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Specifications (23) frt srat-oae.-001-iri 7 41 1 0 4.i 4144a1 " c-r ENGINEERING Structural Engineers INC. SEP 1 2016 180 Nickerson Street Suite 2 W)2 Se=8:19881(0F9) Cfl' #15238 Structural Calculations PRoi River Terrace 4cGIN i;Ztio cf •, 60 4 Plan 5 DL Elevation D kw 4:RE yk , Tigard, OR WV/p/ T. NOI Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used.Where software references standards prior to the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_5 ABD_DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8,,gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 j psf 3/4"plywood (O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 (. 2x10 HDR p (2 2x10 DR (2) 2x 0 HDR (2) 2x 0 HDR_(2) 2 8 HDR �:. .. :5;�� - �� I♦i: - - _ - - ::1� mat d2 d3 d4 • d5 A_ 11 H • rn. v al- 1.... ........... _ • ___ o . x 1A., a 4 cD CV IA rt( v -� / to Ell ` r / --� O 122"x30" \ Ac c / o Imo, D2 (ACCESS 1 _ N fr - N _ / CV 't0 A,' \ in d y N -- - N / I 1 cr FI VI 1_1x ! ow1.1 t 1"I I 11.1 o / \ , I 0 N OM! AI , imi,1 A , I ..., , im'il . 1 ..,0 I , . . 0 I �\ o ' a I I .. .. x I d. y...... 1 N I p ... N IPG CO CV_ , G.T. .I . i��,, iv_ _ .,' - _— ER ,I AMU' M: lEINIMIlj — --RB„d12 — i 102(2 -x1_r" 0 .. -' 1 RB d13 __ _ I RB.dll �/ , (2 / •R tfZ I SAME AS RB al0 SAME AS RB. -_: - - :5N-111k4 I 16 I •.1-.dl 0 • 1 S9.0 - --- - 16 S9.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: LkRev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam& Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_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 ill 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 Fr- Douglas Fr- Douglas Fr- 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 enter Span Data Span ft 43.50 11.00 11.00 8.00 Dead Load #/ft 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= #.;ice## 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: 560006Page 1 User.3-2 03 ENE CVer ALL Engineering So Timber Beam &Joist 15238 nverterrace 5abd.ecw:15238-5D [(c)1963-2003 ENERCALC Engineering Software 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.aS RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9250 9.250 9.250 9.250 Le:bLength ft 0.00 0.00 0 0.00 0 0 0.00 Timber Grade Hen Fir, o. Hem Fir, Hem ArNoo.2 Hen Fir, Hem Fir, Hen Fir,No.2 Hem Fir,No.2 50.0 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 0 850.0 850. 0 850.0 Fv-Basic Allow psi 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 n Repetitive Status No No No No No [Center Span Data II 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 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: tion: Date: 11:14AM, 14 OCT 15 Descrip Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003Lk Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_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 11 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 Hen Fir,No.2 Hent 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 wn Repetitive Status Sawn No S No enter Span Data i 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 il©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 OK II Center DL Defl in -0.004 -0.003 [/Defl Ratio 14,633.5 11,126.5 Center LL Defl in -0.007 -0.004 [/Defl Ratio 8,780.1 6,676.0 Center Total Defl in -0.011 -0.007 Location ft 2.500 1.130 [/Defl Ratio 5,487.6 4,172.5 4 S90 60 STHD14 O® STHD14 6x10 HDR •A`.