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Specifications
VV15 200 -COO 1 ro{e87 401(01A) Sb CTStructural_ E:ig!n aet a ? . E' `G FIRIE I N;Gr,"' 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V)_ 206 ; F, _. :285.0618 (F) r1A' .Pk. •y •..c y �a z a 4 it #15238 Structural Calculations :; . ' 1 � River Terrace ,� �GINF V, , ,� 0 tg Plan 5 DL Elevation D V A: Ik, OR ���S T. ,G��<c� \c3 Tigard, \cl 1�I Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT EN G_ INEERI- NGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. .................... ............. ................................................................................................................................... SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 15238 5 ABD DL ROOF Roofing asphalt shingles 35 psf Misc 09 psf 5/8"plywood (O S.B.) 2 2 psf Framing at 24"o.c. 30 psf Insulation 10 psf (1) 5/8";gypsum ceiling 28 psf Misc/Mech 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 20 psf NO gypsum concrete 00 psf 3/4"plywood,(O S.B) 27 psf TJIs at 16"o c 43';psf Insulation 1.0`psf (1) 518"gypsum ceiling 28 psf Misc 22 psf FLOOR DEAD LOAD 15.0 PSF • (2) 2x10 HDR.... _ �`�.._..._____.(2) 2x8 HDR (2) 2x10 HDA? ;2) 2x10 HDR __�2) 2x10 HDR y s. • 6 �.` RB.d14 RB d15 SAMEASRB.d6 RB.a17 "I ,� . SAME AS RE.d6 RB.a16 S. r \ SAME AS RB.a 6 -' I \ �f7 N A ° \\ GT.d1 7' a ° 0.'"3 . :'r�:: . .r ,.. ^ �;1_-_.-;.J G.T. - �,'', a0 vii w x :: \`�\ ,✓ 't-:;1 r . ::::::• , .....„ 1 ,. .• ....•• '1., r J \ [_ 1 ✓i I L- J ^ I /✓ H v\\ /y✓ LI �N - N IF Y. • 1 ft O ►J 1. 0 70 Mi V I' 51 c 1 O N N. 1 (II) 0 1 '` ` O I m,N I•_ �� K 0 ��•� ROOF TRUSSES L�_ I ^7u ?� •r.•r AT 24" O.C, .I T �pa : : r1 1-1 �I C:J •:•:•:• •:• x:•:•:•:•:•41 �� � rr G .-.•, ti,t ,� ,r . \• \ :: ::.::;.:.: i::: ::::.::::':::.:• :::: :]::::: i:]•,::::::::::::::::;._ ,,'' 1 -..., ril 2 . .\\ \AD .\ , ..., ,, , ,, 7.....„ , ..i. ti,, 1 f — \,.,c \\ 7 -I r . ° \\ \\ i. G.T. GT.d"L ^^ 4. o ,�1 1i n n n n n rl n n (SALA AS r.T.d1r) rh n n i o 1 ...P "`.I ?1 i ' --I • . L�j O0 ° a1°' ` 01 O ; 1 fa - — — °eeeeee� (L� J l -- m _�®®® — veep ->•,. (2) 2x10 HDR ( ) 2x10 HDR (2) 2x1D HDR (c) 2x10 HDR • .—L L RB.d9 AffIWWMI SAME AS RB.d8 • RB.d7 RB<d6 SAME AS RB.a6 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 `(01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-GT RXNS Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 GT.d1(RXN ONLY) GT.d3(RXNS GT.d4(RXN ONLY)GT.d5(RXN ONLY) ONLY) Timber Section 4x8 4x8 4x8 4x12 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No _Center Span Data Span ft 43.50 11.00 11.00 8.00 Dead Load #Ift 75.00 30.00 30.00 360.00 Live Load #/ft 125.00 50.00 50.00 600.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 5.500 End ft 11.000 5.500 Point#1 DL lbs 1,631.20 1,612.50 LL lbs 2,718.70 2,687.50 @ X ft 5.500 5.500 Results Ratio= #.#### 6.4299 6.3840 1.2609 Mmax @ Center in-k 567.67 230.67 229.02 92.16 @ X= ft 21.75 5.50 5.50 4.00 fb:Actual psi 18,514.3 7,523.0 7,469.3 1,248.3 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 990.0 OverStress OverStress OverStress Overstress fv:Actual psi 251.0 319.9 318.4 112.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 OverStress OverStress OverStress Shear OK Reactions @ Left End DL lbs 1,631.25 1,393.10 2,208.75 1,440.00 LL lbs 2,718.75 2,321.85 3,681.25 2,400.00 Max.DL+LL lbs 4,350.00 3,714.95 5,890.00 3,840.00 @ Right End DL lbs 1,631.25 2,218.10 1,383.75 1,440.00 LL lbs 2,718.75 3,696.85 2,306.25 2,400.00 Max.DL+LL lbs 4,350.00 5,914.95 3,690.00 3,840.00 Deflections Ratio>240! Ratio>240! Ratio>240! Deflection OK Center DL Defl in -33.976 -0.774 -0.769 -0.050 UDefl Ratio 15.4 170.6 171.7 1,922.7 Center LL Defl in -56.626 -1.289 -1.281 -0.083 UDefl Ratio 9.2 102.4 103.0 1,153.6 • Center Total Defl in -90.602 -2.063 -2.050 -0.133 Location ft 21.750 5.632 5.368 4.000 UDefl Ratio 5.8 64.0 64.4 721.0 Title: Job# Dsgnr: Date: 11:14AM, 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:15238-5D Description 15238-5D-ROOF BEAMS (1 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 360.00 360.00 360.00 75.00 75.00 75.00 Live Load #/ft 125.00 600.00 600.00 400.00 125.00 125.00 125.00 Point#1 DL lbs 1,361.20 1,631.20 LL lbs 2,718.70 2,718.70 @ X ft 3.750 0.500 `Results Ratio= 0.1200 0.1440 0.3240 0.6218 0.5806 0.0469 0.1875 Mmax @ Center in-k 4.80 5.76 12.96 24.87 23.22 1.87 7.50 @ X= ft 2.00 1.00 1.50 2.34 0.50 1.25 2.50 fb:Actual psi 112.2 134.6 302.9 581.4 542.9 43.8 175.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 12.0 38.0 64.4 47.1 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 150.00 360.00 540.00 805.07 1,471.83 93.75 187.50 LL lbs 250.00 600.00 900.00 969.92 2,453.08 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 1,774.99 3,924.92 250.00 500.00 @ Right End DL lbs 150.00 360.00 540.00 1,996.12 384.37 93.75 187.50 LL lbs 250.00 600.00 900.00 3,348.78 640.62 156.25 312.50 Max.DL+LL lbs 400.00 960.00 1,440.00 5,344.91 1,024.98 250.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK =mow ASIMINNUMMIEW Center DL Defl in -0.002 -0.001 -0.003 -0.010 -0.004 -0.000 -0.004 UDefl Ratio 28,581.0 47,635.0 14,114.1 4,638.9 10,131.0 117,067.8 14,633.5 Center LL Defl in -0.003 -0.001 -0.004 -0.014 -0.006 -0.000 -0.007 UDefl Ratio 17,148.6 28,581.0 8,468.4 3,546.2 6,078.6 70,240.7 8,780.1 Center Total Defl in -0.004 -0.001 -0.007 -0.024 -0.009 -0.001 -0.011 Location ft 2.000 1.000 1.500 2.080 1.320 1.250 2.500 UDefl Ratio 10,717.9 17,863.1 5,292.8 2,010.0 3,799.1 43,900.4 5,487.6 Title: Job# Dsgnr: Date: 11:14AM, 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 nverterrace 5abd.ecw:15238 5D Description 15238-5D- ROOF BEAMS (2 of 2) Timber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.d10 RB.d14 Timber Section 2-2x10 2-2x10 Beam Width in 3.000 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 1,393.10 LL lbs 2,321.80 @ X ft 0.750 _Results Ratio= 0.1875 0.6245 Mmax @ Center in-k 7.50 24.98 @ X= ft 2.50 0.75 fb:Actual psi 175.3 583.9 Fb:Allowable psi 935.0 935.0 Bending OK Bending OK fv:Actual psi 18.8 65.4 Fv:Allowable psi 150.0 150.0 Shear OK Shear OK Reactions Aar @ Left End DL lbs 187.50 1,068.92 LL lbs 312.50 1,781.51 Max.DL+LL lbs 500.00 2,850.43 @ Right End DL lbs 187.50 511.68 LL lbs 312.50 852.79 Max.DL+LL lbs 500.00 1,364.47 Deflections Ratio OK Deflection OK0 Center DL Defl in -0.004 -0.003 UDefl Ratio 14,633.5 11,126.5 Center LL Defl in -0.007 -0.004 UDefl Ratio 8,780.1 6,676.0 Center Total Defl in -0.011 -0.007 Location ft 2.500 1.130 UDefl Ratio 5,487.6 4,172.5 S THD14 00 STHD14 NEP_.,. ... ^..P6 `�'1�4 6x10 HDR : .1: - ''piimou _ • i...:' a.ry:,_: i - r. ° - y� f! B.a2 x: B,a3 B.a4 3.a3 i''�--- i\u0€ 'I I I 1 1 - ,A, �1 I I 1x12 HDI' 6x12 RDR 6x12 MDR lc, ro i; i I0 rn _ / ////iii 17, It 1\ .',,//' \\ __ �iCl) 2x LEDGER w o -1 Dz ct � u? m 1 � E` r11 '' � Z o '1 I---,i2 0'••I CL a' ,� x4 FRAMING o a I.' t24" O.C. B,a10 B.all B.a12 1,4 r -'.5x d-B1CrB€AA-F$--- 344.--,91-BEALII----1- 1 C-i 1� �4 u u� 11075-GL�FIIDR--- t; 1 I .1 } 1 1 2 0 S90 i ' I I I f € ma '1 ' 1 1 ' ( .x. 1 . 4x10 f 9O • • ,� I �-� HfIRIV \ STAIR i >I I o m to I S' ri14 1 II S H0�14 1 SP-ID14 P4 THD1, \\FRAMING// OPEN _iI 1_o Oli /-4/I1 I , , TO X " Ps I --�±�, r \ / BELOW �I N ca V B1 / \ I\ 3 / \_ 1 S9.0 / --- / \ P4 I 1 / \ I STHD14 STHD14� 1 / 3_,' 3.5x1 BIG BEAM FB 1__ t 5. x18 GLB HDR 10 ,3 B.al ®-® ' I 6 , ,. .,, 16X6 N 1 16 v CO ,..., i 1 I S9.0 4 1 G r1 I �yy r TE1 W I CD = IN 12 ..T, 4 , IN s:: ^ico t x ^Y' =.a1. r- o • as i I _, B.a21 , ) 2 iR DR Gil 0 v7 J F$ 3.5"x14 BIGM �:� :■ _.p 1 1 \ 5.Sac16 GLB HDR Il\ l 7 1 ��') 5x1• .1 BEA FB /AI 0 S]NDL4 _ B.a16 L S D14 \ 111 ma� l 18 F6a B a1Mr F6h 2x FRAMING11111 56.1 I ' 2x8 HDR 2)2x8 HDR '2)2xE HDR 14 AT 24" O.C. l • • i 0 RD. "R S9.0 • z:-°� -r� STHD14 8 THD14 B •19 S1.2 5 IIIII SIM,59.1 V, ` )F FRAMING NOTES 311y required beams and headers are 'amingconsists of7/16'or1/2"APA rated MAIN FLOOR SHEAR PLAN & an rating 32/16)over pre-manufactured 'o_c.,U.N.O. At roof framing with pitch Plan 5D Daylight TOP FLOOR FRAMING PLAN qual to 2:12,roof framing consists of 5/8" eathing(span rating 40/20)over pre- 1/4"=1'-0" trusses at 24"o.c.,U.N.O. Provide H2.5A Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 User:KW-0602997,Ver 5.8.0,1 03 Timber imber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams (1 of 3) Timber Member Information code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x10 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 5.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 9.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #111 75.00 207.50 200.00 200.00 75.00 75.00 110.00 Live Load #/ft 125.00 420.00 400.00 400.00 125.00 125.00 130.00 Dead Load #/ft 207.50 75.00 75.00 75.00 125.00 125.00 60.00 Live Load #/ft 420.00 125.00 125.00 125.00 200.00 200.00 25.00 Start ft End ft 1.000 Point#1 DL lbs 1,631.20 1,631.20 1,383.70 LL lbs 2,718.70 2,718.70 2,306.20 @ X ft 1.750 5.000 1.000 Results Ratio= 0.8551 0.4413 0.2004 0.8853 0.1230 0.7087 0.7908 Mmax @ Center in-k 70.74 44.68 10.80 73.24 4.92 28.35 37.85 @ X= ft 1.74 3.00 1.50 3.91 1.25 3.00 1.01 fb:Actual psi 855.1 1,059.2 216.4 885.3 115.0 662.7 758.2 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,000.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 99.1 99.6 27.1 155.3 13.6 63.3 142.3 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,482.55 847.50 412.50 1,096.87 250.00 600.00 1,310.27 LL lbs 2,619.27 1,635.00 787.50 2,028.12 406.25 975.00 2,011.52 Max.DL+LL lbs 4,101.82 2,482.50 1,200.00 3,124.98 656.25 1,575.00 3,321.80 @ Right End DL lbs 1,278.65 847.50 412.50 2,184.33 250.00 600.00 573.42 LL lbs 2,279.43 1,635.00 787.50 3,840.58 406.25 975.00 839.67 Max.DL+LL lbs 3,558.08 2,482.50 1,200.00 6,024.92 656.25 1,575.00 1,413.10 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.008 -0.024 -0.001 -0.021 -0.001 -0.023 -0.008 UDefl Ratio 6,043.1 2,986.8 26,530.5 3,391.9 43,900.4 3,175.7 6,105.7 Center LL Defl in -0.014 -0.047 -0.003 -0.038 -0.001 -0.037 -0.012 L/Defl Ratio 3,458.9 1,548.2 13,896.9 1,881.0 27,015.6 1,954.3 3,964.1 Center Total Defl in -0.022 -0.071 -0.004 -0.060 -0.002 -0.060 -0.020 Location ft 1.952 3.000 1.500 3.168 1.250 3.000 1.808 UDefl Ratio 2,199.8 1,019.7 9,119.9 1,210.0 16,724.0 1,209.8 2,403.6 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Descriptio,: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Tim ber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering software 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-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 . B.a8 B.a9 B.a10 B.all B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larch,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No Center Span Data 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 520.00 520.00 396.00 LL lbs 520.00 520.00 871.00 @ X ft 3.000 8.000 10.000 I ,Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.6911 Mmax©Center in-k 19.80 19.80 19.06 18.94 117.15 57.35 472.02 @ 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 1,589.3 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 95.2 Fv:Allowable psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions .. .... @ Left End DL lbs 450.00 450.00 466.87 400.00 1,065.00 795.59 1,998.00 LL lbs 1,200.00 1,200.00 945.00 850.00 2,840.00 1,390.59 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,250.00 3,905.00 2,186.18 7,233.50 @ Right End DL lbs 450.00 450.00 466.87 660.00 1,065.00 1,254.41 1,998.00 LL lbs 1,200.00 1,200.00 945.00 1,110.00 2,840.00 1,849.41 5,235.50 Max.DL+LL lbs 1,650.00 1,650.00 1,411.87 1,770.00 3,905.00 3,103.82 7,233.