr�. - 0 F 20'-OY2" I 6 6Y4 11`-3Y4 �. ' I 30 x30'11❑ f{ rPROVIDE I-JOIST.. i- e i I PRATINR FOR FURNACE i FTG W/(3) BLOCKING ABOVE - 1 ^ a PLATFORM ABOVE #4 CA..WAY -I PONY WALL 18 I- 7 —THICKENED SLAB 1 _ .} P4 6.0 - - 56.0 SUPPORTADDED ANOTHER JOIST • '•Di---------- L_-_�-5?HD14 .-.. STH014'j. i j 2x6 PONY WALL FOR I' fll_ .`ONC SLAB I INSTALL CONTINUOUSLY BEARINGWALLABOVE '1 0 SLAB SLOPES DOWN 3Yz" t OPERATED'MELHANICAL..-. --FIXTURE t 7 e FROM BACK TO APRON 1 .-: VEN TILATION SYSTEM ABOVE. _1 / 5 AT THE CRAW_ SPAC .1- 56.0 I i 8•_3" 6•_3• t 5 10" .�f VERIFY GARAGE SLAB __ HEIGHT WITH GRADING PLAN r- - 4X8 HDR- r �' ___ i-,, •--I-I -21/4" I I -2YI" Ia-• .� .-. L _1-.., CS.1.1.' L--1-. r 1 ® f J r ... 8. 3Yz m 11•-D r f ®r a ..1 v 3x1)5 BLOCK OUT I j Sx4 PONY +'-UO' IIII 'I. I ®STEM WALL 1W. I l WALLI_2Y .I. ® .-_ T q -...1 - FIRST FINISHED 1 1 ♦ FLOOR I .-- r K I�---- „I{ �, 10 iI -4 ♦ ♦ 8 a 0 STHD14 -8. STHD14 14' II TDO ® I .411 -,-2Y�"-I.h 6.0 _1' Z9.1,,- 1 S61 ICYI SLOPED DOWN I 1\I a 1/3 W W 0 J 1 STHD14 L THD14- I EI 1 L J gla 16 N-11 SIM. S6.1 2.-1" 1C-3" .2•-2"t 7•-10" * 11.-8" ♦ t 40'-0" r Plan 5A Daylight FOUNDATION PLAN 1/4"=1•-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space Timber Member Information 3ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data II Span ft 6.00 6.00 Dead Load $t/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax©Center in-k 27.54 29.70 @X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions {, @ Left End DL lbs 420.00 450.00 i 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 II 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 Code Code Code 1 1 Sug�st_ Suggest Suggest Lpick 1 Lpick_Lpick j Lpick - - 1 - Joist b d S.a.�LL DL , M max V max El - L fb 1 L fv L TL240 L LL360 I L max TL deft. LL deft. L TL360 L LL480 L max TL deft TL dell.LL deft ILL deft, size&rade width(in.)t depth(1n J Sm.) (psf) (psf) i (ft-Ibs) _{psi) (psi) (-(ft) * (ft.) {ft.) (ft.) i (n•1 (in.) _�n�- �� (ft.) (ft.) (in.) tio �n LL ratio - - 2--- _ 9.5"TJI 110 1.75 9.5 19.2 ji_40 15 2380_1220 1.40E+08-14.711 27.73 15.23 14.80L 0.4 14.71 0.66-- 8,E 1331 13.45 13.31 0.441 360 0.32 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 12201 1.40E+08 16.11! 33.27 16.19 15.731 15.73 0.72 0.521 1 14.14 14.29,, 1414 0.471 360 0.34 -495 9.5"TJI 110 1.75, 9.5 _ 12 40 15, 2380 12201 1.40E+08 18.61 44.36 17_82 17.31 17.31 0.79__-0.58 II 15.57 15.73 15.57 -C1.52 360 0.381 ..495 9.5"TJI 110 1.751 9.5 9.6 40 15, 2380 12201 1.40E+08 20.80 -55.45 19.19-_18.64 18.64 0.85 0.62 16.77 16.94 1677- 0.56- 360 -0.41, 495 -- - --- ----- -- - - ---- 9.5"TJI 111 0 1.75 9.5 19.21 40 101 2500 12201 1.57E+08 15.81 i 30.50 16.34 15371 15.37 0.64 0.511 1 14.27 1337 13.97 0.441 384 0351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 38.60 17.38 16.34 18.34 0.68 0.54 15,17 14.84 1,:x;14.$4 0.46 384 4 0.37 480 9.5"TJI 110 1.75: 9.5 121 40 101 2500 1220.1_1.57E+08 20.00 48.80 19.11 17.981 17.98 0.75 -0.60- 16.69 16.34 16.34-_0_51-_384_-0.411 480 - --- -- -- --- - i 1.57E+OB 22.36 61.00-20.58 19.37 19_37 0.81__-0_65-_- 17_g6-_17.60 17.60 0.55 384 0.441 480 9.5"TJI 110 1.7519.5 9.6 40 10 2500 1220, - -_-__ _ j""' _ 1 101 - 33 1 1 15.13 14.81 14 81 0.46 384--0.371 480- 9.5" TJI 210 2.0625, 9.5 19.21 40 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 1 1 1 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 '``1874 0.49 384' 0.39 480 9.5"TJI 210 2.0625, 9.5 12 40 101 3000 13301 1.87E+081 21.91 53.20 20_26 19.061 19.06 0.79 0.64 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.06251 9.5 9.6 40 101 3000 1330; 1.87E+08 24.49-66.50 21.82 20.53 20.53 0.86 -0_68- 19_06-_ 18.66 18.66 0 581 384_ 0.47! 480 9.5"TJ1 230 2.3125 9.5 19.21 40 101 3330 13301 2.06E+081 18.251 33.25 17.89-16.831 16.83 0.70 0.561 1 15.63 15.29 15 29 0.481 3841 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 ''19.99 39,90 19.01 17.89 17.89 0.75 0.60 16,60 16.25, ' 10.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12' 40 10 3330 1330 2.06E+08� 23.08' 53.20 20.92 19.69' 19.69 0.82 0.66' 18.28 17.89 17.89 0.56' 384 0.451 480 --- - -- 2.3125-- --.6 ---- 9.5"TJI 230 2.3125 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 19.69 19.27 19.27 0.60 384 0.48 480 ---- ------- 11.875"TJI 110 1.751- 11.875 19.2. 40 10 3160 15601 2.67E+08 17.781 39.00 19.50 18.35 17.78 0.67 03.1 I 17.04 1637 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ,17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12' 40 101 3160 15601 2.67E+081 22.49 62.40 22.81 21.461 21.46 0.89 0.72_ 19.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 110 1.751 11.875 9.6 40 10 3160 15601 2.67E+0891 25.14 78.00 24.57 23.12, 23.12 - 0_96 0.77 21.46 21.01 21 01 0.66 384 0.531 480 I . -- -- 1---- 41.3r-20.61 - - - - - ---6:516 - - 11.875"TJI 210 2.06251 11.875 19.2; 40 101 3795 1655 3.15E+08, 19.48, 19.39; 19.39 0.81 0.651 , 18.00 17 62 17.82 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 ;118 72 0.59 384 0.47 480 11.875_"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+081 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 40 101 3795 1655; 3.15E+081-27.551 82.75--25.96 24.43, 24.43 1.02_ 0.81-_-22.68 _22.20 22.20 0.69 384_ 0.551 480 -- ----- --- - -- 11.875"TJI 230 2.31251 11.875 19.2 j 40 10� 4215 16551 3.47E+08( 20.531 41.38 21.28 20.03 i 20.03 0.83 0.671 1 18.59 18.20 18.20 0.571 384 0.451- 480 11.875"TJI'230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 1 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 i 480 11.875"TJI 230 2.31211.875 121 40 101 4215 16551 3.47E+08 25.971 66 20 _24_89 23.421 23.42 0.98 -0.781 1- 21.74 21.28 21.28--0.72 0.671 384 0.531 480 11 875"TJI 230 2.3125151 11.875 9.6 40 10, _,4215 1655 3 47E+08 29.03 82 75 26.81 25.23] 25.23 1-35 0.84 _ 23A2 -22.93 22 93 0 721 384 0-.571 480 1187 0,-- - =-- 5,_,_1__., - - - --1-a - - - -- -- - 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 1480 3.30E+OS 20.771 37.00 20.93 19.691 19.69 0.82 0.661 1 18.28 17.89 17.89 0.56, 384 0.45 -1 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40x 22.24 20.93 20.93 0,87 0.70 19.43 19.01 '19.01 0 59 384 0.48 480 11.875"RFPI 400_ 2.06251_11_875 12' 40 101_4315 14801 3.30E+08 26.281_59.20-24.48 23.03311 -23.031__0.96 -0_771 I 21.38 20.93 20.93 0 651 384 0 52i 480 1:11k- 5;111-4f PI 400 2.06251 11.875 9.6 40 101 4315 1480' 3.30E+081 29.381 74.00 26.371 24.81 24.811 1.03 0.83''; 23.03 22.54 22.54 0.701 384¢ 0.56! 480 Page 1 SAWN JOISTS and RAFTERS - Fb'`Cr"Cf __ Code Suggest Lpick Lpick Lpick Lpick _ Joist Spa. LL DL F'b F'v E L tb L fv L TL240 L PTL240 L LL360 L max 1 L TL360 pick TL deft.TL deft. LL deft. LL deft. size&gradein. (per (psif .si-(psiL (psi) _TO _Aft.) _Jt.) -eft.) --_(ft..)__ AL _(1)___ AL_ (in.)_. ratio (in.) ratio_ 2x10 HF2 24 25 15 1075 150 13000001 _ -13.84 34.69^_15.29 _16.38_ 15.62 13.84 13.35 13.84 0.51~ 323 0.32 517 - --- --- -- -- -- - 2x10 HF2 19.2 25--15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 _52.03 17.50 18.75_ 17.88 16.95 15.29 16.95 0.77 264__ 0.48 422 _2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 25 15 980 150 1300000 16.07 42.19_ 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 _2x12 HF2 19.2 25 15 980 150 1300000 17.97 _52.73 20.03 21.46_ 20.46 17.97 17.50 17.97_0.65 332 0.41 531 2x12 HF2 16 25 15 980 150 1300000 19.69 _63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100_ 20 1175 150 1300000 _ 6.55 _ 9.06 _8.31 ____8.551 _7.71 _6.55 _7.26 _6.55 0.16_ 490 0.13 588 __ 2x8 42119.2 100_ 201 1175 150 1300000 - 7.32_ 11.33 8.95 9.211 -8.31 _7.32 _7.82__7.32 0.20 438 0.17 526 _ 2x8 HF2 16 100 20 1175 150 1300000 _ 8.02 _13.59 _ 9.51__9.79__8.83__8.02 _8.31__8.02 0.24__ 400_ 0.20 480 _ 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 _2x10 HF2 24 40 15 1075 150 1300000 _11.81 _25.23 13.75 _14.44_ 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000. 