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Specifications (18)
44,s 73z / CFI cf c? stc2 m ENGINEERING Structural Engineers MAY 1 Z 616 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. g 208.285.4512 (V) 208.285.0818 (F) (0 #15238 Structural Calculations PRo,, .����G NF 4 River Terrace 60 Plan 5 DL J w �d Elevation B V •RE ' Tigard, OR T.1-2. \tJ \0l 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 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG 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 0.9 psf Misc. psf 5/8"plywood (OS.B.) 2.2''psf Framing at 24"o.c. 3.0`psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8'psf Misc./Mech. 1.6'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7'psf TJIs at 16"o.c. 4.3'psf Insulation 1.0!psf (1j 5/8"gypsum ceiling 2.8'psf Misc. 2.2'psf FLOOR DEAD LOAD 15.0 PSF An RB.b4 %Or ..../ : ==..h1 • ' (. 2x10 HDR (2 2x10 DR (2) 2x 0 HDR (2) 2x'0 HD' (2) 2, HDR 1 AAl� :>•�� iSil !IN. 1II • ©i_ I 1 ' A \\ GT.b1 // 1 I 1, •I 0 m \ // 1 �. F IN 1 v�I r22"x30"-I // .,o I I I 2-2A 4C-6 1 / = I r ACCSSJ / 1 ' .4 ISI \ I , . , N \\ / 1 •N I W In I O s!�/� ir \ 1 =...� Ai \\I v/ I • I _ 1 N ai N \\ // ' 1 \ / I ICSI illi 1 I .A I■-I I i l ar I ( 1 0 I A • N 1 I N I I o I 1 _.. / =MEI 1 CI / 1 N 1 �• W I // \\ �� I /// \\ � TW. 1 ' // ROOF TRUSSES ' \\ T 1 1 / AT 24" O.C. \ I � I I \ I 1 / \ • =116111 i m I iL , .. i\\ 1 I 1 \\ I 1 illikliMINIMMINI � ' IE A x 1 g 1• N I 2x11 HDR i 1 IM Mr at 1 _.- GABLNa1FUSs 1 RB.b12 -4:\ RB.b 1 / 1 L �- -�ai�ML� IS RB.b10 AS SAME A 1 SAME AS RB.b10 NImil2 1=111.1P11 I GABLE EIUD TRUSS I RB.2 1REpli6J1�EMCoRA� J L 1 J L I AM Aft Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_Sabd.ecw:15238-5B Description 15238-5B-GT RXNS Timber 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 Fr- Douglas Fir- Douglas Fir- Hem Fir,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 850.0 Fv-Basic Allow psi 180.0 180.0 180.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data ` 1 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 #.#### 11 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 1 @ Left End DL lbs 1,500.00 506.40 303.90 1,048.57 LL lbs 2,500.00 843.90 506.40 1,748.13 Max.DL+LL lbs 4,000.00 1,350.30 810.30 2,796.71 @ Right End DL lbs 1,500.00 506.40 303.90 1,232.79 LL lbs 2,500.00 843.90 506.40 2,055.42 Max.DL+LL lbs 4,000.00 1,350.30 810.30 3,288.21 Deflections Ratio>240! Deflection OK Deflection OK Ratio>240! Center DL Defl in -24.291 -0.028 -0.017 -15.648 UDefl Ratio 19.8 2,601.4 4,334.8 30.7 Center LL Defl in -40.486 -0.046 -0.028 -26.091 UDefl Ratio 11.9 1,561.0 2,601.4 18.4 Center Total Defl in -64.777 -0.074 -0.044 -41.739 Location ft 20.000 3.000 3.000 20.480 UDefl Ratio 7.4 975.6 1,625.7 11.5 Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev:580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5B Description 15238-5B-ROOF BEAMS Timber Member Information :ode 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 Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Kern Fr,No.2 Hem Fir,No.2 Hein Fr,No.2 Hein Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 2.50 5.00 5.00 5.50 Dead Load #/ft 75.00 75.00 75.00 315.00 315.00 105.00 75.00 Live Load #/ft 125.00 125.00 125.00 525.00 525.00 175.00 125.00 Dead Load #/ft 210.00 Live Load #/ft 350.00 Start ft End ft 2.300 Point#1 DL lbs <5% Therefore OK 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 111 Mmax @ Center in-k 4.80 1.20 2.70 7.87 31.50 •• ,. 9.07 @ X= ft 2.00 1.00 1.50 1.25 2.50 .3 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 • 21.4 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 150.00 75.00 112.50 393.75 787.50 1,300.12 206.25 LL lbs 250.00 125.00 187.50 656.25 1,312.50 2,167.27 343.75 Max.DL+LL lbs 400.00 200.00 300.00 1,050.00 2,100.00 3,467.39 550.00 @ Right End DL lbs 150.00 75.00 112.50 393.75 787.50 940.68 206.25 LL lbs 250.00 125.00 187.50 656.25 1,312.50 1,568.13 343.75 Max.DL+LL lbs 400.00 200.00 300.00 1,050.00 2,100.00 2,508.81 550.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.000 -0.001 -0.001 -0.017 -0.021 -0.006 UDefl Ratio 28,581.0 228,648.0 67,747.5 27,873.3 3,484.2 2,799.0 10,994.3 Center LL Defl in -0.003 -0.000 -0.001 -0.002 -0.029 -0.036 -0.010 UDefl Ratio 17,148.6 137,188.8 40,648.5 16,724.0 2,090.5 1,679.0 6,596.6 Center Total Defl in -0.004 -0.000 -0.001 -0.003 -0.046 -0.057 -0.016 Location ft 2.000 1.000 1.500 1.250 2.500 2.420 2.750 UDefl Ratio 10,717.9 85,743.0 25,405.3 10,452.5 1,306.6 1,049.5 4,122.9 4 STHDI4 O® 59.0 STHD74 0 0 STH014 6x10 HDR • : .I_- • 0 .1 • I J: 4. I 1: I I I---$.be' ' . \NO I I I ti r E.b3 — B.b4 B.b? �i l I I / 1 u1 / / I. IIl1 / ,// �' � \`= �� o 2x LEDGER nz I I l��yt,`f Or o- 1 - I 12x4 FRAMING _ a AT 24" O.C. -J , l'sj°'' AS.b10 B.bllB.b12 m a° -3-5x-4-I3&-KA�FFA I 0-1 I� 11. BEA -FB- 3.1°x�U.S GEB-FDR --I 1 I IIIINNII l' 59.0 2 00 I I BI.b8 b.b9 3 , I 4-- \ , .. 4x10 IIJJ.O �- rI `-' r .-Fl 11tH HOT j4K10 HOP `) i > / 4 I ' i L ti _y STAIR / >1 o II 511 4 CSTHD1a 1/P4�STHD1 ��FRAMING// OPEN aI A o "4/I I `� / TO Ir �i P6 14 --} (- 1 /r BELOW n i / N U A / 1 / 1 09.0 / I1 F---- \ STHD14 STHG14 I LI 0._. 3.5x14 BIG BEAM FB • L_ 1 5.3x18 GLB H)R 'MMM"MM .3. .... .1 .." ....'7=.14 E.bl:: 3 a�. IN 6X6 . j 0 0 ti AEE m cro �_ N I- r i A Ic, Ia X •C4 N • , n 1 P--. N _, ,2) 2x10 BDR m ii " B.b 7• ,y Cs Im A x 4 I xi- __ l B.blb �`_ N I - . x1= H_R — /�-- • _CD -���/ _r : x 'D R l B.r15 4 rill) STHD14 STHD 4 P3 dim/it.b18 ‘ 4x10 HD VP 2x LEDGER \ .=....__—____• -1 m / . STHD'4 x :=THD 4 / SIM. \, / B.b19 \ B.bl• / 14x8 HDR 'I` _ HDR �:\ 16 )F FRAMING NOTES I/ I __L___ __- / S61 YP I I IMONO TRUSSES illy required beams and headers are 1 J AT 24" O.C. aming consists of 7/16"or 1/2"APA rated MAIN FLOOR SHEAR PLAN & an o.c.,U.N.O.32/At over pre-framing itch Plan 5 B Daylight TOP FLOOR FRAMING PLAN o.c.,U. .O.At roof framing with pitch qua!to 2:12,roof framing consists of 5/8" nathing(span rating 40/20)over pre- 1/4"=1'-0" n,croc of 7d"n r I I N r. P.nviln N')S5 Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: LkRev: 580006 Page 1II User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 15238_rivertemace_5abd.ecw:15238-5B (c)1983-2003 ENERCALC Engineering Software Description 15238-5B-Top Floor Beams(1 of 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.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 Fr- Douglas Fir,24F- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- larch,No.1 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 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 LLLL Results Ratio= 0.2401 0.4413 0.1797 0.7611 0.2730 0.2160 0.9864 il 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 Ill 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 1 Center DL Defl in -0.002 -0.024 -0.001 -0.025 -0.002 -0.009 -0.009 UDefl Ratio 19,706.6 2,986.8 28,894.6 2,934.6 19,954.7 7,939.2 5,069.0 Center LL Defl in -0.005 -0.047 -0.002 -0.045 -0.002 -0.009 -0.018 UDefl Ratio 10,214.9 1,548.2 15,690.1 1,593.5 12,110.5 7,939.2 2,704.2 Center Total Defl in -0.007 -0.071 -0.004 -0.070 -0.004 -0.018 -0.027 Location ft 2.000 3.000 1.500 3.000 1.250 3.000 2.128 UDefl Ratio 6,727.6 1,019.7 10,168.5 1,032.7 7,536.6 3,969.6 1,763.5 Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_iverterrace_5abd.ecw:15238-58 Description 15238-5B-Top Floor Beams(2 of 3) [Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.bs B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Rosboro,Bgbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larrh,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 GluLam Repetitive Status No No No No No No No enter Span Data Span ft 4.00 4.