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.158 L/Defl Ratio 13,679.8 13,679.8 49,664.7 52,558.1 1,358.8 7,753.3 1,515.3 Center LL Defl in -0.009 -0.009 -0.002 -0.002 -0.236 -0.022 -0.411 L/Defl Ratio 5,129.9 5,129.9 24,536.7 29,134.0 509.5 4,534.6 583.6 Center Total Defl in -0.013 -0.013 -0.003 -0.003 -0.324 -0.036 -0.570 Location ft 2.000 2.000 2.250 2.080 5.000 4.284 10.000 L/Defl Ratio 3,730.9 3,730.9 16,423.0 18,747.7 370.6 2,861.2 421.3 Title: Job# Dsgnr: Date: 11:14AM, 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:15238-5D Description 15238-5D-Top Floor Beams (3 of 3) Climber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a15 B.a16 B.a17 B.a18 B.d19 B.d20 B.a21 Timber Section 2-2x10 5.125x16.5 Prilm:3.5x14.0 2-2x10 2-2x10 . Prllm:3.5x14.0 Prilm:3.5x14.0 Beam Width in 3.000 5.125 3.500 3.000 3.000 3.500 3.500 Beam Depth in 9.250 16.500 14.000 9.250 9.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir,24F- Rosboro,Bigbeam Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Rosboro,Bigbeam V4 2.2E 2.2E 2.2E Fb-Basic Allow psi 850.0 2,400.0 3,000.0 850.0 850.0 3,000.0 3,000.0 Fv-Basic Allow psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Elastic Modulus ksi 1,300.0 1,800.0 2,200.0 1,300.0 1,300.0 2,200.0 2,200.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No LCenter Span Data Span ft 3.00 16.00 8.00 3.00 5.00 15.33 8.85 Dead Load #/ft 75.00 37.50 75.00 200.00 26.30 165.00 Live Load #/ft 125.00 100.00 125.00 400.00 70.00 307.00 Dead Load #/ft 185.00 127.50 165.00 75.00 75.00 330.00 Live Load #/ft 360.00 340.00 440.00 125.00 200.00 550.00 Start ft End ft 9.500 Point#1 DL lbs 3,615.00 1,393.10 LL lbs 5,017.80 2,321.80 @ X ft 9.500 14.320 Point#2 DL lbs 2,190.40 LL lbs 2,321.80 @ X ft 14.320 Cantilever Span .tr.._ ....... ...........w...,,,.t{°1...?aw'`":'k6.g':,i 3,.........,. .,. .,.... ... .. ...y.. ,,.,wN.. ....r..ro..n. .._......,.... ............s. ..... M .. ... Span ft 1.23 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 30.00 LL lbs 50.00 @ X ft 1.230 Results Ratio= 0.2514 0.9953 0.2339 0.2700 0.2578 0.2960 0.4631 Mmax @ Center in-k 10.06 552.92 77.28 10.80 10.31 101.52 158.84 @ X= ft 1.50 9.47 4.00 1.50 2.50 13.25 4.42 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -2.05 0.00 fb:Actual psi 235.1 2,377.7 675.9 252.4 241.1 887.9 1,389.3 Fb:Allowable psi 935.0 2,388.9 3,000.0 935.0 935.0 3,000.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual . psi 29.5 130.5 70.2 31.7 25.9 35.4 136.3 Fv:Allowable psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions '2,620.'25 ... ... ..... ... .. ..... .. ... .. .:: ,.,. .:..:.: � . @ Left End DL lbs 390.00 2,620.25 960.00 412.50 187.50 433.98 2,190.37 LL lbs 727.50 5,109.57 2,260.00 787.50 500.00 842.49 3,792.22 Max.DL+LL lbs 1,117.50 7,729.83 3,220.00 1,200.00 687.50 1,276.47 5,982.60 @ Right End DL lbs 390.00 2,806.00 960.00 412.50 187.50 3,615.05 2,190.37 LL lbs 727.50 4,738.22 2,260.00 787.50 500.00 5,017.78 3,792.22 Max.DL+LL lbs 1,117.50 7,544.22 3,220.00 1,200.00 687.50 8,632.83 5,982.60 [eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 'Description Scope: Rev: 580006 Pae 2 User.KW-0602997,Ver 5.8.0,1 Engineering 03 Timber Beam & Joist 9 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams(3 of 3) Center DL Defl in -0.002 -0.198 -0.013 -0.002 -0.004 -0.071 -0.039 UDefl Ratio 19,542.6 968.5 7,642.3 18,476.6 14,633.5 2,607.6 2,737.0 Center LL Defl in -0.003 -0.341 -0.030 -0.004 -0.011 -0.118 -0.067 UDefl Ratio 10,476.4 563.9 3,246.3 9,678.2 5,487.6 1,564.7 1,580.9 Center Total Defl in -0.005 -0.539 -0.042 -0.006 -0.015 -0.188 -0.106 Location ft 1.500 8.192 4.000 1.500 2.500 8.401 4.425 UDefl Ratio 6,820.2 356.4 2,278.4 6,351.3 3,990.9 978.1 1,002.1 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.038 Total Cant.Defl in 0.062 UDefl Ratio 472.4 I C\-_,....___.," _ . �� BB.a5P.I 6��HDR e _� 6x PT D05T U O o W= O(-0H H a< m i- N in O STHD14 P4 580 1THD1 0 0 STHD ---- For .� .:. _tee �( e " tzsv.�b .. --- ' ... i;--..oe ._. -4)(0-HD? e �.... T x 4x10 IDR �, 410 HDR 4ri0 HDR� 4x'0 HD' �4x1C HDR '-' ' BB al BE.a2 BB.a3 BB.a4 BB a3 SIM SII 1 �3� D4/ U p 5 N a) H F r a C s.11 O 7 • F LIS . R_JA " !MINININNIISSIWIS. --- _xi- - -STAIR FRAMING_--- 1 W I x6 '0 / ENC JOIST HRi +ti FI IRA I _ 2 I Q <�R 1 ABOVE IRI ,� jR L_---_I BB.a6 -PFOV1DE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I—JOIST BLOCKINGP4 .THD14 ST-014 — iii UNDER BEARING WALL ABOVE iiir� ziiriiiiiiiiiiiiiiiiJviiii ii7-7f/./iiiiw. ci C18 ti r 1 1 o 56.0 o 1 I N \ l L_ai ADDED ANOTHER JOIST ,--Q SUPPORT (PER RODNEY) ^v) 0 4X8 HER CS.al 7 56.0 1 r' , t 9 S6.0 Title: Job# Dsgnr: Date: 11:14AM, 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_riverterrace_5abd.ecw:15238-5D Description 15238-5D-Bottom Floor Beams Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.al BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 &' Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 @ X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 @ Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK eler Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 UDefl Ratio 9;4/0:6? 3,316.3 9,414.1 5,582.2 5,576:4 52,764.9 48,333.8 - Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions Aar @ Left End DL lbs 420.00 450.00 LL 'lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 P.._--_1 1 4,-11" $ 7.-634" 4' 7-6Y4" ¢B" vN L 474 I I v�----I 1 r--,----I r--'- 1 1--.--I ��_ -L J_—_—I-E I I I I I I I I I I L__J L__1 L- J 24"x24"x12" FTG. ,� W/(3) #4 E-W. N �I 40-0" n 14'-1134" 4'-0' 1.-1034' 19'-2" I- - 1 D' 04b"I --t h - -1 _ 1 T.O.S. L J Sr Mat- SUS '-9'-5 "' 0 10 �, T.D-S. a S6.0 STHD14r - ST-ID14J p4 ` �STH014 n- — 1 \YfY o . cr . ilii,,,,,,,,,,,,,,,,,,,,,fri iii yii,_cm.,i,,,,,,,,i,,,,,,,,,,,,,,,, , r 18 © I-9'-37/131 2x4 PONY WALL -10'-14'a" a 18 • S6.2 Mr 56. �N 10 -7.-113/4.'1 I-7'-113/4" i coa • 18 18 e 156.2 in S62 1,) 3.-53,4" 6'-3" 6'-3" 6' 3 6-3" 6' 3" 3'-634" 1—r o - -4'-111 " • v Irl r-I-, r I--, r+.1 4X8 HDR r-I-1 r r-I ,,_• ®Hg-... .-------: -----+.44H-- - -- -I------ : _ - ---±�--- L_ L--J L_-J L_ L__J L_-J 18 11 IT II o I-9'-11/4"I FTG1 CS.2 S6-2 j o 4- • -2'-11W� co z BASEMENT I a - FINISHED FLOOR I-2-11'rb"F--0 ♦ e 15'-83a t 4'-11" 3.-8" 4' SY2 11'-33a" i rn c.i I- -I I- 1 1- -1 [-' 1 18 1 i i IIth] II I ':e I— 14 1 - --- 18 s6.2 1 i'lL__J L__J L J L__J -1'-2Ye"I 0FTG2 v I-1'-2Ye"I�-o L WALLI-2x4 PONY I -2V4" I ell 18 S6. ® -I=ES Ern J J ID I. �STHD14 \ STHD14I f \-STHD14 - -f� 1 0 ' (�/) ,lam i I P4 � � P4 1 � � Alga 1'-. 0 N -r---- T.O.S. 1 IV 1 ©. 1 1 t o 1 _ -4 0 `[. -J 20'-032" { 8'-8y 11'33/4". t-e FRAMING FOR FURNACE 1' 30"x30 r10 �. PROVIDE.I.JOIST I e .--_,T m PLATFORM ABOVE 1., FTG W/(3) , BLOCKING ABOVE 1 —THICKENED SLAB 1 #4.EA_.WAY I PONY WALL... 18 ,....t. 7 t S6 p 1 S6.0 P4 T .... - 1. ADDED ANOTHER JOIST 1 _ ` 1- —t SUPPORT (PER RODNEY) i L STHD14 STH0141...l4. I 2x6'.PONY.WALL FOR. y 1{ 4 Wain. SUB I INSTALL CONTINUOUSLY BEARING WALL ABOVE ' /t 56.0 SLAB SLOPES DOWN 3Yz" .. OPERATED MECHANICAL FIXTURE 15i FROM BACK TO APRON { VENTILATION SYSTEM ABOVE 1 , © AT THE CRAW SPAC 9217 t ... { VERIFY GARAGE SLAB 6 3" 6 3 5'-10 i NN HEIGHT WITH GRADING PLAN rF ..4X8 HDR j t j ' N -21/4" I I -21/4" I-1 ° ,--I.;.:. L- J..._-.CS.1 L---1__ .. ... _ TI i ... 8._3Y2 , rn..11 0 __._ I I t A. - Mk 1 P 7* 3x174 BLOCK OUT I 1 2x4 PONY. 0 ® I ©STEM WALL TYP. I t WALL O I 0'-0 1.- =2Y4_ 'F.. I�..._I ® 1J -- , FIRST..FINISHED...I / 1 "` I FLOOR I C� - r i o I 'q I I • it I I © I .. ® 1. LTD-41 Njir •111 '17 S60 t 1 18 P3 S11-1D140 STHD14 moi' I l L. n t 21B"j- 1 N 56-1 ®� lal i COX. I a SLOPED DOWN • 1- _i I Y4:12 3 I STHD14 0 8 THD14 I L I 51.2 N L-- -J Q 16 '�SIM. S6.1 2' 1" 16'-3" 2'-2" 7'-10" 11'-8 s 40'-0" PDan1 5A Dayhg_lt FOUNDATION PLAN 1/4"=1'-0" TJI JOISTS and RAFTERS ___ 1 ;______L IL '_Code Code Code 1 1 Suggest Suggest Suggest L Ick LLpick L Ick J.:pick ------ -- ---(f • (_ ---1 ) O ��--t ---� )- a )....;....r................_(in� . Joist b d Spa. I LL DL M max V max EI L fb L fir L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max' TL deft.TL deft.LL deft. LL defl.: • _size&grade_ width(in.) depth(in.) (in.) I (psf) (psf) 1 (ft-lbs) (psl) j ( sl) I (ft.) (ft,) (ft.) L(ft.) � (ft.)-_-(in._-_ m. I (ft. ft (R. tin.) In. i ratio F 9.5'TJI 110 1.751-__ 9.5 19.2L 40 15 2380 122011140E+081 14.71 1 27.7315.23 14.801 14.71_ 0_66 0.481 13.31-_13.451!!!!!;1!.,•1!!!!!;!!!!113,131!!1 0.441 360 0.321 495 ; . 1.40E+081 16.111 33.27 16.19 15.73: 15.73 0.72 0.521 I 14.14 14.2911111:111,;1444:10.471 360 0.34 i 495 9.5"TJI 110 1.75 9.5 16, 40 151 2380 1220,__---�----T--------- T --------- ! ��_-----1r � _-_-_-_ 1.40E+08 18.61 44.36 17.82 17.311 17.31 0/9 0.581 15.57 15.731111;11.;;:•.;:15.:§T10.521-i 360 0.381 495 9.5"TJI 110 1.75 9.5 9.6 40 151 2380 1220 ---- --- __-10 1.75 9.5 12 40 15 2380 1220; � 1.40E+088 20.80 55.45 19.19 18.64; 18.64 0.85 0.621 16.77 16,94 16.77 0.561 360 0.411 495 9.5"TJI 110 1.75; 9.5 19.2; 40 101 2500 1220', 1.57E+081 15.811 30.50 16.34 15.371 15.37 0.64 0.51; 1 14.27 13.97 13.97 0.441 384 0.35, •480 ` '9.5 TJI 1110 ' 1.75 ,' 95 16! 40. 10 ! ?500 ' 1220 ?;1.57E+08 1732" "36 60 17 36 116 34 16.34 0.68 :.0.54• 15 17 ;: 14.84.• 145,4 " 0::46 384 0.37 480 '• 9.5"TJI 110 1.751 9.5 121 40 101 2500 12201 1.57E+08 20.001 48.80 19.11 17.981 17.98 0.75 0.60' I. 16.69 16.34 16.34 0.511__ E 384 0.41 480 44. 9.5"TJI 110 1.751 9.5 9.6E 40 10: 2500 1220 1.57E+08. 22.361 61.00 20.58 19.37' 19.37 0.81 0.6 17.98 17.60 17.60: 0.55; 384 0.441 480 I I J 1 4-- 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 1330 1.87E+081 17.321▪ 33.25 17.32 16.30! 16.30 0.68 0.541 1 15 13 14.8111;1•1111;11;1114',81•11 0.461 384 0.37; 480 9 5"TJI 210 2.0625 1 9 5 16:.. 40 10 3000 1330 11.87E+08 18.97 39.90 18.40 17,32 17:32 ...._..0 72 0.58 ': 16 08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.0625; 9.5 121 40 14E 300 0 -133187E+08� 53.20 -21.91' 20.2619.06! 