�a1i _ - -- '�--/ :.a2 B a3 _ B.a9 3.a3 �'� d� I ti r :x12 HDP( 6x12 HDR 61(12 HDR a o , Iwo / t = ,,,, I� 1 t I I I 1 Io W os //,/ it �__-1 \ l� II -,,.////// 2x LEDGER II I\ l/ N � N O iii -1 "----_-_---> ` O 3 O • i� -t0 1 E; a :x4 FRAMING QGI 0< • 24" O.C. a iF B.a10 B.allJ B.a12 `" .... ...l:-...... .3x14-3.5x.14 -BEAtr-EB---.- - :e BE f&I 3.T5i1U5DEE F 0N --7a,3 • I .5 . -i- . d S9.0 I i B.d9 AshX I F- 4x10 i A. ij II I r ..: �. .i:.�_ STAIR / >� o J S :�� ,q` DI14 ST-1D14 P. ' P4 :THD15 \\FRAMING/ OPEN <rI 10 `� i / Tp INR] O t -2. _ 4/I El \ / BELOW �I a N P6 tl �---- � / „ a I. / , I 59.0 / \ P4 / STHC14� 1 1 I J 0,-, S. um BIG BEAM FB 1 _ t 5.5x18 GLB H)Rt1 8,a1�I 16 P4 I 6X6 59. J -> I1 a 59.0 I G n L c. �o N _ ni 0 fAb , - v r n In r)ti:',`X Fc N N n i • X J N 71 J h . :.al. N x ) 10 ::u R Kt o J B.•21 ■ J 3 5" x14 BIG :EAM RI1X5 �:�� ° /, E9, ,p ♦ J \ 5.5x16 -LB HSR 1 I, / B.a16 5 Dta A?'*_ 5"511 F: ch-m4 L S •''111111 t" •" F6a ' -B a18 F6b ilink 0—NalP 2x FRAMING 2 2x8 HDR_ )2x8 HDR_2)2xE HDR 14 AT 24" O.C. 0 HDR 51F1014 THD14 59.0 IIIIII ��Q��. _ ® B •19 5 SIM.59.1 0 )F FRAMING NOTES Illy required beams and headers are aming consists of 7/16'or 1/2"APA rated MAIN FLOOR SHEAR PLAN & .anrating 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' l�q„=1'-0" eathing(span rating 40/20)over pre- trusses at 24"o.c.,U.N.O. Provide H2.5A Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983.2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw15238-5D Description 15238-5D-Top Floor Beams (1 of 3) [limber imber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Fr- Douglas Fir- Hem Fir,No.2 Hem Fr,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 ISkenter Span Data II Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 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 II Mmax @ Center in-k 70.74 44.68 10.80 73.24 4.92 28.35 37.85 1 @ 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 1 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 II 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 UDefl 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 Description: Scope: Rev: 580006 Page 1 UserKW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam&Joist 15238_iverterrace Sabd.e�w:15238-5D (c)1983-2003 ENERCALC Engineering Software Description 15238-5D-Top Floor Beams (2 of 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies 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 Fr- 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 il 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 Results Ratio= 0.3673 0.3673 0.0703 0.0694 0.8501 0.1672 0.6911 11 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 1 ©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 1 Center DL Defl in -0.004 -0.004 -0.001 -0.001 -0.088 -0.013 -0.158 UDefl 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 UDefl 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 UDefl 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,Ver5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 _.