13.20 31.53 14.8115.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 _2x10 HF2I 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 HF21 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 -19.14- 0.10 18.01 _18.9117.50 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 -61.38--21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE I (12-12) 1 :(BASED ON ANSI/AFBPA NDS-2012) I SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 I Ks 1.00 Design Buckling Factor D+1.+3 I I c 0.80(Constants ,Seciion 3.7.1.5 �..... _..._..._.._ ..._ _____ ___....__-_._...._ -.. Cr ..._.__..__ _.........___(_........_- Cf(Fb) .Cf(Fd �.NDS I KcECb i 0.30(Constant)> 'Section 3.7.1.5 !Bending) p p Cd(Fb) Cb Cd(Fc)1 Eq.3.7-1 Cb (Varies) > :Section 2.3.10 g:Com. Size'Size Rep. NDS 3.9.21 Maz.Wall 1durationldura5onfactorlfactor use I I Stud Grade'Wdth Depth SpadnB Height Le/d Vert.Load Hor.Load <.1.0 ;Load PIatd Cd(Fb)1Cd(Fc) Cf Cl Cr Fb IFc perp Fc E Fb' Fc perp'1 Fc' Fce F'c fc fc/F'c tb 1 tb/ I In. In. in. 1 S. pif pot 1 pif 1 (Fb) (Fc) , psi I Pd Psi I Psi psi psi 1 psi psi psi psi psi Fb'(1-fc/Fce) INTERIOR WALLS1JX41 H-f STUD; 1 • H-F Stud 1 1.5 3.5 16 1 8 27.4 100 0 0.0037 I 1993.4 1 1.00 1 1.15 1.1 11.05 1.15 675 405 800 11,200,000 854 5061 966 478.52 415.711 25.40 0.06 0.001 0.000 H-F Stud 1 1.5 3.5 16 I 8 27.4 1045 0 0.4076 1993.4 I 1.00 1 1.15 1.1 i 1.05 1.15 675 405 800 1 1,200,000 854 506; 966 478.52 415.711 265.40 0.64 0.001 0.000 H-F Stud 1 1.5 3.5 12 I 8 27.4 1990 0 0.8314 I 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 !1,200,000 854 5081 966 478.52 415.71 379.05 0.91 0.001 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.8314 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 506; 966 478.52 415.71 379.05 0.91 0.00 0.000 1I )NTERIOR WALLS 12X4)SPF STUD . I ` SPF Stud 1 1.5 3.5 16 B 27.4 100 0 0.0039 2091.8 1.00 1 1.15 1.1 11.05 1.15 675 1 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 25.40 0,06J 0.001 0.000 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 0 0.4241 2091.8 I 1.00 I 1.15 1.1 1 1.05 1.15 675 I 425 , 725 1 1,200,000 854 5311 875.438 478.52 407.531 285.40 0.651 0.001 0.000 SPF Stud 1 1.5 3.5 12 i 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 5311 875.4381 478.52 407.531 379.05 0.931 0.001, 0.000 SPF Stud I 1.5 3.5 12 1 8 27.4 1990 0 0.8651 2789.1 ` 1.00 I 1.15 1.1 1.05 1.15 675 425 7257,200,000 854 5311 875.4381 478.52 407.53 379.05 0.931 0.00' 0.000 INTERIOR WALLS 12X41 DF-L STUD I 1 i1 • DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 0 0.0028 I 3076.2 1.00 1 1.15 1.1 11.05 1.15 700 1 625 850 11,400,000 886 781!1026.38 558.27 475.981 25.40 0.05 0.001 0.000 DF-L Stud 1 1.5 3.5 18 i 8 27.4 1045 0 0.3109 3076.2 i 1.00 I 1.15 1.1 11.05 1.15 700 I 625 850 11,400,000 886 7811 1026.38 558.27 475.961 265.40 0.56 0.001 0.000 DF-L Stud 1 1.5 3.5 12 I 8 27.4 1990 0 0.6342 4101.6 1 1.00 I 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 886 7811 1026.38: 558.27 475.96 379.05 0.801 0.001 0.000 I H • I XTERIOR W/)LLS 1 - ` -F#2 1 1.5 5.5 16 7.7083 16.8 3132 01 0.2408 I 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 i 1,300,000 1,271 5061 1644.5 1378.83 1031.58 506.18 0.491 0.00' 0.000 H-F#2 I 1.5 5.5 16 9 19.6 3132 01 0.3652 3132.4 1 1.00 1.15 1.3 1.10 1.15 850 1 405 1300 1 1,300,000 1,271 5061 1644.51 1011.45 837.571 506.18 0.60 0.001 0.000 H-F#2 I 1.5 5.5 16 ; 8.25 18.0 3132 0 0.2858 3132.4 1 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 1203.70 948.77 506.18 0.53 0.00 0.000 SPF#2 1 1.5 5.5 16 1 7.7083 16.8 3287 0 0.2737 I 3287.1 I 1.00 1 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.75 1484.89 1015.45' 531.23 0.52 0.00 0.000 SPF#2 1 1.5 5.5 16 9 19.6 3287 01 0.3905 I 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 1 425 1150 1 1,400,002 1,308 5311 1454.75 1089.25 850.161 531.23 0.82 0.00 0.000 SPF#2 1 1.5 5.5 16 8.25 18.0 3287 01 0.3158 1 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 I 425 1150 11,400,000 1,308 5311 1454.75 1298.30 945.381 531.23 0.56 0.00 0.000 • SPF Stud I 1.5 3.5 16 I 14.57 500 545 0 0.9913 i 2091.8 1 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1200,000 854 5311 875.438 14426 139.021 138.41 1.00 0201 0200 -i- -. I- __ I1 I. SPF 22 1 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 11.10 1.15 875 425 115-011,400,000 1208 53111454.751 244.40 235.32 234.34 1.00 0201 0200 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9969 1 3132.4 i 1.00 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 50611 1644.51 226.94 220.14 219.80 1.001 0.001 0.000 Page 1 D+L+W CT#4028AB I LOAD CASE (12-13) 1 )(BASED ON ANSI/AF&PA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 1 Ke 1.00 Design Buckling'Factor D+L+W I 1 1 i 0.80(Constant) Section 3.7.1.5 ° i ii-KcE 0.30(Constant) ;Section 3.7.1.5 • _ Cr _ 1. 1- Cf b Cf c NDS i Cb • �) (F)1 wanes !Section 2.3.10 i Bending Comp. Size 1 Size Rep. ! I Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration;durationfantorlfactor use 1 Stud Grads VYldth Depth Spadng Height Le/d Vert.Load Hor.Load I c-1.0 Load t§Plata Cd(Fb)1Cd(Fc) Cf 1 Cf Cr Fb Fc perp Fc E Fb' Fc perp'1 Fc• Fce Pc fc fc/F'c tb 1 fb/ I in. in. In. 1 8. pif f i (Fb)1(Fc) psi psipsi ! psi psi i psipsi Fb'•(1-fc/Fce) ps Plf psi Ps I Psi psi INTERIOR WALLS 2X41 Hf STUD11 1 H-F Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1655 1993.4 1.80 1 1.00 1.1 11.05 1.15 675 1 405 800 11,200,000 1,366 5061 8401 478.52 403.771 25.40 0.081 208.981 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7755 1993.4 1.60 1 1.00 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 8401 478.52 403.771 265.40 0.661 208.981 0.343 H-F Stud 1 1.5 3,5 8 1 8 27.4 1990 5 0.5538 3986.7 1 1.60 1 1.00 1.1 11.05 1.15 675 405 800 1 1,200,000 1,366 5061 8401 478.52 403.77. 252.70 0.63 104.491 0.162 H-F Stud I 1.5 3.5 8 1 8 27.4 1990 5 0.5538 j 3986.7 1.60 1 1.00 1.1 1 1.05 1.15 675 I 405 800 1 1,200,000 1,366 5061 840 478.52 403.77' 252.70 0.631 104.491 0.162 ji )NTE[JOR WALLSAX41 S STUD :` 1 1 SPF Stud I 1.5 3.5 16 ! 8 27.4 100 5 0.1657 2091.8 1.60 j 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.25 478.52 393.991 25.40 0.061 208.98 0.162 SPF Stud 1 1.5 3.5 16 I 8 27.4 1045 5 0.7972 I 2091.8 1.60 I 1.00 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 761.251 478.52 393.991 265.40 0.871 208 .981 0.343 SPF Stud 1 1.5 3.5 8 6 27.4 1990 5 0,5734 4183,6 1.60 ' 1.00 1.1 11.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.25' 478.52 393,991 252.70 0.64 104.49 0.162 SPF Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5734 4183.6 I 1.60 1 1.00 1.1 [1.05 1.15 675 425 725 1,200,000 1,366 531' 761.25 478.52 393.991 252.70 0.64 104.49 0.162 F1-4-1-4 I .1.._ .. __-....: ._ 1._.._..... DF-L Stud i 1.5 3.5 16 8 27.4 100 51 0.1576 3076.2 1.60 1 1.00 1.1 11- 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 892.51 558.27 460.251 25.40 0.061 208.981 0.155 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 5 0.6137 i 3076.2 1.60 1.00 1.1 1 1.05 1.15 700 I 625 850 1 1,400,000 1,417 781 892.5 558.27 460.251 265.40 0.58 208.98 0.281 DF-L Stud' 1.5 3.5 12 1 8 27.4 1990 4.5 0.9884 4101.6 1.60 1.00 1.1 1 1.05 1.15 700 4 625 850 11,400,000 1,417 7811 892.51 558.27 460.251 379.05 0.82 141.06] 0.310 I 1 FJ(TERIOR WALLS • H-F#2 1 1.5 5.5 16 1 7,7083 16.8 3132 9.711 0.3909 ' 3132.4 I 1.60 1 1.00 1.3 1 1.10 1.15 850 1 405 1300 J,1,300,000 2,033' 506; 14301 1378.83 969.911 506.18 0.52 152.581 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.46 0.5743 1 3132.4 I 1.60 1 1.00 1.3 L1.10 1.15 850 405 1300 11,300,000 2,033 5061 143011011.45 804.50' 506.188 0.63 181.23, 0.178 H-F#2 1 1.5 5.5 16 ' 8.25 18.0 3132 8.13 0.4411 1 3132.4 1.60 I 1,00 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1203.70, 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 17.