19.06 0.795.6410.641 17.70 17.32 17,32, 0.541 3841 0,43: 480 9.5"TJI 210 2.0625: 9.5 9.61 40 101 3000 1330114-1.87E+084 24.491 66.50 21.82 20.53; 20.53 0.86 0.68_1_1 19.06 18.66 18.66 0.58 3841 0,47':. 480 ' t -1-----.----E 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+081 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,,,H,,,,,48800 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 1.6.60 16 25 :!' 16.25 0.51 384 0.41 480 ----51 -- 9.5"TJI 230 2.31251 9.51 E --40- r 2.06E+081 23.063 53.20 20.92 19.69 19.69 0.82 0.661 ' 18.28 17.89 17.89 0.56 384E 0 451 480 9.5"TJI 230 2.31251 9.5 9.6L 40 101 3330 13301 2.06E+081 25.811 66.50 22.54 21.211 21.21 0.88 0.711_ 19.69 19.27 19.27 0.60_ 384L 0.481 480 11.875"TJI 110 1.751 11.87 19.21 40 101 3160 15601 2.67E+081 17.787 39.00 19.50 18.351 17.78 0.67 0.541 1 17 04 16.67 16.67 0.52E 3841 0.42! 480 11.875 TJIi;.110 ; 1.75 11.875 16; 40 1 10 3160 1 1560 '12,67E+08 19.47 46 80 20 72 19 50 <? 19.47 0.81 0.65 18 10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12• 40 101 3160 15601 2.67E+081 22.491 62.40 22.81 21.461 21.46 0.89 0.721 19.93 19.50 19.501 0.61; 384 0.491 480 11.875'TJI 110 1.75! 11.875 9.6 40 101 3160 1560 1 2.67E+084 25.14 76.00 24.57 23.121 23.12 0.96 0.771 21.46 21.01 21.01 0.661 384 0.531 480 11.875"TJI 210 2.06251 11.875 19.2 40 101 3795 16551 3.15E+081 19.481 41.38 20.61 1 19.39; 19.39 0.81 0.651 1 18.00 17.62 17.62 0.55; 3841 0.441 480 11!:875"TJI,210 ;2.0625 : 11.875 161 40 I 10 3795': 1655 ;;3,15E+p8 21;34 49.65 21.90 ;20.61 20.61 :0.86 0.69 ' 119.13 16.72 1. -18,72 0.59 384 0!47.,1111!11:.1,1480 • 11.875"TJI 210 2.0625: 11.8751 12L 40 10 3795 1655! 3.15E+081 24.64i 66.20 24.10 22.681 22.68 0.95 0.761 1 21.05 20.61 20.61 0.641 3841 0.521 480 11.875"TJI 210 2.0625; 11.8751 9.6 40 10; 3795 1 1655; 3.15E+08127.551 82.75 25.96 24.43; 24.43 1.02 0.81 h 22.68-_22.20 22.20 0.69 _ 0.55 480 11.875'TJI 230 2.3125r--11.87-5-1-19.2; 40 10; 4211 .165573.47E+08-1 20.53; 41 38 21,28 .29.031.... 20.03 9.83 0..671!!' 18.59 18.20 18:20 0 571 3841 0.451 480 11.875"TJ11230 22,62 :21.28 21.26 ;2.3125 . 11.87,5 16 4. 10 4215 II: 1655 3 47E+08 22,,. :. 65 0 89 0 71 19,76 19 34 19r34 0:60 384 0.48 480 11.875"TJI 230 2.31251 11.8751 121 40 101 4215 16551 3.47E+081 25.97166.20 24.89 23.421 23.42 0.98 0.7811--_21.74 21.28 : 21.28. 0.671 3841 0.53 480 11.875"TJI 230 2.31251 11,875 9.61 40 10T- 4215 165573.47E+081 29.03E 82 75 26.81 25 23 25.23 1.05 0.841 1 23.42 22.93 22.93 0.721 384 0.57 480 ----- - -- I -- -------1-- l ------------- - - • ! 11.875"RFPI 400 2.06251 11.875 19.21- 40 101 4315 14801-3.30E+081 20.77! 37.00 20.93 19.691 19.69 0.82 0.661 1 18.28 17.89 17,89 0.561 384 0.457 480 11.875 RFP!400 2.0625 11.875 161: 40 10 4315," 1480 3.30E+08 22,76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 •11.875"RFPI 400 - 2.06251 11.875' 121 401 10 4315 14801,-3.30E+08_ 26.281 59.20L-24_48L-23.031_--23 0310,96 0.771__41_-_21.38] 20.93 20.93 0.651 3841 0.521 480 • 11.875"RFPI 400 2.06251 11.875, 9.61 401 101 43151 1480' 3.30E+081 29.381 74.001 26.371 24.811 24.811 1.031 0.83 23.031 22.54= 22.54 0.701 3841 0.56! 480 Page 1 SAWN JOISTS and RAFTERS 1--- Fb*Cr*Cii _L Code SuggestLick Lpick Ik Lpick Joist Spa. LL _DL F'b F'y E L fb L fit L TL240 L PTL240 L LL360 L max L TL360 L pick TL defl.TL defl. LL defl. LL defl. size4rade (in)H_(p_g_ (E __p A si) (psi___) (psi) _i (ft.) __(ft.) _ tj_ (ft) 1 (ft) tf_t.) (ft.)_ Aft.1 (in.) ratio .01.) ratio III1 111_I _2x10 HF2 2,.11 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 16.951 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.261 0.96 240 0.60 384 -I- 1- 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 22.731 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.551 7.26 6.55 0.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF 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 I. .2o 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2I 19.2 40 15 1075 150 1300000 13.20- 31.53 14.81 15.551 14.39 13.20 12.94 12.501 0.38 399 0.27 549 2x10 HF2 i 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.531 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF211 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.191 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add @ 321 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.921 17.50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF21 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.001 0.32 554 0.24 762 2)2x10 HF21 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12 HF2I 24 40 151 980 150 1300000 13.71 30.68 16.72 17.561 16.24 13.71 14.61 13.501 0.36 456 0.26 627 2x12 HF21 19.2 40 151 980 150 1300000 15.33 38.35 18.01 18.91_1 17.50 15.33 15.73 14.251 0.35 485 0.26 666 2x12 HF2 1 16 40 15,_I 980 150 13000001 16.79 46.02 19.14 20.101 18.59 16.79 16.72 15.001 0.36 499 0.26 686 2x12 HF21 12 40 151 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE i12-12I ( ) !(BASED ON ANSI/AF&PA NDS-2012) � SEE SECTION: 2.3,1 2,3.1 2.3.1 � 3.7.1 3.7.1 � i Ke 1 1.00 Design Buckling Factor ! D+L+S 1 1 j c0.80(Constant)> Sect on 3.7.1.5 I ! ! i Cr j _i • i i i- - -:--! -- F- - - KcE 0.30(Constant)> !Section 3.7.1.5~ :.Cf(Fc)1 NOS ' Cb (Varies) > !Section 2.3.10 1 1 Bending!Comp. Size 1 Size Rep. Cd(Fb) Cb i Cd(Fc)1 Eq.3.7-1 • I NDS 3.9.21 Max,Wall !duration•;duration factorifactor use Stud Grade!Wdth Depth Spacing Height Le/d Vert.Load Hor.Load; <=1.0 !Load @ Plaid Cd (Fb)Cd (Fc) Cf 1 Cf Cr Fb 1Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c i fb fb/ 1 in. In, in. 1 ft. plf psf pit (Fb)1(Fc) psi psi psi psi psi psi psi 1 psi psi psi psi I Fb'(1-fc/Fce) INTERIOR WAI,LS f2X41 H-F STUD! i 1 ii H-F Stud 1 1.5 3.5 16 1 8 27.4 100 01 0.0037 1993.4 1.00 1 1.15 1.1 11.05 1.15 675 405 800 1,200,000 854 5061 966! 478.52 415.711 25.40 0.061 0.001 0.000 H-F Stud ; 1.5 3.5 16 1 8 27.4 1045 01 0.4076 1993.4 1.00 1 1.15 1.1 1 1.05 1.15 675 ( 405 800 1 1,200,000 854 5061 9661 478.52 415.711 265.40 0.641 0.001 0.000 H-F Stud 11.5 3.5 12 ' 8 27.4 1990 0! 0.8314 2657,8 1.00 1 1.15 1.1 1 1,05 1.15 675 405 800 1,200,000 854 5061 9661, 478.52 415,711 379.05 0.911 0.001 0.000 H-F Stud 1 1.5 3.5 12 I 8 27.4 1990 0! 0.8314 ! 2657.8 ! 1.00 1 1.15 1.1 1 1.05 1.15 675 j 405 800 !1,200,000 854 506j 9661 478.52 415.71! 379.05 0.911 0.001 0,000 ! INTERIOR WALLS(2X4)SPF STUD I ( : SPF Stud 1 1.5 3.5 16 i 8 27.4 100 01 0,0039 2091.8 1.00 1 1.15 1.1 1675 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 25.40 0,061 0.001 0.000 SPF Stud ' 1.5 3.5 16 8 27.4 1045 01 0.4241 2091.8 1.00 1.15 1.1 1.05 1.15 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 265.40 0.651 0.0010.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 01 0.8651 ! 2789.1 I 1.00 1 1.15 1.1 1.05 1.15 675 1 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 379.05 0.931 0.001 0.000 OFF Stud 1 1.5 3.5 12'I 8 27.4 1990 OI 0.8651 2789.1 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 854 5311875.438! 478,52 407.53' 379.05 0.931 0.001 0.000 I 1 - i1 1 INTERIOR WALLS L2X41 OF- STUD 1 i DF-L Stud 1 1.5 3,5 16 8 27.4 100 0j 0.0028 3076.2 1.00 1.15 1.1 1 1.05 1.15 700 ! 625 850 1 1,400,000 886 7811 1026.38.1 558.27 475.961 25.40 0.051 0.0011 0,000 DF-L Stud 1 1.5 3.5 16 i 8 27,4 1045 01 0.3109 1 3076.2 1 1.00 ; 1.15 1.1 1 1.05 1.15 700 i 625 850 1 1,400,000 886 7811 1026.381 558.27 475.961 265,40 0.561 0.001 0.000 DF-L Stud 1 1.5 3.5 12 ! 8' 27.4 1990 0 0.6342 i 4101.6 1 1.00 i 1.15 1.1 1 1.05 1.15 700 i 625 850 1 1,400,0001 886 7811 1028.381 558.27 475.961 379.05 0.801 0.00! 0.000 j EXTERIOR WALLS • j H-F#2 1 1.5 5.5 16 7.7083 16.8 3132, 0! 0.2408 1 3132.4 1 1.00 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 506i 1644.51 1378.83 1031.581 506.18 0.491 0.001 0.000 H-F#2 1 1.5 5.5 16 9 19.6 3132 01 0.3652 1 3132.4 1 1.00 1 1.15 1.3 1 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.51 1011.45 837.57! 506.18 0.601 0.001 0.000 H-F#2 1 1.5 5.5 16 8,25 18.0 3132, 0i 0.2858 1 3132.4 1 1.00 1 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 1,271 5061 1644.51 1203.70 946.771, 506.18 0.53! 0.00! 0,000 1 1 j i I SPF#2 1 1,5 5.5 16 7.7083 16.8 3287 0i 0.2737 1 3287.1 1 1.00 1.15 1.3 1 1.10 1,15 875 425 1150 1,400,000 1,308 5311 1454.75!1484,89 1015.451 531.23 0.521 0.00' 0.000 SPF#2 1 1,5 5.5 16 9 19.6 3287 0! 0.3905 1 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.751 1089.25 850.161 531.23 0.62! 0.001 0.000 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 0! 0.3158 1 3287.1 1.00 1 1,15 1.3 11.10 1,15 875 425 1150 !1,400,000 1,308 5311 1454.751 1296.30 945.38' 531.23 0.561 0,001 0.000 SPF Stud 1 1,5 3,5 16 14.57 50.0 545 01 0.9913 1 2091.8 1.00 ' 1,15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 854 5311 875.438; 144.26 139,021 138.41 1.001 0,001 0.000 ' SPF#2 1.5 5.5 16, i 19~ 41.5 1450 0 0.9917 !3287.1 1 1.00 j 1.15 1. 3 11,10 1.15 875 1 425 1150 11,400,000 1,308 53111454.75' 244.40 235.321 234.34 1.001 0.001 0.000 H-F#2 1 1.5 5.5 18 19 41.5 1360 01 0,9969 1 3132.4 1 1.00 1 1.15 1,3 1 1.10 1.15 850 1 405 1300 1 1,300,000 1,271 5061 1644.51 226.94 220.141, 219.80 1,001 0.001 0.000 • • Page 1 D+L+W CT#4028AB I 1 LOAD CASE ! (12-13) 1 ;(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 Ke 1 1.00 Design Buckling Factor 1 D+L+W c 0.80(Constant) > ;Section 3.7.1.5 Cr KcE 1 0.30(Constant)> !Section 3.7.1.5 Cf(Fb) Cf(Fc)' NDS Cb (Varies) > !Section 2.3.10 ;Bending!Comp. Size!Size Rep. Cd(Fb) Cb !Cd(Fc)1 Eq.3.7-1 NDS 3.9.21 Max.Wall i duration duration factorfactor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load), <=1.0 !Load @ Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb 1Fc perp Fc 1 E Fb' Fc perp'I Fc• 1 Fce F'c 1 fc fc/F'c; ft) [ fb/ in, in. in. 1 ft. plf psf 1 i plf (Fb) (Fc) psi 1 psi psi 1 psi psi psi 1 psi 1 psi psi 1 psi 1 psi 1 Fb'(1-fc/Fce) ANTERIOR WALLS 12X41 H-F STUD) 1 , • H-F Stud 1 1.5 3.5 16 , 8 27.4 100 51 0.1655 1 1993.4 1 1.60 I 1.00 1.1 1.05 1.15 675 i 405 800 1 1,200,000 1,366 506i 8401 478.52 403.771 25.40 0.061 208.981 0.162 H-F Stud I 1.5 3.5 16 1 8 27.4 1045 51 0.7755 I 1993.41,60 1.00 1.1 1,05 1.15 675 i 405 800 1 1,200,000 1,366 506! 8401 478.52 403.771 265.40 0.661 208.98E 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5538 1 3986.7 11 1.60 1 1.00 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506! 8401 478.52 403.77! 252.70 0.631 104.491 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5538 1 3986.7 1 1.60 1 1.00 1.1 !1.05 1.15 675 1 405 800 1 1,200,000 1,366 506! 8401 478.52 403.77! 252.70 0.631 104.491 0.162 I INTERIOR WALLS(2X4 SPF STUD 1 • • SPF Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1657 1 2091.8 1 1.60 1 1.00 1.1 11.05 1.15 675 425 725 1,200,000 1,366 531! 