(c)1983-2003ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5D Description 15238-5D-Top Floor Beams (3 of 3) [timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Hein Fir,No.2 Hein 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 [enter Span Data il 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 II 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 LL■ 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 111 ©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 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 Timber Beam &Joist Page 2 11 User.KW-0602997,Ver 5.8.0,1-Dec-2003 15238 nverterrace_Sabd.ecw age -5D _ (c)1983.2003 ENERCALC Engineering Software 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 tBBSPTT6tY it[ ST O U o� as cow N N STHD14 P4 8 7THD1 S1.' / ®� STHD 4x10 -IDR 4;10 HGR (10 1707"-'-7,71-c0 HD' 4x1 HDR BB,al., 83.a2 BB.a3 BB.a9 BB.a3 SIM SI (TN LJ � O O G H r4 r11111111110 IIMMIE4111•11111111111.01311MINtz INISIONS110 -r+- ----STAIR FRANINJC----'" X. •0 t EN¢ JOTS HI - X �' f_1 n � I ABOVE - � 44}�2k10 6DR (u' I 7R BB.a6 CONTINUED 2x6 PONY WALL ALL THE WAY -PE i-JOIST 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 UNDER BEARING WALL ABOVE ETH014 srlo14 ti r 0 ss o . • ._� ADDED ANOTHER JOIST SUPPORT (PER RODNEY) 4X8 HDR 1. CS.al 7 S6.0 9 - .._ 56.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: ev: 580006 Page 1 [User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15238 riverterrace_5abd.ecw:15238-5D (c)1983-2003 ENERCALC Engineering Software 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.a1 BB.a2 BB.a3 BB.a4 BB.a5 BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 0 TUnbracedLength ft Douglas0- Douglas0.00 Douglas 0.00 Douglas r- Douglas0.00 Hem Fir,0.00 .22 Truss.Joist- Timber GradeMacMillan, Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 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 II 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 Bending OKO Bending OK 1,080.0 Bendng OK 1,080.0 Bending OK 1,080.0 Bendng OK 1,000.0 Bending OK 935.0 2,600.0 Bending OK fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi Shear OK 180.0 Shear OK 180.0 Shear OK 180.0 Shear OK 180.0 180.0 150.0 285.0 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 II Center DL Defl in -0.005 -0.022 -0.004 -0.011 -0.016 -0.000 -0.001 UDefl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 -0.042 -0.001 -0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 ate♦ r---I ��-----1 , 4'-11' .1' 7'-6Y4' { 7•-6y4" .. L - 4Y4 ---1--1 1 r�-1 r-'--1 r- 1 �..„__—_L_!____L I I I _ L__J 1 I I I L__J L J LJ 24%24"x12.FTG. H W/(3) #4 E.W. 40'-0" 14'-113/ 4•_o• 1•-10y4; r -I I-10.-040 ,a..�---j-o : T.O.S. L__J 311"CONC. SLAB I-9'-540 o 10 ,1 T.O.S. STI-014 s6.0 v — P4 ` �STYD14��\ - P4 STHD14 r 18 Q I-9'-3%"I 2x4 PONY WALL -10'-13'e" All 1 e _ S6.2 47 18 m �-7.