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 LL lbs 520.00 520.00 @ X ft 3.000 8.000 Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.5798 II 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 1 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-Deo-2003 Timber Beam &Joist _ II (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5B Description 15238-5B-Top Floor Beams(3 of 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b15 B.b16 B.b17 B.b18 FP.b B.b19 B.b20 1 Timber Section 2-2x10 5.5x12 2-2x10 Film: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 Ar,No.2 Douglas Ar,24F- Hein Ar,No.2 Rosboro,Bigbeam Douglas Fir- Douglas Ar- 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 1111 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 Lantilever Span 1 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 II 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 II @ 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 il Title: Job# Dsgnr: Date: 10:30AM, 14 OCT 15 Description: Scope: Rev: 580006 Pae 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist s t (0)19832003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5B Description 15238-5B-Top Floor Beams(3 of 3) Center DL Defl in -0.002 -0.205 -0.001 -0.017 -0.015 -0.096 -0.009 UDefl Ratio 17,520.9 935.2 41,992.3 5,533.2 4,040.8 1,339.5 5,368.5 Center LL Defl in -0.004 -0.382 -0.002 -0.031 -0.028 -0.159 -0.015 UDefl Ratio 9,497.3 502.3 15,750.4 3,074.2 2,173.7 812.2 3,245.6 Center Total Defl in -0.006 -0.587 -0.003 -0.049 -0.042 -0.255 -0.024 Location ft 1.500 8.128 1.500 4.032 2.500 5.375 1.856 UDefl Ratio 6,158.9 326.8 11,454.2 1,976.2 1,413.4 505.6 2,022.8 Cantilever DL Defl in 0.012 Cantilever LL Defl in 0.017 Total Cant.Defl in 0.029 UDefl Ratio 1,836.5 BB.7.-i 6,--(1\-7--u 6z6 PT 'OST U O O O. I-; F-1- aQ mI- NIn O sTMDia li� :niDl ®� —sr Dao _ �NN _ pp _Rg 17 H_pD :-4x1RB-In .-. lip.b�_...—._ ``• 4 chit h t.o3 4x 0 Hb vii • -.. SIM SDd 6 /31 \DJ C K O O p O ry g -01 N- r Q ti N :_,..F.;,5 REMC 3.5x1 `---.STAIR ERA IN,_1'-- .r4 x6 '0 FI IR 1 _ _ ~�J I M L___ABOVJ Q BB.b • • -PPOVIDE I-J05T • CONTINUED 2x6 PONY WALL ALL THE WAY : BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOrE RODNEY'S INSTRUCTION). JOISTS FRAME OVER • THE PONY WALL WITH I—JOIST BLOCKING Pa �niDla srlDu • UNDER BEARING WALL ABOVE `//ii/7/4wi:/ivzoi,��,./iii,/yi�i�27/7/ 0vvii„ B.1i13 ci (MN ti r O N 5I L:/.:) I I tm 1 1ANOTHERJOIST H F Q • • • In • O © 4X8 HDR —� --� YP. I.N.T� CS.b1 7 S6.0 • • • s 74 • • • ®' • • BSMT. FLOOR SHEAR PLAN & Plan 5B Daylight MAIN FLOOR FAMING 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 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5B Description 15238-5B-Bottom Floor Beams [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 BB.al BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Lards,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 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 II 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 II ©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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 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 ",I• r__1 oma_—_� .-. 4-11" { 7'-61/4" { 7'-6Y4 '{4" l 44 r 1 r -, 4 r-I- [11'ii I 24"x24"x12" FIG. N W/(3) #4 E.W. 1 1D 40'-0" =� j' 1'-10 ' 19'-2" '� 14'-117q 4'-0" Y4 r -1 I-10'-0$6i •�'--_I I 1.0.5. s�c Su1e 1-9.-5 "I o 10 56.0 N T.o.s.L _J a �STHD14 Sm014 _ 0 sT`i01a / P4 \`' v -�)l 11 5• - r All \® I-9'-3�/B"I 2x4 PONY WALLe e .,,,, w e ... ._,_,-7.-117/13.1 I 7'-11743-1-1-• 10 m is UP - �-T 6. • 3'-634 6'-3" 6'-3" 6._3. 6_3. 6'_3• 3'-6%' O 1-a-1116" I I II-1r-I--1 r-I-n r-I-, r+--1 r-I-• r-I I I I o I 4X8 HDR �� - ♦ al L__ L__J L__J L__ L__J L__J 18 0 I VW, o I-9'-146J FTG1 CS.2 S6. 1 `i c •--�-2'-1116"I 'o i BASEMENT I-2'-1116"11^` I I AI ®� FINISHED FLOOR I miumr 15'-BY4 f= t 4'-11" ►- 3_8 -� 4'-SY2 i 11_3Y4 �G m • o r-rI : till rI1 r1 _ 18 B. I I I I I �1__ I4_I '__ S6. I I I I I I I I S6. I L__J L_-J L J L__J 7 1. •--LI-1'-216"1 0 FTG2 I-1'-2W'f--. r2x4 PONY / WALL I -2V. I ��� - ".I4 _ I 1 ., I-3'-B/81 L ���x'''""" `�STHD14�\\STHD141 T �STHD1 STH014X --•' -1. o II MEM e a -O 10 Co I ;---- I T.O.S. I t - .t- 20'-OY2" i 8-BZ _ ._._. 11'-3}�4 . . 1 30"x30"110 1.- ,PROVIDE I-JOIST 1' 1 1 PLATFORM1.PAFOR FURNACE 1 FTG W (3) BLOCKING ABOVE" I_ - c HICKENSABOVE #4 EA W -I. PONY'.WALL _18 -I. 7 THICKENED SLAB -_P4 6.0 -L S6.0 ADDED ANOTHER JOIST L L ♦ SUPPORT (PER RODNEY) LI L ST11014 STH014- AI 1 2x6 PONY WILL FOR !` p SLAB I INSTALL CONTINUOUSLY BEARING WALL ABOVE 1 o 4 SLAB SLOPES DOWN 3J4" i OP.ERATED.MECHANICAC.. FIXTURE : 1 1 56.0 FROM BACK TO APRON t ..- 'VENTILATION SYSTEM _'.'ABOVE. -. ..t_/ © AT THE CRAW SPAC - .t- VERIFY GARAGE SLAB 1'' HEIGHT WITH GRADING PLAN Fs-4 I �..11P U.N.O. I 4 ©112, 1 Y. 3x1$BLOCK OUT I 1 2.4 PONY s-Uo OM {. 1 ®STEM WALL TYP. I I WALLI_2Y+"L - 'e -` t rl ---- a ---_ 1 - fl FINISHED I- _ -2Y4"I I - .... 1 - FLOOR-.. I fi { N CD) ♦ 18 L 51141314 Elm Q STHD14 ..44‘.. 4firo J 1 18 T 0.S. 1 1 R® 1-1_____w I I k. S61 ICIF I S6.1 SLOPED DOWN II ..I'a J I Y4:1I12� r STHD14 THD14 a L W 1 �� N I 1 L -J 16 49151m. S6.1 16._3" 2'-2"I 7•-10" 11'-8" 40'-0" Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.erw:15238-5A Description 15238-5ABD-Crawl Space LTimber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II CS.a1 CS.a2 Timber Section 4X8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No enter Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 I jklesults Ratio= 0.7677 0.8279II 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 LReactions ` @ Left End DL lbs 420.00 450.00 1 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 OKil 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 JJ_Suggest 1 Suggest Suggest Lpick 1 Lpick Lpick 1 Lpick d S.a. LL DL M max V max 1 El L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL deli.LL deft. Joist b i.......... ... size&grade width 111.1.1depth(in. tami ai (psff( (ft-lbs .si 1 (.sfl ft. illft. ft.) (ft.) in. in. ft. (ft. (ft.) Win_) ratio Sin.) 1 ratio 1 1 1 ._-- 9.--{----- ----15 7-i. _ --15. --- .._- ----.6 -0. } t------- ----- } 9.5"TJI 110 1.75' 9.5 19.2 40 15 2380 1220 1.40E+08 14.711 27 73 15.23 14.801 14.71 0.66 0.48. , 13.31 13.45 19 31 044 360 0 32 495 9.5"TJI 110 1.751 9.5 161 40 15 2380 12201 1.40E+08 16.111 33.27 16.19 15.731 15.73 0.72 0.521 1_ 14.14 14.29 14.14': 0.471 360 0.341 495 - --= - - - - - ----- 5 ---- 9.5"TJI 110 1.751 9.5 12 40 151 2380 12201 1.40E+08 18.61 44.36_ 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.521360 0.381 495 9.5"TJI 110 175, 9.5 9.6 40 151 2380 1220 .40E+08 20.80 -55.45 19.19 18.64 18.64 0.85 0.621 16.77 16.94 1677 0_561 360 -0.411 495 1 - -� 9.5"TJI 110 1.75r 9.5 19.21 40 101---2500 122071.57E+08 15.811 30.50 16.34 15.371 15.37 0.64 0.511 1 14.27 13.97 1197 0.44, 384 0 351 480 9.5"TJI 110 1.75 9.5 16 ', 40 10 2500; 1220 1.57E+08 17.32 38.60 17.38 16.34 16.34 0.68 0.54 15.17 14.84 r 14.84 0.46 384 0.37 480 9.5"TJI 110 1.751 -9.5 12 40 10' 2500 12201 1.57E+ 08 20.00 48.8_0 19.11 17.98 17.98 0.75 __0.60___16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 1220 1.57E+08 22.36-61.00 20.58- 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55, 384 0.441 480 - r - I -� ~ 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 1330, 1.87E+08 17321 33.25 17.32 16.301 16.30 0.68 0.541 I 15.13 1431 1431 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 187E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000 13301 1.87E+08 21.91_ 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0 541 384 0.431 480 9.5"TJI 210 2.0625r 9.5 9.6 40 101 3000 13301 1.87E+08 24.49 66.50 2182 20.53 20.53 - 0.86 0.68 19.06 18.66 18 661 0.581 384 0A71, 480 _ _ __ ---------- ) 9.5"TJI 230 2.3125 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70 0.561 I 15.63 15.29 15.29 0.481 384 0.381 480 9.5'TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0,60 16.60 16.25 16.25 0.51 384 0.41 480 9 5"TJI 230 2.31251 9.5 12' 40 101 3330 13301 2.06E+08-23.08'-53.20 _20.92 19.69' 19.69 - 0_82 0.61A 18.28 17.89 17 89 156' 384 0.451......480 9.5"TJI 230 2.31251 9.5 9.6 40 101 3330 133011.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71____1 19.69 19.27 19.27 0.60 384 0.481 480 11.875"TJI 110 1.751 11.875 19.2 40 101 3160 15601 2.67E+08 17.78, 39.00 19.50 18.351 17.78 0.67 0.541 I 17.04 16.67 1667 0.52 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 1.67E+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+08 22.49 62.40 22.81 21.461 21.46. 