761.251 478.52 393.99! 25,40 0,06) 208.981 0.162 SPF Stud 1 1.5 3.5 16 i 8 27.4 1045 51 0.7972 1 2091.8 1 1.60 i 1.00 1.1 1 1.05 1.15 675 l 425 725 1.200,000 1,366 5311 761.251 478.52 393.991 265.40 0.671 208.981 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5734 i 4183.6 1 1.60 1 1.00 1 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.251 478.52 393.991 252,70 0.641 104.49i 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 ) 1,60 1 1.00 1.1 1 1.05 1.15 675 425 725 j 1,200,000 1,366 5311 761.251 478.52 393.991 252,70 0,641 104.491 0.162 i i • 16 1 8 27.4 100 51 0,1576 1 3076,2 1 1,60 1 1.00 1.1 11.05 1.15 700 625 850 1,400,000 1,417 7811 892,51 558,27 460,251 25.40 0.061 208.881 0.155 • 16 8 27.4 1045 51 0.6137 3076.2 1.60 1.00 1.1 1 1.05 1.15 700 625 850 :1,400,000 1,417 7811 892.51 558.27 460.251 265.40 0.581 208.98; 0.281 • 12 8 27.4 1990 4.51 0.9884 4101.6 i 1.60 1 1.00 1.1 1 1.05 1.15 700 625 850 i 1.400,000 1,417 781! 892.51 558.27 460.251 379.05 0.82! 141.061 0.310 t t :EXTERIORi i 1 16- 7.7083 16.8 3132 9.71' 0.3909 ? 3132.4 1.60 1 1.00 1.3 1 1.10 1.15 850 : 405 1300 1 1,300,000 2,033 5061 14301 1378.83 969.911 506.18 0.521 152.58) 0.119 16 9 19.6 3132 8.46! 0.5743 ! 3132,4 1.60 1 1.00 1.3 11.10 1.15 850 1 405 1300 11,300,000 2,033 506! 14301 1011.45 804.501 506.18 0.631 181.231 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 1,300,000 2,033 5061 14301 1203.70 899.131 506.18 0.561 146.341 0.124 SPF#2 1.5 5.5 16 1 7.7083 18.8 3287 9.711 0.4327 1 3287.1 1 1.60 1 1.00 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 12651 1484.89 940.301 531.23 0.561 152.581 0.114 SPF#2 ' 1.5 5.5 16 , 9 19.6 3287 8.46) 0.6033 1 3287.1 1.60 1 1.00 1.3 1 1.10 1.15 875 i 425 1150 1 1,400,000 2,093 531' 12651 1089.25 806.081 531.23 0.661 181.231 0.169 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 8.13! 0.4790 1 3287.1 1.60 1 1.00 1.3 11.10 1.15 875 1 425 1150 11,400,000 2,093 5311 12651 1296.30 884.691 531.23 0.601 146,34t` 0.118 • • • SPF Stud 1.5 3.5 16 1 14.57 50.0 70 8.461 0.9957 1 2091.8 ! 1.60 1 1.00 1.1 1 1.05 1.15 675 i 425 725 1 1,200,000 1,366 5311 761,251 144,26 138.14! 17.78 0,1311172,851 0.979 SPF#2 1.5 5.5 16 I 19 41.5 660 9.711 0.9941 000 2,093 5311 1265` 244.40 233.801 106.67 0.461 927.021 3287.1 1.60 1 1.00 1.3 1 1.10 1.15 875 425 1150 1 1,400, 0.786 H-F#2 1 1.5 I 5.5 16 1 19 41.5 600 9.711 0.9921 1 3132.4 1 1.60 1 1.00 1.3 11.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1430, 228,94 219.021 96.97 0.441 927.021 0.796 Page 2 D+L+W+.5S CT#4028AB I LOAD CASE 1 (12-14) 1 1(BASED ON ANSI/AFBPA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 1 1 Ke 1 1.00 Design Buckling Factor D+L+W+S/2 i c 1 0.80(Constant)> 1Section 3.7.1.5 • Cr 1 I � KcE ! 0.30(Constant)> (Section 3.7.1.5 1 Cf(Fb) 1 Cf(Fc)1 NOS + i Cb (Varies) > Section 2.3.10 • I Comp.Bending! Size!Size Rep. Cd(Fb) Cb 1 Cd(Fc)1 Eq.3.7-1 1 1 (NDS 3.9.21 Max.Wall idurationidurationfactor!factor use 1 i 1 I 1 1 Stud Gradei Width Depth Spacing Height Le/d Vert.Load Hor.Load; <=1.0 'Load @Plat@Cd(Fb)1Cd (Fc) Cf I Cf Cr Fb IFc perp Fc 1 E Fb' Fc perp'; Fc' 1 Fce Fc 1 fc fc/F'c fb 1 fb/ 1 in. in. in. 1 ft. plf psf 1 1 Of (Fb)!(Fc) psi 1 psi psi i psi psi psi 1 psi f psi psi 1 psi psi 1 Fb'(1-fc/Fce) INTERIOR WALLS(2X4)H-F STUD' 1 I H-F Stud 1 1.5 3.5 16 1 8 27.4 100 Si 0.1653 . 1993.4 ; 1.60 ' 1.15 1.1 1 1.05 1 1.15 675 1 405 800 1 1,200,000 1,366 5061 9661 478.52 415.71! 25.40 0.061 208.981 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 1 1993.4 , 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 9661 478.52 415.711 265.40 0.641 208.981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5316 1 3986.7 1.60 1 1.15 1.1 1 1.05 1,15 675 i 405 800 1 1,200,000 1,366 506! 9661 478.52 415.71! 252.70 0.611 104.491 0.162 H-F Stud 1 1.5 3.5 8- , 8 27.4 1990 51 0.5316 1 3986.7 1.60 1 1.15 1.1 1 1.05 1.15 675 ! 405 800 1 1,200,000 1,366 506! 966i 478.52 415.71! 252.70 0.611 104.491 0.162 JNTERIOR WALLS(2X4)SPF STUD • ! i ! SPF Stud 1 1.5 3.5 16 8 27.4 100 51 0.1654 1 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 ! 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.53! 25.40' 0.061 208.98 0.162 SPF Stud 1 1.5 3.5 16 i 8 27.4 1045 51 0.7676 2091.8 1.60 1 1.15 1.1 11.05 1.15 675 1 425 725 ':.1,200,000 1,366 5311 875.4381 478.52 407.531 285.40 0.651 208.981 0.343 SPF Stud 1 1.5 3.5 8 i 8 27.4 1990 51 0.5466 1 4183.6 I 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.4381. 478.52 407.531 252.70 0.621 104,491 0.162 SPF Stud , 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1.60 1 1.15 1.1 1 1.05 1.15 675 i 425 725 1 1,200,000 1,366 5311 875.438! 478.52 407.531 252.70 0.621 104.491 0.162 JNTERIOR WALLS 12X41 DF-L STUD I. I j 1 DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 5! 0.1574 ! 3076.2 1 1.60 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 781!1026.38! 558.27 475.961 25.40 0.05) 208.981 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.5921 1 3076.2 1 1.60 € 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1026.38! 558.27 475.961 265.40 0.561 208.981 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 51 0.9788 4101.6 1 1.60 1 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 1,417 781!1026.38! 558.27 475.96! 379.05 0.801 156.731 0.345 XTERIOR WILLS J f H-F#2 1 1,5 5.5 16 1 7.7083 16.8 3132 9.711 0.3593 3132.4 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.5)1378.83 1031.581 506.18 0.491 152.581 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.46! 0.5437 3132,4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 2,033 5061 1644.51 1011.45 837.571 506.18 0.601 181.231 0.178 H-F#2 1 1.5 1 5.5 16 1 8.25 18.0 3132 8.131 0.4100 3132.4 1 1.60 1 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.51 1203.70 946.77 506.18 0.531 146.341 0.124 SPF#2 1 1.5 5.5 16 17.7083 16.8 3287 9.71; 0.3872 ! 3287.1 1 1.60 1 1.15 1.3 1.10 1.15 675 1 425 1150 11,400,000 2,093 5311 1454.751 1484.89 1015.45. 53123 0.521 152.581 0.114 SPF#2 1 1.5 1 5.5 16 1 9 19.6 3287 8.461 0.5595 1 3287.1 1 1.60 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 1454.751 1089.25 850.16: 531.23 0.62! 181.23! 0.169 SPF#2 1 1.5 5.5 16. 1 8.25 18.0 3287 8.131 0.4342 1 3287.1 1 1.60 ' 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 1454,751 1296,30 945.38 531.23 0.561 146.341 0.118 1 ! 1 1 SPF Stud 1 1.5 3.5 16: 14.57 50.0 70 8.46! 0.9955 2091.8 ! 1.60 ! 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 531 875.4381 144.26 139.021 17.78 0.13!1172.851 0.979 I 1 1 I SPF#2 1 1.5 5.5 16 19 41.5 660 9 71 0.9914 r 3287.1 1 1.60 1 1.15 1.3 ;1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75. 244.40 235.32 106.67 0.451 927.02! 0.786 HF#2 1 1.5 5,5 16'1 19 41.5 600 9.711 0.9901 ! 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 2,033 5061 1644.51 226.94 220.141 96.97 0.441 927.021 0.796 • Page 3 D+L+S+.5 W CT#4028AB I LOAD CASE (12-15) i ;(BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 2.3,1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S+W121 c i 0.80(Constant)> ;Section 3.7.1.5 _ Cr _ • KcE ~ :Section 3.7.1.5 0.30(Constant)> --- ( - • u Cf(Fb) Cf(Fc)i NDS 1 Cb 1 (Varies) > :Section 2.3.14 • 1Bending Comp. Size;Size Rep. i Cd(Fb) Cb 1Cd (Fc); Eq.3.7-1 1NOS 3.9.21 Max.Wall idurationidurationfactor;factor use Stud Gradsi Width Depth Spacing Height Le/d Vert.Load Hor.Load! <=1.0 'Load @ Plate Cd(Fb)iCd (Fc) Cf 1 Cf 1 Cr Fb 'Fc perp Fc 1 E Fb' Fc perp'1 Fc' ? Fce Pc 1 fc fc/F'c 1 (b fb/ in. in. in. 1 ft. pit psf 1 pit (Fb)!(Fc) psi 1 psi psi 1 psi psi psi 1 psi 1 psi psi 1 psi i psi i Fb"(1-fc/Fce) INTERIOR WALLS(2X4)H-F STUD! • H-F Stud 1 1.5 3.5 16 I 8 27.4 100 51 Si0.1653 1993.4 1 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 9661 478.52 415.711 25.40 0.061 208.981 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 1993.4 1 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966! 478.52 415.711 265.40 0.641 208,981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1 1.60 1 1.15 1.1 1 1.05 1.15 675 i 405 800 1 1,200,000 1,366 5061 9661 478.52 415,711 252.70 0.611 104.49! 0.162 H-F Stud i 1,5 3.5 8 1 8 27.4 1990 5i Si0.5316 3986.7 1 1.60 1 1.15 1.1 1 1.05 1.15 675 i 405 800 1 1,200,000 1,366 5061 9661 478.52 415.711 252.70 0.611 104.491 0.162 i 1 1 I INTERIOR WALLS(2X4)SPF STUD i ! 1 1 SPF Stud 1 1.5 3.5 16 8 27.4 100 5! 0.1654 2091.8 1 1.60 1 1.15 1.1 1 1.05 1,15 675 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407,53; 25.40 0.061 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7676 1 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.438; 478.52 407.531 265.40 0.651 208.98) 0.343 SPF Stud 1 1.5 3.5 8 1 8 27,4 1990 51 0.5466 1 4183.6 1 1.60 1 1.15 1.1 1 1,05 1,15 675 ! 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5! 0.5466 1 4183.6 1 1.60 1 1.15 1.1 1 1.05 1.15 675 i 425 725 )1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.162 1 1 INTERIOR WALLS 12X41 DF-I.STUD - DF-L Stud i 1.5 3.5 16 1 8 27.4 100 51 0.1574 3076.2 ) 1.60 1 1.15 1.1 1 1.05 1.15 700 ! 625 850 1 1,400,000 1,417 781'1026.381 558.27 475.961 25.40 0.051 208.98! 0.155 DF-L Stud 1 1.5 3.5 16 ) 8 27.4 1045 51 0.5921 ) 3076.2 1 1.60 1 1.15 1.1 i 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1026.381. 558.27 475.961, 265.40 0.561 208.98i 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 51 0.9788 4101.6 1 1.60 1 1.15 1.1 1 1.05 1.15 700 625 850 11.400,000 1,417 7811 1026.38: 558.27 475.961 379.05 0.801 156.73) 0.345 gXTERIOR WALLS i 1 1 j { i H-F#2 1 1.5 5.5 16 7.7083 16.8 3132 4.855! 0.3001 3132.4 1 1.60 1 1.15 1,3 11.10 1.15 850 405 1300 11,300,000 2,033 5061 1644.51:1378.83 1031.581 508.18 0.491 78.291 0.059 H-F#2 1 1.5 5.5 16 9 19.6 3132 4.23; 0.4544 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 ! 405 1300 1 1,300,000 2,033 5061 1644.51 1011.45 837.571 506.18 0.601 90.611 0.089 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 4.0651 0.3479 i 3132.4 1 1.60 i 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.51 1203.70 946.771 506,18 0.531 73.171 0.062 1 SPF#2 1 1.5 5.5 16 1 7.7083 16.8 3287 4.855` 0.3304 ) 3287.1 1,60 1 1.15 1.3 1 1.10 1.15 875 I 425 1150 :1,400,000 2,093 5311 1454.751 1484.89 1015.451 531.23 0.52 76.29] 0.057 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 4.231 0.4750 1 3287.1 1.60 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 1454.751 1089.25 850.161 531.23 0.62 90.611 0.085 SPF#2 1 1.5 5.5 16 ; 8.25 18,0 3287 4.0651 0.3750 3287.1 1.60 1 1.15 1.3 ':1.10 1.15 875 1 425 1150 1;1,400,000 2,093 531!1454.751 1296.30 945.38). 531.23 0.56 73.171 0.059 SPF Stud 1 1.5 3.5 16 14.57 50.0 255 4.231 0.9959 2091.8 1 1.60 1 1.15 1.1 11.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 144.26 139.02; 64.76 0.471 586.431 0.779 SPF#2 1 1.5 5.5 16 19 41.5 935 4.8551 0.9925 ! 