-1135"I 56. I-7'-11N1-1-• 10 Eit 18 ....____7. a I 1 56.2 - ♦ 3-634" 6'-3" 6'-3" g'_3" 6._3. 6•_3• 3'-63/4" 1---1- a t i o o •--y-4'-11 Y5"I � I LIr 1-11 c � —_r-I-� r=l-� -I-* 4X8 HDR r-I-� r--� i ___ 7-1157775- glia L__ L__J L__J L__ L__J L__-1 I WMA o I-9'-1w5"l FTG1 CS.2 18 I j , -t* •-I-1-2.-11M5-1t Z BASEMENT S6. 1 e - FINISHED FLOOR I-2'-11y -1--• 16 I D4 16'-8}/4"• f 4'-ii' i 3'-8" t 4•-5211'-.3)/4" 11'-3y" i- 18 o r -1 r-'-1 [ -]— H - - - - H-1-2w1 I I I I II II LL_ J _ L__J I h. k. FTG2 I-1-21s"IJI--• 0 r2z4 PONY " I Q� I WALL I -214 L_ lay‘11:p I1-3.-8W1 -e I-V-21cl vioouz,zzz,i,u Tzz,,,iz,ziz/z,Aviz, ,,,zi iz,-,-,i,,,,,iiiu,,,,,iiia,,,,,,m,,,,m iii,,: A ' ii'iR;7z•,,,toil io.w..m.i • • y • STH014C3\-STHD141 T \-STH01 501014/ '^ ,,l!i�s_-, „ N P6 P4 J P4 l �a dal .-.l a ____• 1 T.O.S. 1 v7o 1.-- P4 • ��' -1_ 4 -J20'-oy2" a B-B� 1r-3y4". , -FRAMING FOR FURNACE 30x30,10 i.-.rPRDVIDE'I JOIST --i 1 PLATFORM ABOVE , FTG W/(3) BLOCKING BOVE - -_,. —THICKENED SLAB 1 -:-#4 EA.WAY I PONY WALL ^ � j. L 1 P4 1 le F ADDED ANOTHER JOISTI I SUPPORT (PER RODNEY) i —— 5711°14 sTHDta < 1 1 .-.2x6 PONY WALL FOR I -II 4 9j'CONC. SLAB 1 INSTALL CONTINUOUSLY BEARING WALL ABOVE ' '.1- 56.0 SLAB SLOPES DOWN 3Yz" I OPERATED MECHANICAL FIXTURE ..I o 5 FROM BACK TO APRON , - VEHON-SYSTEM .ABOVE ::i_/ ^ AT THE CRAW SPAC ..-. ... - 1_ - VERIFY GARAGE SLAB 56 0 I -6'-3" ..'.6-3" 5-10" HEIGHT WITH GRADING PLAN Ri •-H-1 -214" I -214" J--+,-I _— L J CS'.-. L--J f ,. 8.-3)/2" �m�11-0"- f_ 1 I. 3x11@ BLOCK OUT I 1 - v 0 STEM WALL TYP. j I1 'Mat WALL O l }-' 1 I-214"I f T- 3-- -1.-. `......FIRST FINISHED .I_/ _ - _ --:FLOOR -1 18 0 STHDI4 -8" iQ 501014 I T.OS. 4 I • .-214" tq_ 56:0 1•-21431 S6.1 g P3 j ® SstA8LOPED" -1L-IDOWN I ISI • ♦J 1 X1:12r J '4- I I I I STH014 00 THD14 L W I 1 _J \ \ ak 16 %IV 56.1 16'-3" 4 2'-2" 7'-10" 11.-8" 4 40'-0" , Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997.Ver 5.8.0,1-Deo-2003 Timber Beam &Joist 15238_rivertenace_5abd.ecw:15238-5A 1 _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-Crawl Space Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 CS.al CS.a2 Timber Section 4X8 4X8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data II Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 II 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 II @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS --- ` ! ! ( 1 - ; Code Code Code 1 1 Suggest Suggest Suggest , Lick L.ick L.ick Lick Joist b 1 d S.a. LL DL M max V max!EI L fb L f./ L TL240 L LL360 L L max TL deft. LL deft. L TLL360 L L480 L max 'TL defl.lTL deft. LL deft. LL deft. size8 grade width(in.ZLe�th in.) (in. ( sf) (psf) (ft-lbs) - ftt ( ( Si)((si) I (ft.) (ft.) (ft.) (ft. ft.)- - )- { {in.) (!^�-_ �Z- (ft.) 4�) Win) 1 ratio in........