0_89 0.721 19.91_ 19.50 19.60 0.61 384 0.491 480 5 11.875"TJI 110 1.711.875 9.6 40 101 3160 156012.67E+08_25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0 66 384 0.531 480 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 16551 3.15E+08 19.48, 41.38 20.61 19.39, 19.39 0.81 0.65, 18.00 17.62 17.62 0.55, 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 1 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72•. 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.641 384...__._0.521 480 - - 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 1655;-3.15E +08 27.55 82.75 25.96 24.43 24.43 1.02 0.81_ 22.68 22.20 22.20 0.691 384 0.551 480 11.875"TJI 230 2.3125 11.875 19.2, 40 101 4215 16551Th.47E+08 20.531 41.38 21.28 20.03, 20.03 0.83 0.67, i 18.59 18.20 18,20 0.571 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49,65 22.62 21.28 21.28 0,89 0.71 19,76 19.34 *49.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 121 40 101 4215 16551 3.47E+08 25.971 66.20 24.89 23.421 23.42 0.98 0.781 T 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.3125, 11.875 9.6 40 101 4215 165513.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 _____22.93 22.93 0.72 384 0.571 480 - - - - - ----- - - - 1- --- ----4 - --1-- --- -1-1 - - - 1 -- I 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 I 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315' 1480 3.30E+08 i 22.76 44.40 22.24 20.93 20.93 0,87 0.70 19.43 19 01 ""19,01 0.59 384 0.48 480 11.875"RFPI 400 2.06251 11.875 12 40 10L-4315 14801 3.30E+08 26.28 59.2024.48` 23.03 23.03 0.96 0.771 21.38 20.93 20 93 0 65 384 0 521 480 11.875"RFPI 400 2.06251 11.875 9.6 40 101 4315 148011 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.831 23.03 22.54 22.54 0.70 384 0.561 480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*Cf CodeEgn:21.111MIMI L.ick L.ick L.ick Joist Spa. LL DL F'b F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 • TL deft.TL defl. LL defl. LL defl. size&grade (in.) (psa._(p_s_a (psi) (psi)_ (psi) (ft) Jt.) qt.) _itt.) jf_q___ An_ AttL... Att, ir21 ratio (in.) ratio 2x10 HF2 24 25 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65- 16.83 15.48 14.39 15.48 0.64 289 0.40] 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.481 422 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 10020 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 _7.26 6.55 0.16 490 0.13 588 2x8 HF2 19.2 100 201 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF2 16 100 20 1175 150 1300000 8.02 13.59 9.51 9.79 8.83 8.02 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2j 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 024 564 _2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.501 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00' 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add©32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36441 0.26 763 2x12 HF2 24 40 15 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 1300000_„ 16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 13000001 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-2012) I SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1 1 Ks 1.00 Design Buckling Factor D+L+S i I (` c 0.80(Constant)> Section 3.7.1.5 , 1 i Cr KcE 0.30(Constant)> Section 3.7.1.5 i 1 Cf(Fb) Cf(Fc) NDS I Cb I (Varies) > Section 2.3.10 I Bending Comp. Size Size Rep. Cd(Fb) Cb I Cd(Fc) Eq.3.7-1 NDS 3.9.21 Max.Wall jdurationlduraton factor factor use I Stud Grade Width Depth Spasm. Height Laid Vert.Load Nor.Load x=1.0 iLoad 6 Platt Cd(Fb)ICd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' 1 Fce Fc fc fc/Pc lb fb/ in. In. In. It. p# psf i pif T 1 (Fb) (Fc) psi psi psi psi psi psi psi I psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS 3X41 HF STUD! f I H-F Stud ' 1.5 3.5 16 8 27.4 100 0 0.0037 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 966 478.52 415.711 25.40 0.06 0.000 0.000 H-F Stud 1 1.5 3.5 16 8 27.4 1045 01 0.4076 1993.4 1.00 I 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 9661 478.52 415.711 265.40 0.641 0.00! 0.000 H-F Stud I 1.5 3.5 12 8 27.4 1990 0 0.8314 2657.8 1.00 i 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 506j 966 478.52 415.711 379.05 0.91 0.001 0.000 H-F Stud I 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 1,200,000 854 506 966 478.52 415.71 379.05 0.91 0.001 0.000 1 j INTERIOR WALLS 12E4)SPF STUD SPF Stud I 1.5 3.5 16 1 8 27.4 100 0 0.0039 I 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.531 25.40 0.061 0.001 0.000 SPF Stud I 1.5 3.5 16 8 27.4 1045 0 0.4241 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.531 285.40 0.651 0.00 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.531 379.05 0.93 0.00 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1.15 1.1 1.05 1.15 675 1 425 725 1,200,000 854 531 875.438 478.52 407.531 379.05 0.93 0.00 0.000 INTERIOR WALLS 2X41 DF-L STUD i I III I 1 DF-L Stud 1.5 3.5 16 8 27.4 100 0 0.0028 3078.2 1.00 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.381 558.27 475.961 25.40 0.051 0.00 0.000 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 0 0.3109 3076.2 1.00 1.15 1.1 1.05 1.15 700 625 850 1,400,000 888 781 1026.38 558.27 475.961 265.40 0.56 0.00 0.000 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 0 0.6342 4101.6 1.00 ) 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 781 1026.36 558.27 475.96 379.05 0.80 0.00 0.000 EXTERIOR WALL 1I H-F#2 1 1.5 5.5 16 17.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1844.5 1378.83 1031.581 506.18 0.49 0.001 0.000 H-F#2 1 1.5 5.5 16 9 19.8 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 5061 1644.5 1011.45 837.571 506.18 0.60 0.001 0.000 H-F#2 1 1.5 5.5 16 I 8.25 18.0 3132 0 0.2858 I 3132.4 1.00 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 5061 1644.# 1203.70 946.771 506.18 0.53, 0.001 0.000 SPF#2 1 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1464.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 „I 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.751 1296.30 945.381 531.23 0.561 0.001 0.000 1 1 I 1 1 SPF Stud 1 1.5 3.5 16 14.57 50.0 545' 0 0.9913 I 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.021 138.41 1.00 0.00 0.000 SPF#2 1 1.5 5.5 16 1 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1 1.5 5.5 16 I 19 41.5 1360 01 0.9969 1 3132.4 1.00 I 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.001 0.000 Page 1 D+L+W CT#4028AB I I LOAD CASE (12-13) (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 I 1.00 Design Buckling Factor ' D+L+W1 I I c I 0.80(Constant)> 'Section 3.7.1.5 Cr KcE _0.30(Constant)> !Section 3.7.1.5 Cf(Pb) 1 Cf(Fc) NDS Cb 1 (Varies) > !Section 2.3.10 1 Bending!Comp. Size Size Rep. I Cd(Pb) Cb 'Cd(Fc) Eq.3.7-1 ( I NDS 3.9.21 Max.Wall durationiduration factorlfactor use Stud Grade!Width Depth Spacing Height Le/d Vert.Load Hor.Load x.1.0 iLoad 0 Platq Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'' Fc* Fce Fs i fc fc/F'c 1 lb I fb/ 1 in. in. In. 1 ft. pit psf 1 plf 1 (Pb) (Fc) psi psi psi psi psi psi psi . psi Psi I psi psi I Fb"(1-fc/Fce) )NTERIOR WALLS I H-F Stud 1 1.5 3.5 18 1 8 27.4 100 5 0.1655 1993.4 1.60 ! 1.00 1.1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 840 478.52 403.771 25.40 0.06 208.981 0.162 H-F Stud 1 1.5 3.5 18 1 8 27.4 1045 5 0.7755 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 840 478.52 403.771 265.40 0.66 208.98 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5538 3986.7 1.60 I 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 840 478.52 403.77. 252.70 0.63 104.49) 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5538 3986.7 1.60 1.00 1.1 1.05 1.15' 675 405 800 1,200,000 1,366 5061 840 478.52 403.77, 252.70 0.63 104.49' 0.162 ER OR ALLS X4 SPF S UD i 1 SPF Stud 1.5 3.5 16 8 27.4 100 5 0.1657 2091.8 1.60 1.00 1.1 1 1.05 1.15 675 I 425 725 1,200,000 1,366 5311 761.25 478.52 393.991 25.40 0.06 208.981 0.162 SPF Stud I 1.5 3.5 16 8 27.4 1045 5 0.7972 I 2091.8 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,386 5311 781.25 478.52 393.991 265.40 0.67 208.981 0.343 SPF Stud I 1.5 3.5 8 I 8 27.4 1990 5 0.5734 I 4183.6 _ 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.991 252.70 0.64 104.491 0.162 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 !1,200,000 1,366 5311 761.25 478.52 393.991 252.70 0.64 104.491 0.162 _.. 