3287.1 ) 1.60 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 Z093 5311 1454.751 244A0 235.321 151.11 0.641 463.511 0.580 Fl-F#2 1 1.5 5.5 16 1 19 41.5 865 4.8551 0.9970 1 3132.4 1,60 1 1.15 1.3 11.10 1,15 850 1 405 1300 11,300,0001 2,033 5061 1644.51 226.94 220.141 139.80 0.64;463.511 0.594 Page 4 D+L+S+.7E CT#4028A8 LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-2005) !SEE SECTION: 2.3.1 � 2.3.1 2.3.1 3.7.1 i 3.7.1 • Ke 1.00 Design Buckling Factor i D+L+S+EI1.4 j c 0.80(Constant)> ;Section 3.7.1.5 I I i I Cr KcE 0.30(Constant) > -.--- --------____-- - !Section 3.7.1,5� I i I Cf(Fb)i Cf(Fc) NDS Cb 1 (Varies) > Section 2.3.10 I 1 Bending Comp.I Size Size I Rep.! ! I Cd (Fb)I Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration durationifactor factory use! Stud Grade Width Depth Spacing Height Le/d !Vert.Load;Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd (Fc)1 Cf Cf 1 Cr 1 Fb Fc perp; Fc E Fb' 'Fc perp' Fc" Foe ! F'c is fc/F'c tb fb/ in. in. in. ft. pit psf plf (Fb) (Fc), 1 psi psi 1 psi psi 1 psi i psi psi psi psi psi psi Fb'(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD: 1 1 H-F Stud ! 1.5 3.5 16 8 27.4i 1001 5 0.1653 1993.4 1.60 1.15 1 1.1 1.05 1 1.15! 675 405 1 800 1,200,0001 1,3661 506 966 478.521 415.71 25.401 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4' 1045; 5 0.7510 1993.4 1.60 1.15 1 1.1 1.05 1 1.15 1 675 405 800 1,200,0001, 1,3661 506 966 478.521 415.71 265.401 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.41 19901 5 0.5316 3986.7 1,60 1.15 1 1.1 1.05 11.15 1 675 405 800 1,200,0001 1,3661 506 966 478.521 415.71 252.701 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4; 1990; 5 0.5316 3986,7 1.60 1.15 1 1.1 1.05 1 1,15 1 675 405 800 1,200,0001 1,3661 506 966 478.521 415.71 252.701 0.61 104,49 0.162 INTERIOR WALLS(2X4)SPF STUD I SPF Stud 1 1.5 3.5 16 1 8 27.41 1001 5 0.1654 2091.8 1.60 1.15 1 1.1 1.05 1 1.15 1 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 25.401 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.41 10451 5 0.7676 2091.8 1.60 1.15 11.1 1.05!1.15 1 675 425 ! 725 1,200,0001 1,3661 531 875.438 478.521 407.53 265.401 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.41 19901 5 0.5466 4183.6 1.60 I 1.15 1.1 1.05 1 1.15 1 675 425 725 1,200,0001 1,3661 531 875.438_ 478.521 407.53 252.701 0.62 104.49 0.162 SPF Stud I 1.5 3.5 8 8 27.41 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 11.15 1 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 i i • DF-L Stud 1.5 3.5 16 1 8 27.41 100' 5 0.1574 3076.2 1.60 1.15 1 1.1 1.05 11.15' 700 625 850 1,400,000; 1,4171 781 1026.38 558.271 475.96 25.401 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.41 10451 5 0.5921 3076.2 1.60 1.15 1 1.1 1.05 1 1.15' 700 625 850 1,400,000; 1,4171 781 1026.38 558,271 475.96 265.401 0.56 208.98 0.281 DF-L Stud 1 1,5 3.5 12 1 8 27,41 19901 5 0.9788 4101,6 1,60 1,15 1 1.1 1,05 1 1.15 1 700 625 1 850 1,400,0001 1,417: 781 1026.38 558.271 475,96 379,05' 0.80 156.73 0,345 EXTERIOR3WALLS • • i I H-F#2 1.5 5.5 16• 1 7.7083 16.81 31321 3.57 0.2844 3132.4 1.60 1.15 i 1.3 1.10'1.15 1 850 405 1300 1,300,0001 2,0331 506 1644.5 1378.831 1031.58 506.181 0.49 58.10 0.044 H-F#2 1 1.5 5.5 16.•i 9 19.6) 31321 3.57 0.4405 3132.4 1.60 1.15 1 1.3 1.10'•1,151 850 405 1300 1,300,0001 2,0331 506 1644.5 1011.451 837.57 506.181 0.60 76.47 0.075 H-F#2 1 1.5 5,5 16'1 8.25 18,01 31321 3.57 0.3404 3132,4 1,60 1 1.15 1 1.3 1.101 1,15 1 850 405 1300 1,300,0001 2,0331 506 1644,5 1203.70; 946,77 506.181 0.53 64,26 0.055 ! ' i 1 • SPF#2 1 1.5 5.5 16 17.7083 16.8•: 32871 3.57 0.3154 3287,1 1,60"' 1,15 i 1.3 1.10 1 1.15 1 875 425 1150 1,400,0001 2,0931 531 1454.75 1484.89; 1015.45 531.231 0.52 56,10 0,042 SPF#2 1 1.5 5.5 16 1 9 19.6':, 32871 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1 1.15 1 875 425 1150 1,400,0001 2,0931 531 1454.75 1089.251 850.16 531.23) 0.62 76.47 0.071 SPF#2 1 1.5 5.5 16 1 8.25 18.01 32871 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.1011.15 I 875 425 i 1150 1,400,0001 2,0931 531 1454.75 1296.301 945.38 531.23) 0.56 64.26 0.052 • I 1 i i i SPF Stud 1 1.5 3.5 16 1 14.57 50.01 2851 3.57 0,9981 2091,8 1.60 1.15 ; 1.1 1,05 11.15 1 675 425 725 1,200,0001 1,366; 531 875.438 144,261 139.02 72.381 0.52 494,93 0.727 SPF#2 1.5 5.5 16 I 19 41.5: 1020; 3.57 0.9910 3287.1 1.60 1,15 ! 1,3 1,1011.151 875 425 1 1150 1,400,0001 2,0931 531 1454,75 244.401 235,32 164,851 0.70 340.83 0.500 H-F#2 1 1.5 I 5.5 16 1 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10'1,15' 850 405 1300 1,300,0001 2,0331 506 1644.5 226.941 220.14 152.73' 0.69 340.83 0.513 ' Page 5 a MEMBER REPORT Level,Floor:Joist PASSED 1 piece(s) 9 1/2"T JII® 210© 16" CC Overall Length:10'4" fF F�• 'lf1�1 yy T + 0 0 9'9" X Xki 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual .yn ! •,u.: gs'>9l txx�wy r: Qr .s+'zye`� 3 �s y Y° �. ✓ ,!r✓ �'T (liCSAM x,�:_, 141 # 1;�>:: 1,�..,i# � .1:;�ls,•4 tl1F f r, x: t i ter. System:Floor Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3021 @ 6' 3000 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.260 @ 6' 0.496 Passed(L/458) — 1.0 D+1.0 L(All Spans) TJ-Pro""Rating 58 40 Passed — — •Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser-Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating indude:None `�, s .z'/sa� ✓ ti' yfG'y x.� l� �� "'r✓' �.�� res tgel :. �!✓•!f �/ ,t yy�i '�i 1111 : R f G !4 1-Stud wall-SPF 3.50" 2.25" 1.75" 187 550 737 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 229 661 890 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. r „l_ n F i ltlyyy r l a /f§x b 1 a dj.F.y.'.�",t�'F../.'��[��.C h y //�"'� to-nztai `2taon l !m )i . !(LOU) ttl 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40 0 Residential Living Areas 2-Point(Ib) 6' N/A 250 660 0,,,TAINABLE.EsTR,fNIMATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte 5ottware Operator 106 Nates 10/14/2015 9:16:20 AM .tiuhae�a Petersen Forte v4.6.Design Engine:V6.1.1.5 CT Engineering 15238 PIan5ABD 9.5TJ1210.4te (206)285-4512 '- mpetersen cteng neering.com Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD_DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 ........... . .. ....... . 2. IMPORTANCE FACTOR IE= 1.00!; Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D .. ' Section 1613.3.5 Section 11.4.2/Ch.20 ........._...... Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 ..... ... .. . ..... ... ..................................................... 6. Site Coefficient(short period) Fa= 11.1', 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 SMS= Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs--D.;;•!.:' •. ...... .. Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 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 Cio= 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: LateralForce - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SPS= 0.72 h„ = 29.53(ft) ........................................... SDI= 0.44 X = • 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) ................................................ St= 0.42 k = 1 ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=5D1/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SD1*Ti)!(Tz*(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) 0.032 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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *hfk 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= ft. Basic Wind Speed 3 Sec.Gust= 110 1:10 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= I B B ................................................ Roof Type= Gable Gable 40.6012946 Ps30A- 21;.6 21.6;psf Figure 28.6-1 Ps3o B= 14.,8 1;4.8;psf Figure 28.6-1 Ps3o c= 17.2 1,7.2 psf Figure 28.6-1 PS30 D= 11.8 11.8:psf Figure 28.6-1 N= 1.00 1:00 Figure 28.6-1 KZt= 1.36 1:;38' Section 26.8 windward/lee= 1.00 1;:00' ..... .... ............... ... ................ ........................................ *K51*Iw"windward/lee : 1.38 1.38 Ps=N*Kzt*I*Ps30= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) Pse = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) 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; Areas(F-B) Areas(S-S) {F-B) (S-S) Wind(F-B) Wind(S-S) 1:00 1.00:: 1.00' 1`:0.0 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6, Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0; 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0' 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9, V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips' ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00' 0.00 'r 0.00; 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00: 0.00 :` '0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0•00 0.00 000 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23/8 kips kips, SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL . SHEATHING THICKNESS tsheathing= 7/16' NAIL SIZE nail size=0 131"dia.X:2 5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w18d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520' 242' 730 339 P4 760 353' 1065: 495 P3 980: 456 137:0: 637 P2 1280: 595: 1790: 832 2P4 1520' 707' ' 2130 990 2P3 1960; 911: 2740 1274 2P2,.±-,-:,:::,::--- .]!,- !! ]];]:::-],256.0; 1190: 3580.' 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheaffiing= 1,/2" NAIL SIZE nail size 1 1/4"long No 6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 112"wl 1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Design Maps Summary Report Page 1 of 1 MISM 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 ave it`ton ` s 3 3 s`Cre 3 CAA ark 7 fi °s^fit # s; s 1 4 s Lal��.t�►swego ftp ` i S late 1'1'11; u st @2015 M pQ est daQta @ ' � ,µ @ +MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g S. = 0.423 g SM1 = 0.667 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MC£t Response Spectrum Design Response Spectrum 1.10 0,0 o.a 0.17 0.50 0.SS 0.40 E:', 0.44 0.:22 't 0. 2> 0.2:4 0.22 • 0.16 0. 0. b . y�yy 000 0.20 0.*0 0.40 0. 1.00 1.20 1.40 1. 0 L 0 2.00 0.00 0.2 0.40 0.60 0. 1.00 1.20 1..40 1.00 LSO 2;00 Per rd,T(set) Period,T seC) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of.the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 5•ABD DL . D FRONT DESIGN Step# 2012 IBC ASCE 7-10 ..... .. .......... ........ ........_ ................................ 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 ................................................... 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 ........ .. ..... .... 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 ..... ....... .. . . .. .................................................. 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1 11 .. Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1 58 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 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 SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 40. 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 SpS= 0.72 h„ = 29.53 (ft) ........................................... SD,= 0.44 X = 0 75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020'ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) ........................................ St= 0.42 k = 1ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) CS=SDs/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SDt/(T*(R/IE)) (for T<7-L) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TJ/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *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 ,,.20.44:: 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 :9.14 9.14 1.437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 '''''.Q.:(}0 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC ................................................. Ridge Elevation(ft)= 43.00 43.00:'ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- --- Building Width= 42.0 50.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30 A= 21:6 21.6 psf Figure 28.6-1 Ps3o e= 14.8 14.8';psf Figure 28.6-1 Ps3o c= 17.2 17.2:psf Figure 28.6-1 P530 D= 11.8 11.8.psf Figure 28.6-1 = 1.00 1.00: Figure 28.6-1 Kzt= 1.38 1.38: Section 26.8 windward/lee 1.00 100: ............... ........................... ....... *Kzt*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) Ps A = 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) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00` 1`:00': 1.00; 1:00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof -- 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B)= 37.58 V(S-S). 44.07 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00: 0.00 0.00. 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00' 0.00 :, 0.00':! 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00' 0.00 0.00: 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.58 V(S-S)= 44.07 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 • Bsmt 0 0 V(F-B)= 22.55 V(S-S)= 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT*: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheathing= 7116" NAIL SIZE nail size=•0.131"dia.X 2'.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0.43 ;2001 WFCM Table 8 • ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7116"wl8d common V nominal V s allowable V allowable V w allowable (15132"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 P6TH 150': 150_ 150 150 P6520: 242 730 339 P4 ' 760: 353 1065: 495 P3 980 456` 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130' 990 2P3 1960s 911: 2740' 1274 2P2 2560 1190: 3580; 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing—:1.12" NAIL SIZE nail size=1 114"long No 6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 112"vel 1 1/4"screw v allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed • G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowet D FRONT DESIGN 410,0 ;y,,6°i.,t,t: 'SS T'S Z•L S 0 It / 8 Tir3 anon, N7MINPF Qi3 eta TZ3 eza 11 L_._.1 r 1 0 z>z. 'yY�1y, 31?� �f f li r--1 c- CD CD bi 6 J o vs 1 r t, I.c, I --. ,'‘,..'':,,,,.:,:'::''',.::: 41" it as? 0 . f• c D c- �r l-1� I ILL,,-,_1, 9d LL 1-212 2.1 C) . C) ' I 0 1 L L , l � 1 / is TEE TTS PTH• \\\----;,,,:-__ `\- -;,,%/ ere) 4 Q s9.5 E!D STHD14 P6 S12 \ //-STHD14--\\ /�-- ®0 STHD14 6x10 HDR / ■i: • ■1II ■1: I ■1: __-_-_ _. _.--_.-- sem„ b2a i---- 'ice Ib 1---1 /% , ---:,io p Ib ti r .3 — :I. / r, I IE ! 1 1 �� °p trq 1 1 tii _'!/ 7 ' \.---..---: \� - %. _ 2x LEDGER , cn z • m v HW o �I —? Z IN III E 0 CI w Q' a ! `+2x4 FRAMING o� J Q AT 24" D.C. R3. °_ 0 R— -3.5x24-B1-6-BEAANE --- .' u BEA fB 3 5xIIT5 GLB FTDR---, ' I 3i x F GAR1 4x10 S9 b ° E r c, I I • \- I STAIR ! s STH14 5T4D14 - THD12 ' �FRAMING OPEN �AIi _-- 1 \' !/ BELOW ^1 ° I Ii� /\ ° / \ S 3 12 I ! ° / 59.0 I __-_ /! \ i STHD14 MP STHD14--\ t 1 ®.,.J i.5x14-BIG BEAM FB a „y..: ,,;s „.,.:...:_ ,. 3 y 1-- 1 i 5.5x18 QLB HDR ■ ■ Q,.: —� 3 STAIR" p f rit 06X6 — \ m\' -- A. ° R2b gap , L 4Yo cr °_ o .x I O N Eix ,,,,A Vi . --' 2 28HDR E En; �o Rr!5 -- --' F4 3 5"x14" BIG SEAM _�© II d- 5_-,16 "LB H R Al i 3. i-Mint♦ L pitm ° sr D14 ��fr�_ x1 _BI BEAM FB Am - --- --- ---r � I'' F6a l F6b VT 2x FRAMING II 6 2x8 HDR 2)2x8 HDR '2)2x5 HDR m AT 24" O.0 ® L. _- :_HD' STHD14Ask 8 T11D14 S1.2 i 5 SIM,59.1 . P.T 69N-IDR I 6x PT OST U Y O a c coin x F- "N STHD14 ♦ 1 8 oTHD1 STHD14 ,_� 41— FIVi e f 4x10 -IDR 4x 10 HDR 4<10 HDR 4x D HQ 4x1 C HDR b5 I boa bob b5a C rU od csr f C IA REN R5 '111011k / 3.5: -STAIR FRANINdr_ I I xfi '0 EN JOIS- HER.L ~ 1 II —` _ FI IRN�J 1 () , p I ABOVE I L____1 Garl • -PROVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING P4 i P4 THD14 STiD14 UNDER BEARING WALL ABOVE , I , • • 0 SThIRI I-- I 18 1 r 0- S6.0 I cc" \ l W Oi — ADDED ANOTHER JOIST SUPPORT (PER RODNEY) 4X8 HDR merE=2= a _meg 7 • • S6.0 I ' L3 R4 • i 3 f _ 9 _ S6.0 SHEET TITLE: L,4TERi4L F-B;(fronttoback) 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= 9.09 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 9.09 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23,3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Deet Usum 11sum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (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 .. .. . .. ....... .. .... ..... ..... .. .. ...... ... .. ..... .. . .. . HH.H 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00• 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 00..:0.00: 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0._ 0.0 0 0 1.00 :0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0., 0.0 0.0 1.D0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` D.0 0.0 1.00 OA0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 D.0-: 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1.D0 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 DA 0.0 : 1 00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 EVWi�d 9.09 4\::VEO 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10 1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max.aspect= . 3.5 SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 1008 45 0 '45.0 1.00 0,30' 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.....`R2a 121 2.3 6.5 1 00 0..30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 643 f Ext ;R2b` 564.5 'r 10 7 17 9 1 00 0 00' 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 4:48 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Ria',.:221 8 4 1 8 4 1 00 D.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 Rab' i`100.8 2 0 3 3 1.00 0.301 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 L50 0 0 0 ;j;•0.0 1.00 10.001 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 D 0 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00• 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 , 0.0 0 0 1 00 .:0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 .: 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.D0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 D.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00,; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.D0 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0 0 1.00 0.001 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 t 0,0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 f 0.0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=L eff. 6.72 9.09 4.02 4.74 1.00 EVwind 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 ROTM Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (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: 2D 5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 0.00 0.00 0.00 0.00 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 D.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 L 10,3 'i 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0,00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 :0,00: 0,00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 00 0.00' 0.00 0,00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 o D.0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0 0 !` 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 ! 1.00 0 00 0,00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1.00 0.00 0,00 0,00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0 0,0 0.0 ! 1.00 !0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0,00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,: 0 0 0 0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 D< 0.0 1 0 0 `: 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00: 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0,00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0 0,0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0! 0A 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 • 1437 1437 81.0 81.0=Leff. 6.74 15.81 1.28 8.76 EVwind 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer ................................................................. ... SHEET TITLE: LATERAL S-S;(side to side); CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9`ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Line Usum U,um (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 f 6.8 9.8 1.00 ::0,15 1.65 0.00 0.74 0,00 1,00 1.00 109 P6-T-f4 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1,90 1.90 19-0 Ext B1b* 597.1 12.5 f 19.0 1.00 0.151 3.09 0.00 1.38 0.00 1.00 1.00 110 PGIN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 1i Ext B1bc* 1132 2.5 8.0 1,00 `015 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 4.0 1.00 0 00 0.00 0.00 0.00 0.00 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 F1b* 205.9 2.6 9.1 1.D0 ':0 15:i 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 4:49 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 0.00 0.00 0.00 0.00 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 6 5 9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 448 Ext F2b* 205.9: 2 6 5 9 1.00 ':0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1,68 9.59 0.76 4.41 4.41 441 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O r 0.0 .0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ! 0.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 !:0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 j 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ( 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r. 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 - 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'i 0.0 0,0 1.00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 ( 0.