_ratio.... (psi) 9.5"TJI 110 1.75 9.5 19.2 1,1 40 151 2380 12201 1.40E+08 14.711 27.73 15.23 14 80 L 14.71 0 66 0.481-113.31 13.45 13.31 0.4411 360 0.32 495 9.5"TJI 110 1.751 9.5 16; 40 15- 2380 1220L1.40E+08 16.11133.27 16.19 15.731 15.73 0.72 0.521 I 14.14 14.29 14.14' 0.471 360 _0.34 495 - ---- 1.40E+08 18.611 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52F360 0.38 495 9.5"TJI 110 1.75; 9.5 12 40 15 2380 1220 9.5"TJI 110 1.75; 9.5 9.6 40 151 2380 12201-1.40E+08 20.801 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.561 360 0.411 495 ----- - --- T. 9 5"TJI 110 1 751 9.5 19.2; 40 101 2500 1220ö1 15.81-] 30.50 16.34 15.37; 15.37 0.64 0.511 ; 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75' 9.5 16 40 10 2500 1220 ':1.57E+08 17.32 36.60 17,36 16.34 16.34 0.88 0.54 15.17 14.84 , 14.84 :I 0.46 384 0.37 480 9.5'TJI 110 1.751 9.5 12i 40 10 2500 1220 1.57E+08 20.001 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 16.340.511 384 0.41 480 9.5"TJI 110 175~ - - �- --__.-_-_- 9.5 9.61 '40 101 2500 122011-1.57E+081 22.361_61.00 20_58,_ 19.37 19.37 0_81 0.65 17.98 17.60 17.60 0.55} 384 0.441-480 9.5"TJI 210 2.0625; 9.5 19.2j 40 101 3000 13301 .87E+081 17.321 33.25 17.32 16.301 16.30 0.68 0.541 ( 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 '1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 ` 15,74 0.49 384 0.39 480 9.5"TJI 210 2.0625j 9.5 12 40 10' 3000 13301 1.87E+08 21.911 53.20 20.26 19.061 19.06 0.79 0.64 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.0625; -- -10! --------- 9.5 9.6 40 3000 13301 1.87E+08 24A91„ 66.50 21.82 20.531_20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70 0.561 1 15.63 15.29 15.29 0.48� 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 <2.06E+08 19.99 39.90 19.01 17.89 17.89 0.76 0.60 16.60 16.25 ;::,16.25 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.5 12' 40 101 _3330 1330' 2.06E+08 23.08' 53.20 20.92 19.691 19.69 0.82 0.66' ' 18.28 17.89 17.89 0.56 384 0.451 480 9.5"TJI 230 2.3125 9.5 9.6 40 10� 3330 1330. 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 - - - - i--- - - - - - 19.69 19.27 1927' 0_60- 384 0.461 480 11.875"TJI 110 1.75 11.875 19.2• 40 10 3160 15601 2.67E+08 17.78, 39.00 19.50 18.351 17.78 0.67 0.541 , 17.04 16.67 16.67 0.521 384 0 421 480 11.87V'TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ' 17.72 0.55 384 0.44 ` 480 11 875'TJI 110 1.751 11.875 12' 40 101 3160 1560; 2.67E+081 22.49 62.40 22.81 21.461 21.46 0.89 0.72' ' 19.93 19.50 19.50' 0.61 384 0A91 480 11.875"TJI 110 1.75' 11.875 9.6 40 101 3160 15602.67E+0£31 25.14) 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.531 480 11.875"TJI 210 2.06251 11.875 19.21 40 101 3795 1655 3.15E+08 19.481 41.38 20.61 19.391 19.39 0.81 0.65, I 18.00 17.62 17.62 0.55 384 0.4411 480 111.875"TJI 210 2.0625,1_ 11.875 12 40 1.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 `3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72;. '^18.7:7 0.59 384 0.47 480 -- --3795 165 1 3.15E+081 24.641 66.20 24.10 22.681 22.68 0.95 0.76 21.05 20.61 20.61 0.64 384 0.521 480 ......................... --- _--- - 1 1 -27.55 82.75 25.96 24.43 1 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.551480 11.875"TJI 210 2.0625 11.875 9.6 40 101 1 3795 1655� 3.15E+08 1 1---- 11.875"TJI 230 2.31251 11.875 19.21 40 101 4215 16551 3.47E+081 20.531 41.38 21.28 20.031 20.03 0.83 0.671 1 18.59 18.20 18.20 0 57 i 384 0 451 