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1 1.00 1.3 11.10 1.15 875 425 1150 1,400,000 2,093 5311 12651484.89 940.301 531.23 0.56 152.58 0.114 SPF#2 ; 1.5 5.5 18 1 9 19.6 3287 8.46 0.6033 3287.1 1 1.60 1 1.00 1.3 11.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1089.25 806,081 531.23 0.66, 181.231 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 i 3287.1 1 1.60 1 1.00 1,3 '1.10 1.15 875 I 425 1150,1,400,000 2,093 5311 1261 1296.30 884.691 531.23 0.60 146.341 0.118 1 • I I I I 1 __ SPF Stud 1.5 3.5 16 1 14.57 50.0 70 8.46 0.9957 2091.8 ( 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.251 144.26 138.141 17.76 0.13 1172.851 0.979 SPFi2---r-1.5 5.5 16 I 19 41.5 660 9.71 0.9941 I 3287.1 1.60 1 1.00 1.3 1,10 1.15 875 425 1150 j 1,400000 2,093 5311 12651 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 , 1.5 5,5 16 1 19 41,5 600 9.711 0.9921 I 3132.4 1 160 1 1.00 1.3 1.10 1,15 850 405 1300 11,300,000 2,033' 5061 14301 226,94 219.02 98.97 0.44 927.021 0.796 Page 2 D+L+W+,SS CM 4028AB I I LOAD CASE I (12-14) I ;(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 1 1 Ke 1 1.00 Design Buckling Factor D+L+W+g12 i . c 0.80(Constant)> 4Sectlon 3.7.1.5 1 i _...... 1._-.......___� Cr _........__ 1 i ...Cf(Pb) - Cf(Fc)! NDS KcECb 1 0.30(Constant)> [Section 3.7.1.5 1 Cb (VadesZ > :Sectlon 2.3.10 !Bending Comp. Size 1 Size Rep. Cd(Pb) Cb Cd(Fair Eq.3.7-1 i NDS 3.9.21 Max.Wall l duratlonldurabon factor'factor use I : Stud Grad Width Depth Spaclnsi Height Le/d Vert.Load Hor.Load u:1.0 Load( Plate(Cd(Fb)Cd(Fc) Cf 1 Cf Cr Fb FcIperp Fc I E Fb' Fc perp': Fc' Fce F'c fc fclF'c lb ib/ in. In. in. 1 ft. plf psf i plf (Fb) (Fc) psi 1 Psi psi 1 psi Psi Psi i psi psi Psi Psi psi Fb'(1-fcFce) INTERIOR WALLS 2X41 Hr STU I I I • I 1 H-F Stud 1 1.5 3.5 16 8 27.4 100 5 0.1653 , 1993.4 ' 1.60 : 1.15 1.1 1.05 1.15 675 i 405 800 11,200,000 1,366 506) 966 478.52 415.71 25.40 0.06 208.98: 0.182 H-F Stud 1 1.5 3.5 16 27.4 1045 51 0.7510 I 1993.4 1.60 1 1.15 1.1 i 1.05 1.15 675 405 800 1 1,200,000 1,366 506! 966' 478.52 415.711 265.40 0.64' 208.981 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5081 966 478.52 415.71 252.70 0.61 104.491 0.162 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5316 3986.7 ( 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506) 966 478.52 415.71 252.70 0.61 104.491 0.162 1 J : 1 i , i INTERIOR WAL 2X SPF S I I I 1 SPF Stud r 1.5 3.5 16 1 8 27.4 100 5 0.1654 1 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.4381 478.52 407.531 25.40 0.06 208.981 0.162 SPF Stud 1 1.5 3.5 16 8 27.4 1045 5 0.7678 i 2091.8 1.60 i 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.85 208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 i 4183.6 1.60 r 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 531!875.4381 478.52 407.531 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5466 : 4183.6 i 1.60 I 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.62' 104.49 0.162 INTERIOR WALLS 12X41 DF-L STUD ! DF-L Stud I 1.5 3.5 16 8 27.4 100 5' 0.1574 1 3076.2 1.60 1 1.15 1.1 I 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.961 25.40 0.05 208.981 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.5921 i 3076.2 i 1.60 1 1.15 1.1 1,1.05 1.15 700 1 625 850 11,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.561 208.981 0.281 DF-L Stud 1 1.5 3.5 12 j 8 27.4 1990 5 0.9788 1 4101.6 1.60 I 1.15 1.1 :1.05 1.15 700 625 850 11,400,000 1,417 7811 1026.381 558.27 475.961 379.05 0.801 156.731 0.345 1 i 1 i EXTERIOR WALLS 1 i I 1 H-F#2 1.5 1 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 i 1.60 I 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 2,033 506! 1644.5 1378.83 1031.581 506.18 0.49 152.581 0.119 H-F#2 1.5 5.5 16 ! 9 19.6 3132 8.46 0,5437 3132.4 1.60 1 1.15 1.3 0.10 1.15 850 i 405 1300 11,300,000 2,033 5061 1644.5 1011.45 837.571 506.18 0.60 181.23 0.178 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 8.13 0.4100 1 3132.4 i 1.60 1 1.15 1.3 L1.10 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 1 11 SPF#2 1.5 5.5 16 ;770813 10 15 875 425 1150 1 000 093 5311 1454.75 1484.89 1015.45 9 19.6 3287 8.46 0.5595 I 3287.1 i 1.60 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13) 0.4342 1 3287.1 1.60 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.561 146.34 0.118 1 • 1 SPF Stud 1 1.5 3.5 18 14.57 50.0 70 8.46 0.9955 2091.8 I 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 531:875.438 144.26, 139.021 17.78 0.13 1172.851 0.979 1 H #2 1 1.5 5.5 16 19 41.5 600 9.71 0.99143287.1 1 60 ~ 1 1.10 1.15 875 425 1150 1.400,000 2,093 531:1454.75 244.40 235.32` 106.67 0.451 927.021 0.786 111.15 1.3 H--F F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9901 3132.4 1 1.60 t 1.15 1.3;1.10 1.15 850 I 405 1300 11,300,000 2,033 5081 1644.5 226.94 220.141 98.97 0.44 927.021 0.796 • Page 3 D+L+S+,SW CT#4028AB I I LOAD CASE I (12-15) I 1(BASED ON ANSI/AF&PA NDS-2005 Ke 1 1.00 Design Buckling Factor D+L+S+Wl2 1 ) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 I c !_ 0 80(Constance 'Section l on 3 7.1.5 { Cr Kc-E- 0.30(ConstanQ Section 3.7.1.5 ....-1 ....f. -' a-..._. -(Pb)Cf ..... •(._'_....._ Cb (Varies) Section 2.3.10 Bending Comp. Size Size Rep. I I Cd(Pb) Cb Cd(Fc) Eq 3NDS 1 NOS 3.9.21 MaxWall 1 duration!duration factorlfactor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load c=1.0 :Load©Platft Cd(Fb)1Cd(Fc) Cf 1 Cf Cr Fb Fc perp Fc E Fb' Fc perp'; Fc' Fce F'c fc fc/F'c fb fb/ in. in. in. 1 ft. plf psf 1 p11 (Fb) (Fc) psi j psi psi psi INTERIOR WALLS(2X41 H= TU SD' 1 psi psi psi psi psi psi psi Fb'(1-fGFce) H-F Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1653 1 1993.4 1 1.60 1.15 1.1 11.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.711 25.40 0.06 208.981 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 1993.4 1 1.60 1 1.15 1.1 J 1.05 1.15 675 j 405 800 1 1,200,000 1,366 5061 966 478.52 415.711 265.40 0.64 208,98 0.343 H-F Stud ' 1.5 3.5 8 I 8 27.4 1990 51 0,5316 1 3988.7 ! 1.60 1 1.15 1.1 11.05 1.15 675 I 405 800 11,200,000 1,366 5061 966 478.52 415.711 252.70 0.61 104.491 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 1 3986.7 1 1.60 1 1.15 1.1 1 1.05 1.15 675 I 405 800 1 1,200,000 1,366 5061 966, 478.52 415.711 252.70 0.61 104.491 0.162 N ER O WA LS 2X4)SPF STUD 1 1 I I SPF Stud 1 1.5 3.5 16 • SPF Stud 1 1.5 3.5 16 1 8 27.4 8 27.4 1100 5 0.1654 2091.8 1.60 1 1.15 00 5 0.1654 1 2091.8 1.60 1.15 1.1 1 1.05 1,15 675 1.05 1.15 675 425 725 1 1,200,000 1,366 531!875.4381 478.52 407,53 25.40 0.06 208.981 0.162 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5466 ! 4183.6 I 1.60 1 1.15 1.1 11:05 1.15 675 I 425 725 11,200,000 1,3425 725 1 1,200,000 66 5311 875.4381 478.52 407.53 5311 875.4381 478.52 1 252.70 0.621 104.49 265.40 0.65 ' 0.162 SPF Stud 1 1.5 3.5 8 ' 8 27.4 1990 5 0.5466 I 4183.6 1 1.60 ' 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 675.438 478.52 407.53' 252.70 0.621 104.49 0.162 -. INTERIOR WALLS(2X4)I)-L STUD • -- - ....-.__.. DFL Stud' 1.5 3,5 16 1 8 27.4 100 5 0.1574 3076.2 1.60 1 1.15 1.1 11.05 1.15 700 625 - 850 1 11400,000 1,417 7811 1026.381 558.27 475.961 25.40 0.05 208.981 0.155 DFL Stud. 1.5 3.5 16 8 27.4 1045 5 0.5921 3076,2 1.60 1.15 1.1 11.05 1.15 700 625 850 1 1,400,000 1,417 761 1026.381 558.27 475.961 265.46 0.56 208.981 0.281 DF-L Stud 1 1.5 3.5 12 I 8 27.4 1990 5 0.9786 4101.8 , 1.60 1 1.15 .' 