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0 0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 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 Vwind 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1;ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V i= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv, V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U . OTM RoTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext• :. B..2.a.,..*. 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 4:8-7 Ext B2b" 126 3.9, 8.. ::........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 4.63 453 0 0 0. 0.0 1.00 0.00! 0.00' 0.00 0.00 0.00 1.00 0.000--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 16.6` 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 340 `0 00: 0.0_i 1.00' 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 3.3..§..;77....:..:::§. :!5s 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 1 .5! 10.5 1.00 0.20 i 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', 0.0 1,00 •0.0•0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0,0 0.0 1 .00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.0: 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 " 0.•0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0! 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0: 0.•0. 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.•00•"• 0.00: 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 .0,0 ,..i.:9:0:::::::-...1...00::.:-.....0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1,00...: 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0: 1.00 0.0•0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - 0 0,0 0.0: 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0;: 0.0' 1.00" .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.:,P.0.1 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0: 1.00 .0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0' 1.00•+ •0.•00 0.00 0.00 0.00 0.00 1,00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0:::.E.:"..1';00.. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -• 0" 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 2016 2016 42.9 42.9=L eff. 7.88 10.66 4.02 4.74 1;V „d 18.54 EVEQ 8.76 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8 1;ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5';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 Logy eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kjp) p (plf) (plf) (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 PS P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 IExt B2b* 79.04 3.9 8.9 1 00 0,401; 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 1.27 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 PC P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 Ext, ;B3b* 57 48: 3.0 15,0 1.00 '0,40: 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 3.38 0: 0.0 0.0 1.00 0.00.: 0.00 0.00 0.00 0.00 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 :Gar1 359.3: 20.0 20,0 : 1,00 0 40:'. 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stair1 359 3: 19 0;; 19 0 1 00 0 40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 0 0.0;:! 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 .. •1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :I 1.00 0.00 0.00 0.00 0,00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'. 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 ! 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0. 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'; 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0` 0 0 , 0 0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 is 0.0...; 1.00 •0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00`' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0,0 0,0 1,00 0.00'I 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1 00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1 00 ,i 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;', 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 .', 1.00 0.00:' 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 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 E V wind 22.54 E V EQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL SS(Side to side); • CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph,Level: Roof Panel Height= 9ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C p w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM U„et Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext i31a* 319.1:: 6.8': 9.8>' 1.00 10.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6-TN P6 245 6.62 4.44 0.36 0.36 14,87 3,29 1.90 1.90 4,90 Ext B1 b` : 597.1' 12.5'' 19.0! 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6T-kt P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4.36 Ext !B1bc* 113.2' 2.5< 8.0 1.00 0.15' 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0.00 0.00 0.00 0.00 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 2.66 246 0..15` 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 246 0.00 0.00 0.00 ,0.00 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' 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 3.4-7 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3ab* 171.6` 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 244 Ext F3ab* 171.6 3.3' 5.8 1.00 0.15H 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 2464 ... . . . .. . . .. .. ..... . ... ..... .. .... ..... . .. ............ ... 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D' 0.0' 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 Oi 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0, 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 OA0 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0i 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0;, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 D./wind 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 LpL eff. C 0 w di V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) , (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* si 141.1 4.3 6 3 1.00 0.30` 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 442 Ext IB2b* 126` 3.9 8 9' .1.00 i 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 447 0..: 0.0 0 0 : 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :Ext B3 236 9< 7.3 16 6 1.00,°0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 347 0 0.0 0 0 1 00 '€0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F4 121.:: 2.0 10.0 1.00 0.30; 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 'Ext F5 121;; 2.0 1 10.0 1.00 0.30,; 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 0. 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •• Ext F6a* : 121 2.0 ' 5 5 1.00 :'0.30` 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1,27 1.27 6.56 1.10 4.10 4.10 440 :Ext F6b* ; 141.1 2.4 5.9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 3,33 O s 0.0.` 0 0 :` 1.00 0.00 0.00 0.00 0,00 0.00 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 <i 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 11.00 !•0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0 0 1.00, 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0`' 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o. 0.0 0.0 1.00 0,00.: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 :', 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=L eff. 7.88 9.18 4.02 4.09 F,Vwind 17.06 f,VEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 1"5238'5.ABD DL ID: R2ab w dl300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds ► v hdr eq= 137.6 plf A H head= A v hdr w= 248.3'plf 1.44 v Fdragl eq= 222 F2 eq= 948 A Fdragl w= •11 F2 ,- 1709 H pier= vi eq= 226.6 plf v3 eq= 226.6 plf 2 6 vi w= 408.7 plf v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 v Fdrag3 eq= F4 e•-,948 feet A Fdrag3 w= 401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 plf 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 v T UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1 2 5- L2= 8 5 L3 10:7. Htotal/L= 0.46 4 -0--4 04 r Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 1`5238 5 ABD.'DL ID: R3ab_ w dl= ' 300- plf ................... ............ V eq, ;1402;3' pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w=1:11.::11:259A1 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds -__[0. ► v hdr eq= 162.9 plf —0._ ♦H head= A v hdr w= 293.8 Of 1 44 v Fdragl eq= 274 F2 eq= 133 A Fdragl w= -'4 F2 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 Of .................................. ....... . ......... ..................................... 6.0 vi w= 414.0 Of v3 w= 414.0 Of feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= 4 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 plf ................................ 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 v . UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 4 0-4 ►♦ -► Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238: 5 ABD DL ID: B1abc w dl= 150, plf V eq 2372 5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w 53285 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► ---► v hdr eq= 68.3 plf ► •H1 head=n ! v hdr= 153.51plf H5 head= A 1 31 : V Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 =drag6 eq= 84.81 A Fdragl w= • .2 =dragl • 175.1 =drag5 w= ,.3.0 Fdrag6 - 190.4 A H1 pier= vi eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2 3 vi w= 245.3 plf v3 w= 245.3 plf v5 w= 245.3 4 0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 V Fdrag3= ,...3 Fdrag•- 78.0 feet A Fdragl w= 97.22694 =dragl w= 175.1 =drag7eq= - 8.8 Fdrag8e. 84.8 v P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= v sill w= 153.5 Of H5 sill= 5.5 1 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v V UPLIFT -745 -91 V Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 20 L3= 12.4 L4= 110 L5= 2''.5 Htotal/L= 0.26 1 10-,1 •.4 ►i 11.41 10. Hpier/L1= 0.33 Hpier/L3= 0.19 < L total= 34.7 feet Hpier/L5= 1.63 0.95'L reduction JOB#: 15238 5 ABD DL ID: F2ab w dl= 170 Of 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 D fl v hdr eq= 81.0 plf r> A H head= A v hdr w= 182.0 p/f .................................... 1.06 v Fdragl eq= 264 F2 eq= 263 ° Fdragl w= •!3 F2 - 590 H pier= vi eq= 182.1 Of v3 eq= 182.1 plf ................................... ................... ............... .._................ .5.0 vi w= 409.1 plf v3 w= 409.1 plf feet H total= _ 2w/h= 1 2w/h= 1 9.06 o Fdrag3 eq= :4 F4 e.- 263 feet Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 plf ...................................... 3 0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 v o UPLIFT -180 985 (UP sum -180985 HIL Ratios: L1= 2.6': L2= 65L3= 26 Htotal/L= 0.77 c t>--(1P a D Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet D JOB#: 15238 5 ABD:DL ID: B2ab w dl= 300', p!f . .... ... ................ 