1 ._. trilLISail DF-L Stu .5 3.5 16 1 8 27.4 100 5 0.1576 ! 3076.2 1.60 4 1.00 1.1 j1.05 1.15 700 625 850 1,400,000 1,417 7811 892.5 558.27 460.251 25.40 0.06; 208.981 0.155 1 1.05 1.15 700 625 850 1,400,000 1,417, 7811 558.27, DF-L Stud 1 1.5 3.5 12 8 27.4 1990 4.5 0.9884 1 4101.6 1.60 ) 1.00 1.1 1.05 1.15 700 1 625 850 1,400,000 1,417 7811 892.5 .558.27 480. 25 379.05 0.82 148061 0.310 F)(TERIOR WALL$ f } I H-F#2 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1 1.5 5.5 16 !7.7083 19.6 3132 8.46, 0 5743 3132.4 3132.4 1 1 60 1.00 1.3 1 1 1 1011.45' 804.50 506 .18 0.63 181.231 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 1 1.00 1.3 1 1.10 1.15. 850 405 1300 1,300,000 2,033 506 1430 1.10 1.15 850 405 1300 1,300,000 2,033 506 14301 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 I 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 j 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.301 531.23 0.56 152.58; 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46 0.6033 I 3287.1 I 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1285 1089 .25 806.08 531.23 0.66 181.23! 0.169 SPF#2 1 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 1 3287.1 1 1.601 1.00 1.311.10 1.15 875 425 1150 11,400,000 2,093 5311 126511296.30 884.69!, 531.23 0.601 146.341 0.118 SPF Stud 1. 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 I 1.00 1.1 )1.05 1.15 675 1 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.1311172.85 0.979 SPF#2 i 1.5 5.5 16 1 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 12651 244.40 233.801 106.67 0.461 927.0210.786 H-F#2 1 1.5 5.5 16 I 19 41.5 600 9.711 0.9921 3132.4 , 1.60 I 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506I 1430 226.94 219.021 96.97 0.44 927.02! 0.796 Page 2 D+L+W+.SS CT#4028AB I I LOAD CASE I (12-14) I (BASED ON ANSI/AFB.PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1 Ke 1 1.00 Design BucldinQ Factor DCL+W+S/2 I l Cr c 1 0.80(ConstantSection 3.7.1.5 I i - - Cf(Fb) ..c(Fc) NOS KcECb 0.30(Constant))> Section 3.7.1.5 I Cb 1 (Varies) > (Section 2.3.10 !Bending'Comp. Size Size Rep. Cd(Fb) Cb I Cd(Fc) Eq.3.7-1 NDS 3.9.21 Max.Wall f durationlduration factor factor use 1 Stud Grade!Width Depth Spardn8 Height Le/d Vert.Load Hor.Load <=1.0 Load 6 Plate Cd(Fb)ICd(RI Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'1F 1 FcF'c fcfc/F'c PoFb"1 fc/Fce l in. in. in. ' S. pi( psf 1 pit ( (Fb) (Fc) psi psi psi psi psi psi psiI psipsi Psi psi (- ) INTERIOR OILI&(Z(4)teiNQI H-F Stud ' 1.5 , 3.5 16 L 8 27.4 100 5 0.1653 1993.4 1.80 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 9661 478.52 415.711 25.40 0.06 208.98 0.162 H-F Stud 11.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1.60 1 1.15 1.1 1.05 1.151 675 405 800 1,200,000 1,366 5061 9661 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5316 ' 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966, 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506! 966 478.52 415.711 252.70 0.61 104.49 0.162 NTERI_OR WALLS 12X4)SPF STUD 1.05 1.15 675 425 725 1,200,00(i 1,366 5311 875.4381 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1 1.5 35 16 1 8 27.4 1045 51I 0.7676 2091.8 1.60 1.15 1.1 0.1654 2091.8 1.60 1.15 1.1 1 1 05 1 15 675 { 425 725 1,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.65 208.981_ 0.343 SPF Stud ' 1.5 3.5 8 ' 8 27.4 1990 5 0.5466 4183.6 1.60 ' 1.15 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 5311 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 0.5468 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.531_ 252.70 0.62 104.49 0.162 JNTERIOR WALLS 2X4)DI-L STUD I DF-L Stud I 1.5 3.5 16 L 8 27.4 100 5 0.1574 3076.2 1.80 }307.2 1.60 ( 1.15 1.1 1 1.05 1.15 700 ( 625 850 1,400,000 1,417 781 1026.381 558.27 475.961 25.40 0.05 208.98 0.155 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.961 25.40 0.56 0.281 DF-L Stud DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 5I 0.9788 1.5 3.5 16 8 27.4 1045 5 0.5921 41101.6 t 1.60 1.15 1.1 1 1.05 1.15 700 I 625 850 1,400,000 1,417 781 1026.38 558.27 475.961 379.05 0.801 2156.73 0.345 I. EXTERIOR WALLS i H-F#2 I 1.5 I 5.5 16 7.7083 16.8' 3132 9.711 0.3593 ' 3132.4 1 1.60 j 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 506. 1844.5 1378.83 1031.58 506.18 0.491 152.581 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 i 3132.4 1.60 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 0.60 181.231 0.178 H-F#2 1.5 5.5 16 I 8.25 18.0 3132 8.13 0.4100 I 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1203.700 946.77 506.18 0.53 146.341 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 53111454. 7511089. 25 850.16 531.23 0.62 181.231 0.169 SPF#2 i 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 ' 3287.1 1.60 1 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1296.30 945.381 531.23 0.56 146.341 0.118 1 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 i 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.021 17.78 0.13.1172.851 0.979 SPFSP_ #2 1.5 5.55 18 19 41.5 660 9.71 0.9914 1 3287.1 1.60 ( 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.87 0.45 927.021 0.786 H-F#2 ' 1.5 5.5 16 ' 19 41.5 600 9.711 0.9901 1 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.441 927.02' 0.796 Page 3 4 D+L+S+.SW CT#4028AB 1 ! LOAD CASE ] (12-15) I (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 I Ke I 1.00 Design Buckling Factor D+L+S+W/2 I 1 ! c 1 0.80(Constant)> 'Section 3.7.1.5 Cr I i ) KcE 1 0.30(Constant)> 'Section 3.7.1.5 1 1 1 Cf(Fb) Cf(Fc)I NDS i 1 Cb 1 (Vanes) > !Section 2.3.10 I Bending Comp. Size Size Rep. 1 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 1 1 'NDS 3.9.2, Max.Wall Iduration.duration factor factor use 1 Stud Grade)Width Depth Spadnd',Height Le/d Vert.Load Hor.Load u 1.0 Load tfp Platq Cd(Fb)ICd(Fc) Cf Cf Cr' Pb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c 1 fc fc/F'c 1 fb lb/ 1 in. in. In. I ft. plt psf I pit I (Fb) (Fc) psi I psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS(2X41 H{STUDS I H-F Stud 1.5 3.5 16 I 8 27.4 100 5 0.1653 I 1993.4 1.60 i 1.15 1.1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 966 478.52 415.71, 25.40 0.06 208.981 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 51 0.7510 I 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 9661 478.52 415.711 265.40 0.64 208.981 0.343 H-F Stud 1.5 3.5 8 I 8 27.4 1990 51 0.5316 1 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 9661 478.52 415.711 252.70 0.61 104.49! 0.162 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5316 I 3986.7 1.60 1.15 1.1 1 1.05 1.15 675 I 405 800 1,200,000 1,366 5081 9661 478.52 415.711 252.70 0.61 104.491 0.162 1 1 I I 1 INTERIOR WALLS42X4)SPF STK I I I ) i SPF Stud I 1.5 3.5 16 1 8 27.4 100 5 0.1654 2091.8 1 1.60 1.15 1.11.05 1.15 675 I 425 725 1,200,000 1,366 531 875.4381 478.52 407.53' 25.40 0.06 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7676 2091.8 1 1.60 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.4381 478.52 407.53 265.40 0.65 208.981 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1 1.60 1.15 1.1[1.05 1,15 675 I 425 725 1,200,000 1,366 531 875.4381 478.52 407.531 252.70 0.62 104.491 0.162 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 I 478.52 407.53' 252.70 0.62 104.491 0.162 III JNTERIOR WALLS 2X4)DF-L STUD ( I - -' I DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1574 I 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 781 1026.38, 558.27 475.96' 25.40 0.05 208.981 0.155 DF-L 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 11,400,000 1,417 7811 1026.38 558.27 475.961 265.40 0.561 208.98 0.281 DF-LStud) 1.5 3.5 12 8 27.4 1990 5 0.9788 ) 4101.8 1.60 1.15 1.1 1.05 1.15, 700 1 825 850 I 11,400,000 1,417 7811 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 J(T EE)ZOR WALLS I H-F#21.5 5.5 16 17.7083 16.8 3132 4.8551 0.3001 3132.4 I 1.80 ( 1.15 1.3 1.10 1.15 850 I 405 ' 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.291 0.059 H-F #2 1.5 5.5 16 I 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1011. 