1.1 11.05 1.15 700 1 625 850 11,400,000 1,417 7811 1026.38 558.27 475.961 379.05 0.80 156.731 0.345 EXTERIOR WALLS i f1 1 H-F42 1 1.5 5.5 16 17,7083 16.8 3132 4.8551 0.3001 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 I 405 1300 11,300,000 2,033 5061 1644.5 1378.83 1031.581 508.18 0.49 76,291 0.059 H-F#2 1 1.5 5.5 16 I 9 19.6 3132 4,231 0,4544 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' 506.18 0,801 90.611 0.089 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 4.0651 0.3479 3132.4_; 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1203.70 946.77 506.18 0.531 73.171 0.062 SPF#2 : 1.5 5.5 18 i 7,7083 16.8 3287 4.8551 0.3304 ! 3287.1 160 1 1,15 1.311.10 1,15 875 I 425 1150 11,400,000 2093 5311 1454.75 1484.89 1015.451 53123 0.521 76.291 0057 SPF#2 ' 1.5 5.5 16 , 9 19.6 3287 4.23 0.4750 3287.1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 1,400,000 2,093 531,1454.75 1089.25 850.16 531.23 0.621 90.611 0.085 SPF#2 ; 1.5 5.5 16 1 8.25 18.0 3287 4,0651 0.3750 3287.1 1.60 1.15 1.3 11.10 1.15' 875 425 1150 1,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.561 73.171 0.059 : I 1 I I I SPF Stud I 1.5 32 16 :I 14.57 560 255 423 0.9959 I 20912 1 1,60 I 1,15 1,1 1 165 1,15 675 I 425 725 1 1200600 1266 5311 875,438 144.26 139621 64.76 0.47 586.431 0.779 PF#2 1.5 5,5 16 I 19 41,5 935 4.855 0.9925 3287.1 160 1 1.15 1.3 1.10 1,15 875 1 425 1150 11,400,000^ 2,093 5311 1454.75 244.40 235.321 151.11 0.64 463.511 0.580 H-F#2 1 1.5 5.5 16 I 19 41.5 865 4.8551 0.9970 I 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.5 226.94 220.141 139.80 0.64 483.511 0.594 Page 4 IIIIMMIMIMIMIIMIIIIIIMIMMIIIIMMMIMIMMIMMMIIMIIIMII D+L+S+,7E CT#4028AB I 1 LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-2005) 1SEE SECTION: I 2.3.1 2.3.1 2.3.1 3.7.1 1 3.7.1 1 Ke 1 1.00 Design Buckling Factor D+L+S+El1.4 1 1 1 c 1 0.80(Constant) ;Section 3.7.1.5 I i ! __.,,,, Cr 1 ( > I 1 Cf(Fb) Cf(Fc) 1 NOS KcE 1 0.30(Constant)> :Section 3.7.1.5 1 .Cd Fb Cb Cd Fc 'Eq.3.7-1 Cb � (Nodes) > ,Section 2.3.10 ; Bending Comp.) Size I Rep.I � i ( ) ( ) 1 NDS 3.9.2 Maz.Wall duration duratioNfactor factor)use j 1 Stud Grade;Width Depth Spacing Height Le/d Vert.Load';Hor.Load <=1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E 1 Pb' 1 Fc perp' Fc' Fce F'c fc 1 fc/F'c fb Pot 1 in. In. In. i ft. p0 1 Psf pit (Pb) (Fc) psi psi psi psi 1 psi 1 psi psi psi psi psi 1 psi Fb"(1-fc/Fce) INTERIOR WALLS 2X41 H-'JTUD1 11 H-F Stud 1 1.5 3.5 16 1 8 27.4 1001 5 0.1653 1993.4 1.60 1.15 1 1.1 1.05,1.15 I 875 405 800 1,200,0001 1,3661 508 966 478.52 415.71 25.401 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 10451 5 0.7510 1993.4 1.60 1.15 1.1 1.051 1.151 675 405 800 1,200,0001 1,3661 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.41 1990 5 0.5316 3986.7 1.60 1.15 11.1 1.05 1 1.15 1 675 405 800 1,200,000' 1,3661 506 966 478.521 415.71 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.41 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 1 675 405 I 800 1,200,0001 1,3661 506 966 478.521 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS 2X41 SPF STUD SPF Stud 1 1.5 3.5 16 1 8 27.41 1001 5 0.1654 2091.8 1.60 1.15 1.11 1.05 1.15 1 675 425 1 725 1,200,0001 1,3661 531 875.438 478.52 407.53 25.401 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4, 1045 5 0.7678 2091.8 1.60 1.15 1.1 1.05 1.15; 675 425 725 1,200,0001 1,388 531'875.438 478.52 407.53 265.40 0.65 208.98 0.343 162 SPF Stud 1 1.5 3.5 8 1 8; 27.41 19901 5 0.5466 4183.8 1.60 1.15 i 1.1 1.05 1.15 1 675 1,200,0001 1,366) 531 875.438 478.52 407.53 252.701 0.62 104.49 0. SPF Stud 1 1.5 3.5 8 1 81 27.41 19901 5 0.5466 4183.6 1.60 1.15 11.1 1.05 1.151 675 1,200,0001 1,366' 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 i JNTERIOR WALLS,2X41 Dr-L STUD I I MIIIIMI I DF-L Stud 1 1.5 3.5 16 1 8 27.4 1001 5 0.1574 3076.2 1.60 1.15 1 1.1 1.05 1 1.15 1 700 625 850 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 1 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 1 1.1 1.05 1.15 1 700 625 850 1,400,0001 1,4171 781 1028.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud i 1.5 3.5 12 1 8 27.4 19901 5 0.9788 4101.6 1.60 1.15 11.1 1.05 1.151 700 625 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 JXTER1OR WALLY 1 1 • ! 1 H-F92 1 1.5 5.5 16 17.7083 16.8 31321 3.57 0.2844 3132.4 1.60 1,15 1 1.3 1.10 1.151 850 405 1300 1,300,0001 2,0331 508 1644.5 1378.831 1031.58 506.18 0.49 56.10 0.044 ii-F#2 1 1.5 5.5 16 1 9 19.61 31321 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10 1.151 850 405 1300 1,300,000' 2,0331 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1 1.5 5.5 16 1 8.25 18.01 31321 3.57 0.3404 3132.4 1.60 1.15 1 1.3 1.10 1.151 850 405 1300 1,300,0001 2,0331 506 1644.5 1203. 701 948.77 506.18 0.53 64.26 0.055 i SPF#2 1 1.5 5.5 16 '7.7083 16.8' 3287 3.57 0.3154 3287.1 1.60 1.15 j 1.3 1.10 1.151 875 425 1 1150 1,400,000 2,093 531 1454.75 1484.891 1015.45 531.23 0.52 56.10 0.042 7 SPF#2 1 1.5 5.5 16 1 9 19.6, 1150 3287 3.57 0.4618 3287.1 1.60 1.15 1 1.3 1.10 1.15 1 875 425 1150 1,400,0001 2,0931 531 1454.75 1089.251 850.16 531.231 0.62 76.47 0.071 SPF#2 1 1.5 5.5 16 1 8.25 18.01 3287 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.101 1.15) 875 425 1,400,0001 2 ,0931 531 1454.75 1296.30 945.38 531.231 0.56 64.26 0.052 1 ' 1 i 1 1 1 SPF Stud 1 1.5 3.5 16 1 14.57 50.01 2851 3.57 0.9981 2091.8 1.60 1.15 1 1.1 1.05 1.151 875 425 725 1,200,0001 1,3661 531 875.438 144.261 139.02 72.38 0.52 494.93 0.727 1 SPF#2 1 1.5 5.5 16 1 19 41.5 10201 3.57 0.9910 3287.1 1.60 1.15 11.3 1.10 1 1.15 1 875 425 1 1150 1,400,0001 2,093 531 1454.75 244.401 235.32 164.85 0.70 340.83 0.500 H-F#2 I 1.5 5.5 18 1 19 415 9451 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.1011.151 850 405 ( 1300 1,300,000 2,033 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 Page 5 O '' MEMBER REPORT Level,Floor..Joist PASSED ��✓✓ 1 pieces)9 1/2"TM® 210 @ 16" OC Overall Length:10'4" X s's" 0 O All locations are measured from the outside face of left support(or left cantilever end).All dimensions are hoon,tal.;DrawingiConepl System:Floor MemberRection(Ibs 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Member type:Joist Shear(Ibs) 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 Deft.(in) 0.260©6' 0.496 Passed(L/458) -- 1.0 D+1.0 L(All Spans) TJ-Prot"Rating 58 40 Passed — — •Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None ..w, M.'''''ff''""f""'''''''',„,',--1.;...,„, :4„;-:_.,,-*-iii- „1._, ,71, ..,4 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(PS;) 0 to 10'4" 16" 12.0 40.0 Residential-Living Areas 2-Point(Ib) 6' N/A 250 660 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warran s that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 11 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www•woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I Forte''softwar°Operetor Job Notes 10/14/2015 9:16:20 AM Michaela Petersen Forte v4.6,Design Engine:V6.1.1.5 CT Engineering (206)285-4512 15238 P1an5ABD 9.5TJ1210.4te I mpeiersen@ctengineering.cem Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD_DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sos= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sal= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 S20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SDs= 0.72 h n = 29.53(ft) SDI= 0.44 x = 0.75;ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/Is) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(1-2*(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 SOAR/1E) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w; w; */1k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020' 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025' 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025' 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 42.