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 ► AH head= A , vhdrw- 317.1 plf y Fdragl eq= 308 F2 eq= 279 Fdragl w= :.•5 F2 603 H pier= vi eq= 218.3 plf v3 eq= 218.3 plf 4 4 vi w= 471.8 plf v3 w= 471.8 plf feet H total= 2w/h= 1 2w/h= 1 9.8 i Fdrag3 eq= %: F4 e•- 279 feet A Fdrag3 w= 665 F4 w= 603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 plf .................................... • .................................... 4 5 EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L2= . 4.0 L3= 3:9 Htotal/L= 0.80 , 0-4 ► 41 0 Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet JOB#: 1'5238 5 ABD DL ID: BSeb w dl= 250! plf ...................................... ..................................... V eqF : ;,1;9962..1 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w 4481 7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds v hdr eq= 89.5 plf •H head= A I v hdr w= 201.0'plf ....... ........................ 1'.03 Iu Fdrag1 eq= 709 F2 eq= 365 A Fdragl w= 92 F2 820 H pier= vi eq= 193.9 plf v3 eq= 193.9 plf ...................................... 5 0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 Fdrag3 eq= 7 • F4 et- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND I H sill= v sill eq= 89.5 plf ....... . . ....... 2.1 EQ Wind v sill w= 201.0 Of feet OTM 16154 36257 R OTM 55945 41441 • UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1= 6:8' L2= 12.0 L3 3:5 Htotal/L= 0.36 0-® 10 Hpier/L1= 0.74 Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238 '5ABD DL ID: F6abPLAND w dl= 250 Of .... ...... ............. ............... ............... 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 t> v hdr eq= 57.7 plf t> A H head= A v hdr w= 118.6 plf 1 03 y Fdragl eq= 185 F2 eq= 219 Fdragl w= =0 F2 ,. 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 plf 6.0 vl w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 v Fdrag3 eq= : F4 e.- 219 feet A Fdrag3 w= 380 F4 w=450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf ................................. ....................................... 30 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 v 0 UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.01: L2= 7.0.< 2.4 Htotal/L= 0.88 a t>—< t>, Hpier/L1= 3.00 a D 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 )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 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 5abd.ecw.15238-5A Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria [Soil Data Footing Strengths&Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width =- 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00cf Water height over heel = 0.0 ft p Footing Thickness = 10.00 in FootingIlSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in v._: .,, Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OKThRebarianess = 8.00 Soil Pressure @ Heel = 382 psf OK Size = # 4 3,000 p Rebar Spacing18.00 Allowable = sf Rebar Placed at == Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf fbDesign Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection - Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces &Moments ., OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs - ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure . Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: - Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingilSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 128 psf OK Rebar Sizze # 4 3,000 Rebar Spacing = 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf fbDesign Data ACI Factored @ Heel = 150 psf /FB+fa/Fa = 0.272 Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wali Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments0 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 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 = 110.00cf Water height over heel = 0.0 ft p Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 4 Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OKThRebaricness 8.00 Soil Pressure @ Heel = 205 psf OK Size = # 4 3,000 p Rebar Spacing 16.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored©Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf /FB+fa/Fa = 0.679 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 Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection = mnimmular Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft- ft 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 Doscriptikn: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1 03 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd_ecw:15238-5A Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments _ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions 4 ._„, Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ Heel Width - 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in „< Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK RebarThianess = 8.00 Soil Pressure @ Heel = 744 psf OK Size # 5 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable 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 ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection = - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: KW-06 o- Pae 2 1 User.KW-D602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_iverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG _Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Desc iption Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 0 [Soil Data Footing Strengths&Dimensions 0 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 pd Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OKThRebarianes = 8.00 Soil Pressure @ Heel = 1,092 psf OK Size = # 5 3,000 p Rebar Spacing5.00 Allowable = sf Rebar Placed at == Edge Soil Pressure Less Than Allowable 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 ft4= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Soo Spsi= lid Grouting Footing Design Results Special Inspection Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 • Description • Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 583313 User.KW-0632997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Pagee 2 1(01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Summary of Overturning &Resisting Forces&Moments 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 LBec©n m ended allowable design values for APA portal frame used on a rigid-base foundation for wind or-seismic loadineba " ASD Ailawtible t3esign:Values: per Frame Segment Minimum Maximum: Ultimate • Laud •Width(inches) •Height(feet) Load(pounds):. Shead°)(pounds) Deflection(inch) Factor 8.. '• 2,780. 1,000 •41.3dt, ' 0.32 Z8 16 10,: 2,180' 60.0 SS 0.4:0 3.;6 8• 4,720 1,7(30 J • 0,32 2.8 24 10: 3;630 1;000 4}'3'', 'kir 0:34 3;6 (a)Design ivalueSlore based on use of Douglas fir:'or,:sauthern pine framing.For other species of framing;Use the specific gravity adjustment I. factor.=(1•-•;..(0..: .:—SG)),where SG=specificgravity of the actual framing.This adjustment shall,not be greater than 1. • (h)'For corisiructior as shown in Fig Ore 1:- (c)Values are:for:a single portal frame seg nent;(orie vertical le.%arida portion of the header}.For multipieportai frame.segmerrts,allowable; design'values;can be multiplied by number of frame segrrients(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 oerrnitied. (a)The 011a*able,shear value is permitted to be increased by40 percent for wind design.. Figure 1. Construction details for APA rtal.-frame design•with hold downs. EXTENT OF HEAOER DOUBLE'PORTAL'FRAN (TWO BRACED WALL PANELS). EXTENT OF HEADER ' . SHEATHING FILLER!: sINGL£PORTAL FRAME ioNE'BRACED,WALL kiw t1 ""�'R A.. ;IF NEEDED,y r t!` . (N 3-x sl 2S Nal*HEADER w,,; yrrliBL.�i;.l --- py.-T./.� pt.. ., .. :; . .6,;,-.^�� mit .:.V O.18 --, p, t ri ,i :FASTEN TOP PLATE TO t�WITH TWO tp0011 a i; TYPKiAI?ORTAt 1S0 }i wafts 1 : ,.i.` ROWS OF leo SINGER NAILS AT 3'pc.TYP, sTRAP(R •,i F.ftwa • siNKER HEA DER r!• � _ H30.LSTA24 CONSTRUCTION j; 2 ROWS 1000 La STRAP OPPOSFTE SHEATHING • ... .... ) >.1 r. (REF.N). r.i-.: -1 '._� ... .. .:._., -i i.i 3'•:QC .,{ LSTA24) •• •FASTEN SHEATHING TO HEADER W TH$D COW.ION OR ; ': FOR PANEL.. .i GALVANIZED BOX NAILS(N s"OW PATTERN AS SHOWN AND __r j • 3i 4.., NDN 2X4 • . NEEDED);PANEL •t` MAX 1 « a"O.C.•IN ALL FRAMING(STUDS.BLOCKING,AND SALS)'rYP t, EDCiEB SfG4tL 3 'J iFRAMING SPLICE OF 'HEIGHT; j,Ir' - ', OdoUR,O OVER AT• ° • : . TYP. 'iv 1;;..! ..wtcrni(SEE TABLE 1) i 1.4 't t3E idAILEO Td 3 i i.;;.-; C iMMON:SLOCK- f'I i !NG AND OCCUR ^! 11 i }'-` W(THtN MtODLE 24` -il* 1 ' to • 3 I t'• ? —•MN_(2)2X4 :1',1;'f i OF WALL HETGNT. ?4 1 TIE !`_ �` 'MIN,.(2}2]4t t ONE ROW OF 3" .' ' N •S 318"am_TRCKNESS WOOD • I �;;;. _ i ' O.C.NA)LING is DEvIC>; STRl1GTUF.AI PANEL6F ATHI{YG IT 1 REQLRRED IN EACH tRFF.t —.—..-- MM.4200 LB STPAP TYPE T(E-DOWN!DEVICE(EMBEDDED :i PANEL EDGE. STHD14I INTO CONCRETE AND NAILED WTo.FRAMNG)•INSTALLED :' • t ,MW.1000 La i: , PER AAA4,44FACTI4FER.(REF.NIO.ETHOtd•) = i. - TFT OWN -*. ..- .1.:.;' ---MIN,2'X2`X3M6'PLATE WASHER ,I , < rEvICE(REF: „} 1. ONE 98"amANCHOR BOLT WITI4:T i�N.EMBEDMENT f S71 a ;i j I, _. SECTION A-A I.Piggi..1.LEMIQPI. (ONE PORTAL FRAME SEGMENT) Alt+N 1350 : 1 „ I oat:,F.: : ?.41.4:.:4t1;fF: 2' C.:7.010 APA—TiiEnginceri4tVcxx)A5snriarion_ J3 MAIN 10-13-15 Roseburg 11:02am Y�. 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 �"�� „ _ * 0 k�410774 � ,..,VaIRMhV ,..,. . 114 19 7 0 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8°° RFPI-20 1902°° 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 traemarks of their respective owners KAMI L HENDERSON WNWTiie Copyright2015 Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. EWP MANUMBR ` , (C) by PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 PL 15-53 2-16-15 A. Roseburg MAIN DAYLIGHT 3:46pm i"csA�cst Pof 1 CS Beam 4.11.26.1 kmBeamEngine 4.] .26.1 Materials Database 1516 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 �ie 92,'{iP' ek."an.:;...,.�`h°�, :.n .,:ryLF£"/C`i 3.t.N .S"'�,,w�..: «E.S`�R,�S'�.::$3 h ':.:'• .. .:x, '�.R C �; ;: d r aaa �' t �" ^' . ,�.. fi •r'f"` �r'r.?n•.�e�'q`,�:�`� �<,„�,���``i�n`',,,"��u��,.� ;'�is�d"��.��`�`i��l�F...d ���,��.�.�.....��vv' '�s,4G�.:K''m�.. , �.'��, �..-,y� '��t,sYu.:.�.. .v_,:j t.......:...,a.,n-.x,,n.rm,x«:; ...v,,_._.._.-Y' ,as-aga'.�r.; .�;u� ,�&aa.M°7a�°4sa.^at.�•m^,tv�d�a;;t9ka;7�,sSm� m> »+�un;s�.�ex. ,�,... ,,,�.�ar�..�;e.:;mmw:v� ^»,uv�. �';' °���5'. :�,vlsm�a. 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 Steel N/A 1.750" 821# -- 2 19' 7.000" Wall Steel 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" ®.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 'OII�Tey Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663