45 837.57 506.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 I 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000- 2,033 506 1644.5 1203.70 946.77, 506.18 0.53 73.171 0.062 1 ! SPF#2 I 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 I 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1484.89 1015.451 531.23 0.521 78.291 0.057 SPF#2 I 1.5 5.5 16 9 19.6 3287 4.23 0.4750 1 3287.1 1.80 1 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1089.25 850.161 531.23 0.621 90.61,1 0.085 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 4.065 0.3750 1 3287.1 1.60 ! 1.15 1.3 11.10 1.15' 875 425 1150 11,400,000 2,093 5311 1454.75 1296.30 945.381 531.23 0.56 73.171 0.059 I I 1 1 , SPF Stud I 1.5 3.5 16 _ 14.57 50.0 255 4.23 0.9959 2091.8 I 1.60_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.021 64.78 0.47 586.431 0.779 SPF#2 1 1.5 5.5 16 1 19 41.5 935 4.8551 0.9925 1 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.511 0.580 H-F#2 1 1.5 5.5 16 I 19 41.5 865 4.8551 0.9870 1 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 I 405 1300 11,300,000 2,033 506, 1644.5 226.94 220.14 139.80. 0.64)463.511 0.594 Page 4 D+L+S+.7E CT#4028AB .1 I !LOAD CASE 1 (12-16) 1 (BASED ON ANSI/AFBPA NDS-2005) !SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S+E/1.4 c I 0.80(Constant)> Section 3.7.1.5 ._ Cr KcE I 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) ! NDS Cb 1 (Varies > !Section 2.3.10 Bending Comp..Size Size Rep.1 Cd(Fb) Cb Cd(Fc) 1 Eq.3.7-1 1 ( I NDS 3.9.2 Ma.Wall duration duratio factor factor use I Stud Grade Width Depth Spacing:Height Le/d (Vert.Load!Hor.Load u 1.0 Load 0 Plat:Cd(Fb)Cd(Fc} Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc tc fc/F'c fb (b/ 1 in. in. In. ft. 1 pti I psf pit I(Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) INTERIOR WALL$JX41 HF STUD H-F Stud 1 1.5 3.5 16 I 8 27.4 100 5 0.1653 1993.4 1.80 1.15 1.1 1.05 1.15 1 675 405 800 1,200,000 1,366 506 966 478.521 415.71 25.40 0.06 208,98 0.162 H-F Stud I 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.521 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15, 675 405 800 1,200,000 1,366 506 966 478.521 415.71 252.70 0.61 104.49 0.162 `` INTERIOR WALLS 2X41 S'F STU• I I 1 SPF Stud 1.5 3.5 0 8 27.4 100 5 0.1654 2091.8 1.60 1.15 ! 1.1 1.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 478.521 407.53 25.40 0.06 208.98 0.162 Eamin®®igammimEri1IZI*11 0.7676 IKEIMIKIIII 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 478.52' 407.53 265.40 0.65 208,98 0.343 SPF Stud 1.5 3.5 27.4 1990 5 0.5466 4183.6 1.60 1.151.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 478.521 407.53 252.70 0.62 104.49 0.182 SPF Stud 1.5 3.5 27.4 1990 5 0.5466 4183.6 1.60 1.15 ®1.05 1.151 675 425 725 1,200,0001 1,366 531 875.438 478.521 407.53 252.70 -0.62 104.49 0.162 1 DF-L Stud 1.5 3.5 16 8 27.41 100 5 0.1574 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.271 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 , A H-F#2 •, 1 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 I 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 0 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1.151. 875 425 1150 1,400,0001 2,093 531 1454.75 1296.30, 945.38 531.23 0.56 64.28 0.052 ' I 1 1 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.381 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.5000 1i-F#2 1 1.5 5.5 16 1 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1 1300 1,300,0001; 2,033 506 1844.5 226.941 220.14 152.73, 0.69 340.83 0.513 Page 5 F 0 R T E,, MEMBER REPORT Level,Floor:Joist PASSED 1 piece(s)9 1/2"TN® 210 @ 16" OC Overall Length:10'4" . ; iErE �`� ' 9'9' C All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual rk ") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25 Member Type:Joist Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3021 @ 6' 3000 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.260 @ 6' 0.496 Passed(L/458) — 1.0 D+1.0 L(All Spans) TJ-Pro""Rating 58 40 Passed — — •Deflection aiteria:LL(L/480)and TL(1/240). •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 indude:None 3.r' 1-Stud wall-SPF .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. Residential-Dving 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Areas SII 2-Point(Ib) 6' N/A 250 660 /may .,.,., , k t<})SU57AINABLE FORESTRY INI'nATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need fora design professional as determined by the authority having jurisdidion.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Sottwareoperator Job Notes 10/14/2015 9:16:20 AM Michaela Petersen Forte v4.6.Design Engine:V6.1.1.5 CT Engineering 15238 P1an5ABD 9.5TJ1210.4te (206)285-4512 Page 2 of 2 mpetersen©ctengineering.com 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 ABD DL' Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 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 Fgure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM.= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Som= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5 ' N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 I 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sos= 0.72 h„ = 29.53(ft) 5D1= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k = 1'ASCE 7-10(Section 12.8.3) TL_' 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2x(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w. *h;k wx *h„k 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 42.00`ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 Ps3o A= 21.6 21.6',psf Figure 28.6-1 Ps30B= 14.8 14.8'.psf Figure 28.6-1 PS30 c= 17.2 17.2'psf Figure 28.6-1 Ps3o D= 11.8 11.8'psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kn= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00. *Kn*Iw*windward/lee : 1.38 1.38 ps=A*Kit*I*Ps3o= (Eq.28.6-1) PsA= 29.81 29.81 psf (Eq.28.6-1) Pse = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART i Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(SS) 1.00; 1:00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00' 0.00 0.00I' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 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 tsheathmg-7/16" NAIL SIZE nail size=0.131"dia.X2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7116"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS 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"wl 1 1/4"screw V allowable V s allowable V w alowable (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 La Lang net Get Latitude and Longitude To make a search, use the name of a place, city, state, or address, or click the location on the map to get lat long coordinates. Place Name 39th way s &40th pl s, seatac, wa ] Find Add the country code for better results. Ex:London, UK Latitude Longitude 47.412415 -122.283440 Share 1.9k G+1 1957 Sir Tweet 1.9...6.] • £ f E ✓3 Win http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 V 44 http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 FA tkit;s 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 - ,, B a erton - � ,� A , 571,11:2*,,,,,. ,,,,,7:,,,,,,,,,,,,*,, if:: --.,,,,i,,,'„",,,,,,,E;!,,_,.7,,,,,',,,'''.:,,,,i,'..‘,..4;:,,,,, ,:i 11,,,,,..ii----::-.1 tiii';',:'_if v.,,,,,,,,..;,4,,,,,,,,,,,,t,:ii,::::7;i:q,,,,,,,,,r,,,,P ,„;,,,,,,, ,..,,,,,-,,,-55,:::,,,:,::„',,,,,,,,1;;,,,,,,„,,,,i,,,,,,:,:.,,:q,:;1,3:711-,,,,,41.„:,:l.:,(,..:4: '► ewe `s , u x r Lgii4i 4 - 3 twaultie y /�� z ya -'0, LLake O wego l 4°' s'� -, 4- 7K1ng 1 a• 1saml' fi ; i -: ,,4",;,/, '--1,--:::',",,<9.:..!,,,,,--,";;1_,-,9,10.,-,-$,, ,, ati ' �, 1y USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Sus = 0.720 g Sl = 0.423 g SM: = 0.667 g S°. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. ICER Response Spectrum Design Response Spectrum 042 1.10 0.40>; 0.93 0,72 0 0.44 0.7/ 0.56 S 0.44 4240 VS 0.23 0,24 0.22 0.14 an 0.02 0. 1 0.00 0.00 0.20. 