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- -- Building Width= 37.0 45.0 ft. 30.2564372 Basic Wind Speed 3 sec.Gust= 110 1101 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.6'psf Figure 28.6-1 PS30B= 14.8 14.8psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 P5300= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Kt= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00' X*Krt*Iw*windward/lee : 1.38 1.38 Ps=X*Kzt*I*Poo= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 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) 1.00s 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) 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 1268 1268 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 0:001 0.00 9.89 3244 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(SS)= 23.28 kips - kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheathing=7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES=HF#2 SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V normal V s allowable V alowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370', 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 112"w/1 114"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 Iii LatLong .net Get Latitude and Longitude To make a search, use the name of a c place, ity, state, or address, or click the location on the map to get lat long coordinates. Place Name 39th way s &40th pl s, seatac, wa Find Add the country code for better results. Ex:London, UK Latitude Longitude E47.412415 -122.283440 � 1� .9k +1 '' 957 Twee96 9/24/2015 http://www.latlong.net/ Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 V • .. a � d N. http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 nUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ! aiferto11 '7114 ./1.;14) ; � y 1 ,,,4',0:, 4� R4= $� �, ••.�A' "..'s �� :fit �Vf £ k { 3 :. m 1 � � i a t 04'''406-1414-4:8''''iCrt. i''',,,--,*1-1, ' :'j r . £ sr' y a ; _r � o ,?il ly ��i is8,.# � i�/ C 'fi fix. "%,A . M USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Si. = 0.720 g Si = 0.423 g SM: = 0.667 g Sol = 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. MCER Response Spectrum Design Response Spectrum 040 1.10 000' 0,03 0.72 0.02 144 0.?7 0. 0.44 0.22 043... 034 0.22 010 0.1.1 0.041 0 0..00 0300 0.211 0.40 0.60 0.30 1.00 1.20 1.40 1,0 1.80 2,.00 0.00 0,20 0.40 0.40 040 1.0* 1.20 1.40 1.40 1.00 2.. 00 Pori.T( ) Period,I ties) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD_DL' D FRONT DESIGN Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response 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 SM,=Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 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 C20= 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 ABDI _D D FRONT DESIGN SDs= 0.72 h„ = 29.53(ft) SD,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) is= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sips/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T`(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,, = DIAPHR. Story Elevation Height AREA DL w; w; "h;k wx "hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksfl (kips) (kips) Ew; "h;k Vi DESIGN Vi Roof - 29.53' 29.53 2059 0.020' 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025' 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14' 9.14 1437 0.025' 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00' SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43.00 43.00ft. 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 40.6012948 PS30 A= 21.6 `21.6;,psf Figure 28.6-1 PS30 B= 14.8 14.8',psf Figure 28.6-1 Ps30 c= 17.2 17.2'psf Figure 28.6-1 ps30 D= 11.8 11.8 psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 K�= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 *Kzt*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*p830= (Eq.28.6-1) PsA= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf 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 1.004 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof - 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B)= 37.58 V(S-S)= 44.07 kips kips _ kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.000.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 1120 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00` 0.00 0.00' 0.00 1123 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 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(SS) 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 tsheatteng= 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 7116"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathmg= 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/1 114"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec D FRONT DESIGN P6 0 M . r 77://eBib Blb I, lit,/ U \.:.:::, I n U 0 n i E._.____, c-- ED Q 11 1 0 im It-J ,i --1 i 0 i ! ,3 J CI:617 r n i 1 i I LI 1 Q 1 QII _D J I_ •1 -(2 ,-, 11 1: 11 1 1 1 li Fla Fib I' Flc • E 0 . 0 8 F2b S1.2 a a 0512F2a3. 00 Wall Length = 15.67 Plan 5B Daylight TOP FLOOR SHEAR PLAN 1/4"=1.-0" 4 59.0 ®� STHD14 STHD14 P• STHD14 6x10 H® AIM ! i .,: L • .!t ?yea --` 11\x1\. !1 bb / ; b3 (— I_ If/ /i/ !� -� 1\ 'I to 41/ /1/ / 17,N 11 / J i1\\_. /// Cr) 2x LEDGER Lr j ccI � mW�; V 3 0 irti\.,E`- r'' i w m2x4 FRAMING q C of AT 24" O.C. -••1-a _J R3b Io • 1,4 • 3.5x-14-BlG-BEAM-F� BEA TB- 7 ;:} 1 II. -- T 1 �+� : 1 i 1 I _-_�_-_-_- R3 59.0 I �. I 2i CP � �, 1©� X i- 4a10 j \ STAIR / _rr x I s +�� 'C1 5n-Idl1a STiD1a G, p4 PI THD1, \\FRAMINGi OPEN �I ro \ / TO 'K 17' 1� 14/1 1ss '\ / BELOW r P6 1 1_--- k \ / �� 1S A IA/ \ e , , I / \ I 59.0 L2_ / \ / " / \ / \ �STHD14 STHD14� 1 0__,/ ..Sx14 BSG BEAM FB J I__����r-x18 GL�H)R _ Q STAJR1 S 3 l,( 16X6 - 1 `L S9. v 1R2b 1 I S9.0 G n 1 m llicA x V o- o I- r ;N ! -• I N - 2) 2x8 HDR I F3 I ! � - ----"'N------- -�N - - 111x12 e H R __ .:. _0 7{],L"RI(; REAM =R f .�oXR R2a P3 STHD14 STHD 4 P3 AIN// \\ 4x10 HD" - . -� 2x LEDGER gE \ _-TT x 14 / \\\ STHD14 4 ( THD14 S9.0 / 5 / S9.1 \ / / SIM. \\ /iW_ 14x8 HDR \ 4x8 HDR 1 i6 RAMING NOTES r 1 1 I MONO TRUSSES J ® AT 24" O.C. wired beams and headers are L _L ;consists of7/16"ort/2"APA rated MAIN FLOOR SHEAR PLAN & ing32/1Atrooframpre-manufactured Plan 5B Daylight TOP FLOOR FRAMING PLAN U.N.O. At roof framing with pitch o 2:12,roof framing consists of 5/8" 1/4"=1'-0" ig(span rating 40/20)over pre- s at 24"o.c.,U.N.O. Provide H2.5A I trusses,H2.5A each side of all e _, :: _ P.T 6x., DR x 6x6 PT SOS U b U o b ti F v:a rD iO N a STHD14 tTHDia ®0 STHD1 11 4x10 -IDR ; = 4Y10 HDR 4(10 HOR' 4x 0 HD T'-'4x1. HDRb5b ' b4a b4b b,a. (-3, C U O ci 4.- N G ▪01 F- C r- 7-v2 o N- R5 R 3 ,STAIR FRA INe '' I IMC. L1 J ABOVE 1 • • Garl • • • • • -PROVIDE 1-J05T CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELDW • ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING Pa •• UNDER BEARING WALL ABOVE `-,/„///,/,/,,„/,l/, /iU�i///7,/1. i//��/� > I I cc 0 18 ti N 56.0 W o • • ADDED ANOTHER JOIST • SUPPORT (PER RODNEY) N 0 • _�_�_ 4X8 HDR _ i. L3 56.0 • R4 • F3 • • SHEAR AN Plan 5B Daylight MA NTFLOORRFRAMINGLPLAN 1/4”=1.-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= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 9.09 kips Min.Lwall= 2.57 ft. BC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Loan, C u w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unst Usum OTM ROTM U„st Usum Usum (sqft) (ft) (ft) (af) (kiP) (kip) (kiP) (kip) P (Of) (PIO (WP-ft) (kiP-ft) (WP) (kip) (kip-ft) (0-h) (kip) (ki4) (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 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 t 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVwind 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max aspect= 3.5 SDPW D FRONT DESIGN Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. per SDPWS-08 IBC (EQ Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind 23.3)Max. Grid ID T.A. Lwall Logy en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM tint Us„m OTM ROTM Unst Usum Usnm (sqft) (ft) (ft) (kit) (kiP) (kip) (kiP) (kip) P (Plf) (Pit) (bP-ft) (kip-ft) (kip) (kit)) OOP-ft) (kip-ft) (kiP) (kiP) (kip) Ext L2 1008 45.0' 45.0 1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 11.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 643 Ext R2b* 564.5 10.7 17.9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4,08 Ext R3b* 100.8 2.0 3.3 1.00 0.30 0.34 0.45 0.20 0.24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6,60 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1'.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwma 15.81 EVEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 6.74 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.55 kips Min.Lwall= 2.31 ft. BC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL an. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unat Us„„, OTM Rau,' U,,,t Us„m Us„,, (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kiP) P (Plf) (pif) (kiP-ft) (kip-ft) (kip) (kip) (kip-f) (wP-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 Fact R5 201.2 10.3 ,10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=Leff. 6.74 15.81 1.28 8.76 EV,v„d 22.55 EVEQ 10.05 Notes: ' denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max.aspect= 3,5SDPWS-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 Logy em. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unec Usum OTM ROTM Unet Usum Ueum (sqft) (ft) (ft) (kif) (kiP) (kit)) (kip) (kiP) P (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 6.8 9,8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6T14 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 1.00 Ext B1b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6T14 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext B1bc* 113.2 2.5 8.0 1,00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 2019 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 Ext Fl b* 205.9 2.6 9,1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4.40 Ext Fie* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 - - 0 0.0 0.0 1.00 0,00- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 4.38 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4.44 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 ',1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 100'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ; 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 10 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EVsnd 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= 3.6 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 Ansi Usum OTM Roils Une Ustm Usum (sgff) (ft) (ft) (klf) (kip) (kiP) (kiP) (kip) p (Plf) (Pif) (kip-ft) (kiP-ft) (kiP) (kip) (kip-ft) 0040 (kip) (kiP) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.300.55 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 83 236.9 7.3 16.6 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 3.40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Carl 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 Stairl 620.9 10.5 10.5 1.00 0.20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 i 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 S 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=L eff. 7.88 10.66 4.02 4.74 EVnd 18.54 EVEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8,1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-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 dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Ueum OTM RoTM Unet Usum IJsum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kill) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4,48 Ext B2b* 79.04 3.9 8.9 '1,00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4:27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 136.5 6.8 16.1 1.00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2.84 Ext B3b* 57.48 3.0 15.0 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 340 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 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 Stairl 359.3 19.0 19.0 1,00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- •-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1'.00 0.00' 0. - 00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EVu;,;d 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= 35lSDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM line U,,,m OTM RoTM Uoec UeLom US= (sqft) (ft) (ft) NO (kilo) (kip) (kip) (ki4) p (Pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 319.1 6.8 ` 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 440 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 1.35 446 Ext 81b0' 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 171:6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2,66 Ext Fib* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2:66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a' 171.6 2.8 5.3 1.00 0.150.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3,47 Ext F2b' 171.6 2.8 5.3 1:00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3,17 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2.64 164 Ext F3ab' 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2,64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0+ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- .-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0: 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVe,,„d 10.66 EVEQ 4.74 Notes: • denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 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 off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U�„ U,m OTM RQTM U�, Us m U,m (s9ft) (ft) (It) (klf) (kip) (kip) (kip) (kip) p (Plf) (1010 (4-ft) (kiP-f1) (I413) (4) (kip-ft) (10-ft) (kip) (HP) (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 4.62 442 Ext B2b* 126 3.9 8.9 1.00 0,30' 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 4.37 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 16.6 1.00 0,30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 3,#7 - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 3.33 333 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Int Gar1 338.7 5,5 5,5 1.00 0,20 1.10 0.68 0.56 0.30 1,00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7,4`' 7,4 1.00 0,20' 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stain 620.9 10.5 10.5 1.00 0.20. 2.02 1,25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ': 0.0 1.00 0.00. ''' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0,00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.001 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 - D 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 EV,,,nd 17.06 f,VEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD_DL ID: R2ab w d1= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds v hdr eq= 137.6 plf •H head= A v hdr w= 248.3 plf 1.44 y Fdrag1 eq= 222 F2 eq= 948 • Fdrag1 w= 11 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 Of feet H total= 2w/h= 1 2w/h= 1 10.04 , Fdrag3 eq= F4 e•- 948 feet A Fdrag3 w= 401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 plf 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 • UPLIFT -1712 334 FP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 1 -4 ► Hpier/L1= 1.04 ► Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w dl= 300 plf V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4,' pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds ______•. ______•,. v hdr eq= 162.9 p/f -► A H head= A v hdr w= 293.8 p/f 1.44 v Fdrag1 eq= 274 F2 eq= 133 A Fdrag1 w= -s4 F2 240 H pier= vi eq= 229.5 p/f v3 eq= 344.3 plf 6.0 v1 w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 v 1 Fdrag3 eq= - F4 e.