240 0.40 0.20 1.00 1.20 1.40 1.50 1.00 2.00 &00 0,20 0.40 O. alto Le$ 1.20 1.40 1.40 1.50 100 Psriod,"M`(sec) Pork I{4C 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 Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*S1 SM,= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 5D1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCS= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 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 ABD_DL D FRONT DESIGN SDs= 0.72 h„ = 29.53(ft) SD,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(r(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*T,)/(T2i(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)(MINI 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,,, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 29.53 29.53 2059 0.020 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025' 50.4 1030.2 0.40 4.02 8.76 1st 11.30 .9.14 9.14 1437 0.025', 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= :°43.00 43.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. - -- Building Width= 42.0 50.0ft. Basic Wind Speed 3 Sec.cast= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.61 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2'psf Figure 28.6-1 Ps30 D= 11.8 ' 11.8.:psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kzt= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00' A*Kg*Iw*windward/lee : 1.38 1.38 Ps=X*fit*I*pen= (Eq.28.6-1) PsA= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1.00' 1.00; 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof - 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B)= 37.58 V(S-S). 44.07 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0:000.00 0.00' 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00' 0.00 0.00' 0.00 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(S-S) Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 V(F-B)= 22.55 V(S-S)= 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheagiing= 7/16" NAIL SIZE nail size=0.131'dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s alowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 ` 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.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 alowable 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 S78.2 111111 ) ► � Bib Bib� I . (t////// , 1 Ji C_ 0 1 C- 0 0 0 ' ' 1 I LL-1_ 1fI Ij C� C L F!..) I r L 0 //�}l i II .! Ij ii l OM 1 fj I Fla Fib Fin • p 8 F2a F2b 57.2 ■ IN8 MT 00 51.2 Wail Length = 15.67 Plan 5B Daylight TOP FLOOR SHEAR PLAN 1/4"=1'-0" 4 STHD14 00 STHD14 S9.0 ®O STHD14 6x10 HDR . _e: •. e _e-_T e ■e: a .1: VA,'/'----s‘-',vI'411 • i b2bI -i b3 (— x r, / cr // N II; ./';'," tt\\_ �i,/ N 2x LEDGER LA 'J.,z cece II I` m Li /��V W O E`- -( --(:) N L-1- 42x4 FRAMING �OI o,-- AT 24" O.C. I _J R3b , c �.5x=4$--B€AA�F� ---- I : e BEA �-F".13- -3GL�FDR -- 1_,:1 1 I I R3� 2 41110 59.0 ©► X F- - 4x10 �� '/ I GpRz_-.a c. .e .___ • .I:._ IMP r� \ STAIR / r I m x �r t1 �ii` srHOpa STHD14 G.r4 THD1 \\FRAMING/ OPEN -.I •0 4I Isr1 \ / TO xI I P6 -` 7 i \ / BELOW IS A / \ i \ I /7\ / \ S9-0 L . - / \ I----- / \\ I -5TH014 P4 STHD14--\\ I / 0,_,/ 3.5x14 BIG BEAM FB ct L. MIMI MINIM 1___ 5.5x18 GLB H R _ STAIR1 1-..----r \ 16 . P4 I 6X6 1 C S9.r 1 R2b 59.0 i 1 m t ii- r -- x -T i i7, N • iiX r to 2) 2x6 HDR : I� 0 r ,x L I F 3 ¢ , ---\ 5.5__12 e : H R /._. 0 SIL: : _„ -: _ 1 `,,,.._. _ \?I , , x ,De R l`_ R2a dirk 0 STHD14 STHD 4 P3 'n i •\ 4x10 HD -1 '41172x LE�GER \ �- -4775 14r / \ STHD14 O�THD14 5 \ // S9.1 \\ / SIM. \\ / 14x8 HDR \T______ 4x8 FL& 1 16 1 S6.1 RAMING NOTES II MONO TRUSSES 010 auin:d beams and headers are L. L J AT 24" O.C. Iconsists of7/16"ort/2'APA rated • MAIN FLOOR SHEAR PLAN & ing U.N.O. At rpamngwith itch Plan 5B Daylight TOP FLOOR FRAMING PLAN U.N.O. At roof framing with pitch 0 2:12,roof framing consists of 518" 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 I -41 e P.T 6x17.5.-- 6x6 PT f::.ST Li Nc ci o w x o 0 o.: 13, o STHD14 whim ‘',k Aft igl.1.9E11111L STHD14 STD -- woe. 1 . 4x10 IDR 4r10 H 4(10 HR 4x0 0 HI:) In 4x1 C HERD .4a . bib ba C 1 (-3--) E cc 0 o d o ...I. E -6 ,-- 14 EN1 JO1S-Hfil_i :‘A< -o se, r.....r..1.0 - R5¢J— ..'" ----STAIR::::R<A::?0:1!:::--1-- .1ppppp 11" 111 iMillilliC'x6 '0 . - - i --111111111- - IIIIIIIIIIIIIIM IMIIIC111111 I )R I IIIIIIIIIII 111•111 R 3 r Li : Gar 1 ! ! . . ! :• .•• -PROVIDE I-JOIST • . . .•• • • CONTINUED 2x6 PONY WALL ALL THE WAY : i BL OCKINC BELOW ACROSS TO CUT DOWN JOIST SPAN (PER i BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING ! F.p 5711014 SPID14-N • UNDER BEARING WALL ABOVE ' 4 • • • • I -/ ' • : : ri : . . . JL • / : _- -.,, • ADDED ANOTHER JOIST ! ! ,< 7...‹.v2 ,• • SUPPORT (PER RODNEY) ! ! .._En • 5 i ! 4X8 HDR . 7 L3 i i S6.0 . R4 , ! ! : ! • .••. i i • ..• • F3 • : . ; ! , • del i • :• • . . . .: . . . . . • ....._....._i : BSMT. FLOOR SHEAR PLAN & Plan 5B Daylight MAIN FLOOR FRAMING PLAN 1/4"=l'-0" SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 9.09 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 9.09 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„st Us„m OTM ROTM Unst Unum Unum (sqft) (ft) (ft) (kif) (kiP) (kiP) (kiP) (kiP) P (Pif) (Plf) (kip-ft) (kip-ft) (kiP) (kiP) (bPft) (kiP-ft) (kiP) (kiP) (kip) Ext L1 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 "0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ':0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 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. BC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL an. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Liam Usum (sqft) (ft) (ft) (Idf) (Idp) (4) (kIP) (kiP) p (Plf) (Pif) (kip-ft) (kip-ft) (t13) (4) (kIP-ft) (kIP-ft) (wP) (4) (kiP) Ext L2 1008 45.0 45.0 1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 6.33 Ext R2b* 564.54 10.7 17.9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 448 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext ' R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 4.06 Ext R313* 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 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0`> 0.0 0.0 1.00 ''0.00 0.00 0.00 0.00• 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- ••• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -` 0 0.0 0.0- 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ``-0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 4.0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=Leff. 6.72 9.09 4.02 4.74 1.00 V,i„d 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. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Uso,n OTM RoTM line Usum Uswn (sgft) (ft) (ft) (at) (kip) (kip) (kip) (kip) P (Pit) (pit) (kiP-ft) (kip-ft) (kip) (kip) (kiP-ft) (kiP-ft) (kip) (kip) (kip) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.62 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 Ext R4 517.3 25.8 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -I 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1(00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.0D 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 EVw;nd 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= 3.5iSDPWS-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<n. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Line U,,,,,, OTM RorM U.,t D,u„ U,,,,,, (scift) (ft) (ft) (kif) (kip) (kip) (kip) (kip) P (Mf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 6.8 9,8 1.00 0.151.65 0.00 0.74 0.00 1.00 1.00 109 P6-TPI P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4.90 Ext Bib* 597.1 12.5 19.0 1,00 0,15' 3.09 0.00 1.38 0.00 1.00 1.00 110P6FN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext 131bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 Ext Fib* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4,40 Ext F1c* 205:9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4,84 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 4.38 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 a00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 .0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EV„„nc 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 klps 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= 16.