- 133 feet AFdrag3 w= 494 F4 w=240 P4 E.Q. 2w/h= 1 P4 WIND I H sill= vsill eq= 162.9 p/f 2.6 EQ Wind v sill w= 293.8 p/f feet OTM 14079 25395 R OTM 10008 7413 ir UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: Ll= 4'.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 Hpier/L1= 1.46 ►A 10. 1 N. Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD_DL ID: Blabc 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 AH1 head=I v hdr= 153.5 Of H5 head= A 1.31 Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 =drag6 eq= 84.8 1 n - A Fdragl w= • 2 =dragl 175.1 =drag5 w= ••3.0 Fdrag6190.4 H1 pier= v1 eq= 109.2 plfeq v3 109.2 plf v5 eq= 109.2 H5 pier=2,3' v1 w= 245.3 Of v3 w= 245.3 plf v5 w= 245.31 4.0 feet feet 2w/h= 1 H total= 2w/h= 1 2w/h= 1 9.1 Fdrag3= .•.3 Fdrag• 78.0 feet X Fdragl w= 97.22694 =drag1 w= 175.1 :drag7eq= , 8.8 Fdrag8e• 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 P6 WIND v sill eq= 68.3 plf H5 sill= H1 sill= v sill w= 153.5 Of 5.5 EQ Wind feet 4.0 t feet OTM 21613.1 48542.9 R OTM 46187 51534 V UPLIFT -745 -91 Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 0 1 1 ►4 ►4 ► Hpier/L1= 0.33 Hpier/L3= 0.19 L total= 34.7 feet Hpier/L5= 1.63 0.95 L reduction JOB#: 15238_5 ABD_DL ID: F2ab w d1= 170 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 —__N. —__•,.. v hdr eq= 81.0 p/f •H head= A v hdr w= 182.0 plf 1.06 = Fdragl eq= 264 F2 eq= 263 Fdragi w= '3 F2 , 590 H pier= v1 eq= 182.1 p/f v3 eq= 182.1 p/f 5.0 v1 w= 409.1 p/f v3 w= 409.1 p/f feet H total= 2w/h= 1 2w/h= 1 9.06 v Fdrag3 eq= F4 et- 263 feet • Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 p/f 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6', L2= 6.5 L3= 2.6 Htotal/L= 0.77 4 ►, Hpier/L1= 1.92 I. Hier/L3= 1.92 p L total= 11.7 feet JOB#: 15238.5 ABD_DL ID: B2ab w d1= 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 • Fdragl w= s•5 F2 , 603 H pier= vl eq= 218.3 plf v3 eq= 218.3 plf 4.4 vi w= 471.8 Of v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 v Fdrag3 eq= %• F4 e•- 279 feet A Fdrag3 w= 665 F4 w=603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 plf 4.5 EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 10-11 1.1 ► Hpier/L1= 1.03 i ► Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD_DL ID: B5ab w dl= 250 p/f 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 _i —♦ v hdr eq= 89.5 plf ► •H head= A v hdr w= 201.0 plf 1.03 V Fdragl eq= 709 F2 eq= 365 Fdragl w= •92 F2 . 820 H pier= v1 eq= 193.9 p/f v3 eq= 193.9 p/f 5.0 v1 w= 435.1 p/f v3 w= 435.1 p/f feet H total= 2w/h= 1 2w/h= 1 8.09 ♦ � Fdrag3 eq= 7 s• F4 et- 365 feet • Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND Hsill= vsill eq= 89.5p/f 2.1 EQ Wind v sill w= 201.0 p/f feet OTM 16154 36257 R OTM 55945 41441 ♦ UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 Hpier/L1= 0.74 10-4 ►4 ► 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 ► •H head= A v hdr w= 118.6 plf 1.03 y Fdrag1 eq= 185 F2 eq= 219 A Fdragl w= ,0 F2 - 450 H pier= v1 eq= 225.0 Of 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 v 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 • UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 0--t 10 ► Hpier/L1= 3.00 4O. 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design s _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_Sabd.ecw:52 8-5A Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 III Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 LReinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% 1 Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87si Allow Static Soil Pressure 2,000.00 psf P 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 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238 rivertena�5abd.ecw:15238-SA L(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-FTG2 [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 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 Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 000.00, 2 Column Dimension 0.00 in Allowable Soil Bearing 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 Il Rebar Requirement 0.216 in2 Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 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 % Il Summary ' Footing OK 2.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi 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-Deo-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 I Soil Data I Footing Strengths&Dimensions r Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 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 FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary 0 Stem Construction Top Stem 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 psf Rebar Spacing = 18.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf Total +fa/Fa = 0.021 Footing Shear @ Toe = 0.0 psi OK Total Force @ Section lbs= 66.9 OK Moment....A l ft4= 33.5 Footing Shear @ Heel = 3.0 psiMoment 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 Caics (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 Resultsill Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft4 Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft4 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 Speed Toe: Heel Reinforcing = None Speed 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: 580010Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 dverterrace5abd.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 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A1 Description CANT RET WALL H=4'NO SOG Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = Toe Active Pressure = 0.0 0.33 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 1.33 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft FootingIiSoil Friction = 0.400 Footing Thickness = 9.00 in 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 Design Summary 0 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 Soil Pressure @ Toe = 1,266 psf OK Thickness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf fb/FB+fa/Fa = 0.272 Footing Shear @ Toe = 0.0 psi OK Total Force @ Section lbs= 364.4 Footing Shear @ Heel = 11.9 psi OK Moment....Actual ft-#= 425.2 Allowable = 93.1 psi Moment Allowable = 1,565.0 Wall Stability Ratios Shear Actual psi= 7.6 Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= . 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....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 = 1,480 150 psf Equiv.Solid Thick. - Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 nvertenace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments ll 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 Key Weight = Vertical Loads used for Soil Pressure= 1,157.4 lbs 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: Rev: 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lk 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 Soil Data FootingI Strengths&Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 = Slope Behind Wall = 0.00:1 Toe Width Toe Active Pressure = 0.0 0.67 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 1.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 2.50 FootingliSoil Friction = 0.400 Footing Thickness = 10.00 in 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 i Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Total Bearing Load = 2,190 lbs Design height ft= Stem0.0OK 0 ...