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loan, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,,,, U,,,„ OTM RorM Umt U,um U.., (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (Mf) (kip-ft) (kip-ft) (kilo) (kip) (kip-ft) 00-ff) (kip) (kip) (kip) Ext B2a* 141.1 4.3 ` 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 4,87 Ext B2b' 126 3.9 8,9 1.00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4,63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 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 Gar1 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451:6 7.4 7.4 1.00 0.20' 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stair1 620.9 10.5 '10,5 1.00 0.20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 4 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 'c 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=Leff. 7.88 10.66 4.02 4.74 L'Vv;nd 18.54 L'VEQ 8.76 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V I= 4.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.05 kips Sum Wind F-B V i= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL en" C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„ei U,,,„, OTM ROTM U„et Limn Us.. (soft) (ft) (ft) (klf) (kip) (kiP) (kiP) (kiP) p (Plf) (PIf) (kip-ft) (kip-ft) (kip) (kip) (kiP-ft) (kip-ft) (kiP) (kiP) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext B2b* 79.04 3.9 " 8.9 1.00 0,40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2.81 244 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 Staid 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 'r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ` 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EV,„„d 22.54 EVEQ 10.05 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.74 kips Design Wind F-B V I= 10.66 kips Max aspect= 3.5iSDPWS-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 1-0L eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U,st Usu,,, OTM RoTM U„et U:um U.un, (sqft) (ft) (ft) (kif) (kilo) (kip) (kilo) (kip) p (Plf) (Plf) (kip-ft) (kip-ft) (kiP) (ki4) (kip-ft) (14P-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 P6114 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 1,90 Ext B1b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6114 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 9,36 Ext B1bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 Ext F1 b* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a' 171.6 2.8 5.3 1.00 0,15" 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 Ext F2b* 171.6 2.8 5.3 1.00 0,15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3.47 - - 0 D.0 0.0 1.00 0.00'« 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3ab* 171.6 3.3 5.8 1.90 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 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0 0 1,00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ++ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 L 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EV,„„d 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 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.ff. C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Un*t Us m OTM ROTM U, U:um Unum (soft) (ft) (ft) (kit) (hp) (wP) (kip) (4) p (Plf) (Plf) (kiP-ft) (14P-ft) (hp) (kip) (4-ft) (kiP-ft) (kip) (kip) (klP) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 4,62 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 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 3.47 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EU* 121 2.0 ` 5.5 1.00 0,30' 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 Ext F6b* 141.1 2.4 ` 5.9 1,00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 3,33 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 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 Stairs 620.9 10.5 10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ? 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0•-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=L eff. 7.88 9.18 4.02 4.09 EV.na 17.06 EVEQ 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 p/f ► •H head= A v hdr w= 248.3 plf 1.44 v Fdrag1 eq= 222 F2 eq= 948 A Fdragi w= •41 F2 . 1709 H pier= v1 eq= 226.6 plf v3 eq= 226.6 plf 2.6 v1 w= 408.7 p/f v3 w= 408.7 p/f feet 1 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= vsill 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 IUP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 4 -. 1.4 Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD DL ID: R3ab w dl= 300p/f V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds O. ► v hdr eq= 162.9 p/f ► •H head= n v hdr w= 293.8 plf 1.44 y Fdragl eq= 274 F2 eq= 133 Fdragl w= •s4 F2 . 240 H pier= v1 eq= 229.5 p/f v3 eq= 344.3 plf 6.0 v1 w= 414.0 p/f v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 v Fdrag3 eq= • F4 e.- 133 feet • Fdrag3 w=494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 p/f 2.6 EQ Wind v sill w= 293.8 p/f feet OTM 14079 25395 R OTM 10008 7413 • UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1=` 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 10-1 .4 Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238-5 ABD_DL ID: B1abc w d1= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► v hdr eq= 68.3 plf •H1 head=A v hdr= 153.5 p/f H5 head= 1.31 V Fdrag1 eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 =drag6 eq= 84.8 1 A Fdrag1 w= • 2 =dragl 175.1 =drag5 w= ••3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 plf v3 w= 245.3 p/f v5 w= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 Fdrag3= ,•.3 Fdrag•- 78.0 feet A Fdrag1 w= 97.22694 =dragl w= 175.1 :drag7eq= • 8.8 Fdrag8e. 84.8 I v P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= v sill w= 153.5 plf H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v UPLIFT -745 -91 V_ Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= = 2.5 Htotal/L= 0.26 ► I, ►i ► 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 v hdr eq= 81.0 plf ► •H head= A v hdr w= 182.0 plf 1.06 v _ Fdragl eq= 264 F2 eq= 263 Fdragl w= '3 F2 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 p/f 5.0 v1 w= 409.1 plf v3 w= 409.1 p/f feet H total= 2w/h= 1 2w/h= 1 9.06 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.O plf 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 0-41 ►� ► Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238 5 ABD_DL ID: B2ab w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7, pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds v hdr eq= 146.7 plf •H head= A v hdr w= 317.1 plf 0.88 v Fdragl eq= 308 F2 eq= 279 Fdrag1 w= :•5 F2 603 H pier= v1 eq= 218.3 p/f v3 eq= 218.3 p/f 4.4 v1 w= 471.8 p/f v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 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 1 0-1 Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238'..5 ABD DL ID: B5ab w dl= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds - 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 Of 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 v Fdrag3 eq= 7s• F4 e.- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 p/f 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 v UPLIFT -1983 -258 UP sum -1983 -258 HIL Ratios: L1= 6.8 L2== 12.0 L3= 3.5 Htotal/L= 0.3641 -1 101 Hpier/L1= 0.74 Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238_5 ABD_DL ID: F6abPtAND 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 p/f •H head= A v hdr w= 118.6 p/f 1.03 V Fdragl eq= 185 F2 eq= 219 A Fdragl w= =0 F2 - 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 plf 6.0 v1 w= 265.6 p/f v3 w= 265.6 p/f feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 Fdrag3 eq= s F4 et- 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 HIL Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 0 4 ►4 ► Hpier/L1= 3.00 0 Hpier/L3= 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG1 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf 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 ReinforcingII Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % • Summary I Footing OK 1.50ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's • Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: —Rev: 560000 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 _Reinforcing 1 Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% ISummary ' Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 11 (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 I Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 ToWidth 0.33 ft o Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Tel 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 iAxial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -k Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure©Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored©Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear©Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 OverturningWall tb = 6.13 OK ity Ratios Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Resultsill Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev: 580010 Page 2 User)1983KW-0602997,20Ver5.8.0,1-Deng 03 Cantilevered Retaining Wall Design II (01983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it 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 riveRerrace_5abd.ecw:15238-SA1 Description CANT RET WALL H=4' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions 111 Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0psf fc = 3,000 g 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 = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Toe Width Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 1.66 Water height over heel = 0.0 ft Total Footing Width = 1.66 Soil Density = 110.00 pcf g Footing Thickness = 9.00 in Footing poll 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 I\ 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 I 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 Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored©Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. _ Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238 riverterrace_5abd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 nverterrace_5abd.ecw.15238-5A Description CANT RET WALL H=6' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M l 1 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing poll Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key With = 0.00 in for passive pressure = 0.00 in Key Depdth 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 I Top Stem -► Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure©Toe = 1,547 psf OK Rebarianeszs = 8.00 Soil Pressure©Heel = 205 psf OK Size = # 4 3,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 1 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. _ Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft4t fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 1 User.3-203ENE 1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Soilware 15238_rivertertace_Sabd.ecw15236-SA Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver5.8.0,1-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=10'NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0psf fc = 3,000 g psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness 12.00 in FootingliSoil Friction = 0.400 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 i Stem Construction 111 Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Rba = 8.00 Reeb Soil Pressure @ Heel = 744 psf OK arr SSizize = # 5 Rebar Spacing = 8.00 Allowable = 3,000 psf Soil Pressure Less Than Allowable Rebar 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 Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Shear Allowable Overturning = 2.87 OK psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 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 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG _Summary of Overturning&Resisting Forces&Moments k OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003ENERCALC Engineering Software 15238_riverterrace 5abd.ecw:15238-5A 1 Description CANT RET WALL H=12' NO SOG Criteria ISoil Data I 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 Heel Active Pressure = 35.0 = Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key 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 1 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary iStem Construction I Top Stem -` Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable g ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overtuming = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft4 Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft4 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-Deo-2003 Cantilevered Retaining Wall Design 15238 riverterrace_Sabd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments Il OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loading{'ma1 ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shearw(pounds) Deflection(inch) Factor 8 2,7841,000 920 OF 0.32 2.8 16 10 2,180 600 0.40 3.6 8 4,7201,700 /5 ' 0.32 2.8 24 10 3,630 1,000 ,c)3 HF 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 ore for a single portal frame segment(one vertical,leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold downs y WENT of tEAbER DOUBLE PORTALFRAME(TWO'BRACEDD WALL PANELS) P`. .� EXTr'TTr OF HEADER --.►.. ''• SHFA1*o FILLER::• ,- •.swat.E PORTAL FRAME(ONE BRACED WALL PANSY-- j 4".."..Ai... IF HEEDED. ( w r ft AAAI 3'X 1,14.a.HET HEADER ••':"1":"_,--15',"-•,7' ,..;.•':•;::' ' i t•... '"•• FASTEN TOP PLATE TO HEADER WON TWO 1x00.18 4 t` TYPICALPORTAL I . te0 t 1 HEADER l•~ 'a, ROWS OF 1SOSEEC£R NAILS AT 3 D.C.TYP. SSP(! .': CONSTRUCTION ad i. I 2 SINKERSROWS t -._ � 1000 L8 STRAP OPPOSITE$IEATFIINR 140 LSTA241 i)•• ;... it �. a-a C LSTA1�t) ; FASTEN SHEATHING TO LEADER WITH SD COMAON OR FORA PANEL I +_ j ? GALVANIZED SOK NAILS INrGRID PATTERN ASSHOWN AND j ` SPLICE(IF\ Y- i- or-IAN.21(•t: €i+ I€ NEEDED).PANG MAX, 44, • 3 D.C.IN ALL FRMMAN tl(STUDS,SLOCION0.AND SILLS)TYP 1+1 EDC SSHALL •'E' `1 1 FRAMING METE t•`, �,,.WIDTH(SEEUSW 1) I;(: OSE RAILED TO 1, TSP. I• l;. COMMON BNACK- '1.. I • `l WOANDOCCLRI 1, I WITHIN MIoCt.5 2r i r; 1 d2xx X4 t r..:' --IAN. .oo / l or W tuate GM ,.1: TIE • i )r•( MIN.12) ONE ROW OF 3 4 a :. DOWN ' L. „r'SIT MSN.TH/CKMESS WOOD i O.C.NAILING IS DEVICE +S ? STRUCTURAL PANE.SHEATHING: i't REQUIRED W SALM I PREF,NO M PANELL+DGS. 8THD141 —>MW.4200 LS STRAP TYPE TI-QOWN DEVICE tetanoc6o . .--' WTO CONCRETE AND NAI.ED INTO PRAWNG)INSTALLED , ' LAW.'WOO LS ' ? PER •MAMJFACTURER(REF,NO STH054.). y. TIE DOWN- it _r i. 1 �'»Mitt:7Xa-XI1M PCAT£WASHER i ; . DEVIDE(REP. - j NO H }}_-- ONE sir MA ANCHOR BOLT WITH r MN.EMBEDMENT - t SftbD) € i s 1. A :;i.FOUNDATION NDE"., � - L� 4-�,A SECTION A-A (ONE PORTAL FRAME SEGSTENT) 15116gi gt` I 4r .4114. , ,1ti• de 0 135 jf' i 'SS tai 2 c 2010 APA-The Engineered Waal Asia-moon • J4 BASEMENT 10-13-15 I N. Roseburg 11:01am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 .` r v^ ^rey s �n % "":-� �°Ta"' - rEa<nk .. <. :. +ei:*O R:_' a.r . w __ ,! :'', R'k Ir ,v_ �. lea / 1060 1000 / 7 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(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying paint loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p1f) 2 669#(502p1f) 201#(151p10 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 91/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.'# 2820.1t 23% 4.33' Odd Spans D+L Negative Moment 874.'# 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 StrongTfe Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's spedficafions. 503-858-9663 J3 MAIN 10-13-15 Roseburg 11:02 A Forest Products Cornixtny 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 W/204-V,a 4444V & ..,. .# .. ,PI a t , a° `"s.Ae..0,115,ramt ._..sd......:___ .._3_ ,,.. '.,#....... ......<. T 19 7 0 0 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# — 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.' 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS e "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 spedficatans. 503-858-9663