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 Allowable 3,000 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/F6+fa/Fa = 0.679 Footing Shear @ Toe = 2.4psi OK Total Force @ Section lbs= 899.9 Moment....Actual ft-it= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Allowable 93.1 psi Moment Allowable = 2,430.8 Wall Stability Ratios Shear Actual psi= 13.6 Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 L[leaver-. ev560010 Page 2 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_Sabd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG I_ Summary of Overturning&Resisting Forces&Moments 1 OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# = 703.8 1.92 1,350.2 Heel Active Pressure = 701.9 2.11 1,481.9 Sloped Sloped Oveerrr Heel = eel Toe Active Pressure = 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 Soil Over Toe = 49.1 0.34 16.5 Load @Stem Above Soil= Surcharge Over Toe = SeismicLoad = 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 Key Weight Vertical Loads used for Soil Pressure= 2,189.7 lbs 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: Rev: 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw15238-5A Description CANT RET WALL H=10' NO SOG I Criteria 0 Soil Data I i Footing Strengths&Dimensions I Retained Height = 9,50 ft Allow Soil Bearing = 3,000.0 psf f'c = 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 T Slope Behind Wall = 0.00:1 oe Width = 1.33 ft Toe Active Pressure = 0.0 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 3.50 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 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 = 6,049 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 8.00 psf Soil Pressure Less Than AllowableRebar Placed at = Edge ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf fb/FB+fa/Fa = 0.806 Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Footing Shear @ Heel = 65.9 psi OK Moment....Actual ft-#= 8,502.3 Allowable 93.1 psi Moment.....Allowable = 10,552.0 Wall Stability Ratios Shear Actual psi= 40.7 Shear Allowable psi= 93.1 Overturning = 2.87 OK 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 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 r 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 Page 2 LUser.K20602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace_Sabd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG L Summary of Overturning&Resisting Forces&Moments I OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-lk 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 Key Weight Vertical Loads used for Soil Pressure= 6,048.9 lbs Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Rev: 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 User.KW-0602997,Ver 5.8.0,1-Dec-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 1Soil Data 1 [Footing Strengths&Dimensions I 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Toe Width = 1.75 ft Height of Soil over Toe = 8.00 in Passive Pressure - 350.0 Heel Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 6.25 FootingilSoil Friction = 0.400 Footing Thickness = 14.00 in 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 1 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 Total Bearing Load = 9,068 lbs Design height ft= Stem0.OK 00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 psf Rebar Spacing = 5.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf tb/FB+fa/Fa = 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 84.2 psi OK Moment....Actua llow ft = 15,082.0 Allowable = 93.1 psi Moment Allowable = 15,964.6 Wall Stability Ratios Shear Actual psi= 59.6 Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....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 = 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 �User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 nvarterra�5abd.ecw:15238-SA (c)1983-2003 ENERCALC Engineenng Software Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 = 4,849.2 4.33 21,013.1 Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over d Soil Over Heel = Toe Active Pressure = 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 Soil Over Toe 128.3 0.88 112.3 Load©Stem Above Soil= Surcharge Over Toe = SeismicLoad = 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 Key Weight = Vertical Loads used for Soil Pressure= 9,068.2 lbs 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 loadingb.m ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Width(inches) Height(feet) Load(pounds) ShearerLoad (pounds) Deflection(inch) Factor 16 8 ' 2,780' 1,000 92O i f 0.32 2.8 10 2,180 600 6--"Vrit 0.40 3.6 24 8 4,720 1,700 /5 / 0.32 2.8 10 3,630 1,000 'O " 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor=(1—(0.5—SG)},where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. (c)Values are,for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold,downs EXTENT OF, R DOUBLE PORTAL FRAME(TWO BRACEDWALL PANELS) A„.:.'. '� .__. ,rr:_ EXTENT OF HEADER is I. SINGLE PORTAL FRAME(ame BRACED WALL PANEL).--_- —".i:. sHE4 4�.14t:: THINp FILLET(.:4 IF NEEDED�y s I ; r MRN 3x 112SM'THEAt.TER _:' .� i t..l • FASTEN TOP PLATE TO HEADER WITH 11Y0 1000 LB a i. TYplCA7,PORTAL =3 18O`,,i- -ii—1:1 1009L:B e. "N, ROWS OF IBD SINKER NAILS AT 3-O.C.TTP, STRAP(RrtF a FMME a SINKERS HEADER. I• CONSTRUCTION +4 • 1008 Les-nun OPPOSITE SHEATFBNf,. NO.LSTA24) i: f42 ROWS a (REF P� ''' FASTEN SHEATHING Ta HEADER WITH COA*.4ON OR. POEt A PMIEL.. I-1 t' I '.. L5TA241 € GALVANIZED BOX NAILS IN TORSO PATTERN AS SHOWN AND SPL.ICE(IP =`,1: 1 } MAIL i i; S'0.0 IN ALL FRAMING(STUDS.BLOCKING.AND SILLS)TYP I 1 t' tE1=DE01.PANC- a--MSN.27(4 HEIGHT t- t;! EDGES SHALL 2. >€ FRAMING i 1U f l--WIDTH(SEE 1) it I. OCLxIR OVER AILD 'j"•'" iNALED TI3 j I+: i INS AND OCCUR i}. -- "`MIR-4)2X4 4'1. WITHIN MuDDG£24` I i azaa IE,, 1.. /II= OF WALL mow. ,, s TIE EACH ! 6y. -sr NM-TH ICKNr WOOD MN(2)2X4 ONE R0W OF 7' �f r O.C.NAMING IS e - -~ STRUCTURAL PANE!.SHEATHING REQUIRED IN (RPS.NO --,-MIH.42200 L S STRAP TYPE TB-DOWN DEVICE(EMBEDDED PANEL EDGE 1 STHD14) u ✓--- INTO CONCRETE AND NAILED INTO FRAMING).INSTALLED PER MANUFACTURER.(REF,NO.STHDtd-) IE 100(1 L9 • TIE DOWN. T ! MIN.=mew'PLATE WASHER 1 ` OEV CE(REF, Y V{'.' > 1 NO.MOO) ..- one SM'OIA ANCHOR BOLT WITH T-MIN.:EMBEDMENT t : 1_ __ 1--..A (ONESECTION A-A PO DAME SE E HENT), $(E ELEVATION & t• t,.ai at e t31 1 5 obP 1 ZS 5' f 'fit P ?lig f34' ts 2 0 2010 APA-The Engineered Wood Asmreaon E./Roseburg .J3 MAIN 10-13-15 A Forest Products Company 11:02am CS Beam 4.21.0.1 1 of 1 1mtBeamEngine 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 u"a 19 7 0 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" U514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" 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 Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J4 BASEMENT El 10-13-15 A Forest Products Company g 11:01arn 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: Beaml "IrlPVW'ENlf,ltraVtflPMifrt*rlera'rM4'C're gyatrINEINPV%AT1APAIRA gitr :Vipie / / 1060 1000 51) 0 0 / 20 6 0 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(625ps1) 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#(47p1f) 2 669#(502p1f) 201#(151p1f) 3 229#(172p1f) 58#(43p1f) Design spans 10 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.W 2820.W 23% 4.33' Odd Spans D+L Negative Moment 874.W 2820.W 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" L/999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strongerie Copyright(C)2015 by Simpson Strong-lie 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 bye qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663