480 11.875"TJI 230 2.3125 11.875 16; 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 ';19.24; 0,60 384 0.48 480 11.875"TJI 230 2.31251 11.875 12 _ 40 101 4215 16551 3.47E+081 25.971 66,20 24.89 23.421 23.42 0.98 0.781 1 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.61 40 101- 4215 16551-3.47E+08-1-29.03 82.75 26.81 25.231 25.23 1.05 0.84 23 42 22.93 22.93' 0.72 1 384 0.57;480 1 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 1480 3.30E+081 20.771 37.00 20.93 19.6iF 19.69 0.82 0.661- 18.25' 17.89 17.89 0.561- 384 0.45 480 11.875"RFPI 400 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 4;.19.01 0.59 384 0.48 480 _ 11.875 121 40 101 59.20 23.03 I 0.521 480 11.875"RFPI 400 2.06251 11.875 9.61 40 101 4315 14801-3.30E+08,3.30E+029.38+ 74.00 26.37 24.811 24.811 1.03 0.83 23.03 22.54 22.54' 0.70 0.77 21.38 20.93 20.93 1 384{ 0.56! 480 Page 1 SAWN JOISTS and RAFTERS -- __ Fb*Cr*Cf Code Suggest Lpick Lpick Lpick Lpick Joist S_pa. LL DL F'b F'v E L fb L N L TL240 L PTL240 L LL360 L max L TL360 L pick TL deft.TL deft. LL deft. LL deft. size&rade (in.) (P LJP (psi) siL jpsi) _DL1ft� �ft� �ft� �L __L AL_ Att,)____(irl)._ ratio in. ratio 2x10 HF2 24 25 15 1075 150 13000001 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 ----- ------ ----- ----- ----- -- ----- ----- 463 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 -__ ---- -- -- ---------------....-------------.......------- 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 25 15 980 150 1300000 16.07 42.19 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 15 980 150 1300000 17.97 52.73 20.03 21.46 20.46 17.97 17.50 17.970.65 332 0.41 531 2x12 HF2I 16 25 15 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 _ 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 _ 2x8 HF2 16 100 20_1175 150 1300000 8.02 13.59 9.51 9.79__8.838.028.31 8.02 0 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 _ 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 s 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.2313.7514A4 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 13000001 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 CI.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 I 454 0.27 625 add @ 32"1 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26- 763 2x12 HF2 24 40 15 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 1300000 _16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 1300000 19 .39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB .1 ' LOAD CASE (12-12) 1 :(BASED ON ANSI/AF&PA NDS-2012) Ke 1 1.00 Design Buckling Factor D+L+S SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 c 0 60(Constant)> Section 3,7.1.5 ( 1 KcE 0 30 Constant > Section 3.7.1.5 ------- --.-.....__ __ Cb 1 arias Section 2.3.10 i C( Fb Cf Fc NDS -- --- -"- • Bending;Comp. Size Size Rep. Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma:,Wall I duration iduration factorlfactor use j 1 I Stud Grade':Width Moth a 1.0 Load E Plate Cd(Fb)1Cd(Fc) Cf 1 Cf Cr Fb Fc perp Fc E Fb' Fc perp'; Fc• Fce F'c 1 in. in. fn. ft. If •.f ERMINIIME - - •If 1 fc fc/F'c Po Po/ _ Fb) Fc •si •sl •si •si •-i .sl •si •sl -Si •.i Fb"1-fdFce H-F Stud' 1.5 3.5• 161 8 27.4 100 0 S.D037 1993.4 1.00 i 1.15 1.1 11.05 1.15 675 405 800 1,200,000 854 508; 966 478.52 415.711 25.40 0.06 0.0011 0.000 H-F Stud , 1.5 3.5 16 8 27.4 1045 0 0.4076 1993.4 1.00 ; 1.15 1.11.05 1.15 675 405 800 1,200,000 854 5081 966 478.52 415.711 265.40 0.64 0.00, 0.000 H-F Stud 1 1.5 3,5 12 1 8 27.4 1990 01 0.8314 j 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 966 478.52 415.71( 379.05 0.91 0.001 0.000 H-F Stud I 1.5 3,5 12 I 8 27.4 1990 0 0.8314 I 2857.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5081 966 478.52 415.71) 379.05 0.91 0.001 0.000 ' 1 TER OR W L 2X4)SPF STDQ 1 • SPF Stud I 1.5 3.5 16 i 8 27.4 100 0 0.0039 1 2091.8 1.00 1 1.15 1.1 111.05 1,15 675 425 725 11,200,000 854 5311 875.438 478.52 407.53 25.40 0.06 0.00' 0.000 SPF Stud 1.5 3.5 16 1 8 27.4 1045 0' 0.4241 , 2091.8 1 1.00 1.15 1.1 1 1.05_1.15 675 i 425 725 1,200,000 854 531i 875.4381 478,52 407.53 265.40 0.65 0.00 0.000 SPF Stud J 1.5 3.5 12 1 8 27.4 1980 01 0.8651 ( 2789.1 1 1.00 1 1.15 1.1 '1.05 1,15 675 425 725 1,200,000 854 5311 87 SPF Stud I 1.5 3.5 12 1 8 27,4 1990 01 0.8651 1 2789.1 1.00 1,15 1.1 f 1.05 1.15 675 1 425 725 1,200,000 854 5311 875.438 478.52 407.531 379.05 0.93 0.001 - I I438 0.000 )NTERIOR WALLS 12X41 Or-L STUD - --1---, --' -._.._..- i 0.000 • DF-L Stud 1.5 3.5 16 I 8 27.4 100 01 0.00283076.2 1 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.38 558.27 475.961 25.40 0.05 0.001 0.000 DF-L Stud. 1.5 3.5 16 , 8 27.4 1045 01 0.3109 J 3076.2 1 1.00 I 1,15 1.1 11.05 1.15 700 625 850 1,400,000 886 7811,1028.38 558.27 475.961 265.40 0.56 0.001 0.000 OF-L Stud 1.5 1 3.5 12 i 81 27.4 1990 0, 0.8342 I 4101.6 i 1.00 1 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.38 558.27 475.96 379.05 0.80 0.001 0.000 EXTERIOR WALLS j i • I H-F#2 1 1.5 5.5 18 17.7083 16,8 3132 01 0.2408 1 3132.4 1.00 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 5061 1844.5 1378.83 1031.581 506.18 0.49 0.001 0.000 H-F#2 1 1.5 5.5 16 1 9 19.8 3132 0 0.3652 3132.4 1.00 1.15 1.3 '1.10 1.15 850 405 1300 1,300,000 1,271 5061 1644.5 1011.45 837.571 506,18 0.60 0.001 0.000 li-F#2 1 1.5 5.5 16 I 8.25 18.0 3132 0 0.2858 1 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 I 1,300,000 1,271 5061 1644.5 1203.70 946.77' 506.18 0.53 0.001 0,000 ' SPF#2 1.5 5.5 18 7.7083 18.8 3287 01 0.2737 3287.1 1 1.00 1 1.15 1.3 1.10 1.15 875 f 425 1150 1 1,400,000 1,308 5311 1454.751 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 j 1.5 5.5 16 I 9 19.6 3287 01 0.3905 1 3287.1 1 1.00 1 1.15 1.3 1.10 1.15 875 I 425 1150 11,400,000 1,308 531i 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 I 1,5 5.5 16 , 8.25 18.0 3287 0f 0.3158 I 3287.1 1 1.00 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 1,308 5311 1454.751 1296.30 945.38 531.23 0.56 0.00 0.000 1 • • 1 • OFF Stud ; 1.5 3.5 16 14.57 50.0 545 61 0.9913 j 2091.6 , 1.00 ! 1.15 1.1 11.05 1.15 675 425 ' 725 1 1,200,000 854 5311 875.438 144,26 139.02' 138.41 1.00 0.001 0.000 1 1 1 SPF#2 , 1.5 5.5 16 19 41.5 1450 of 0.9917 1 3287.1 i 1.00- 1 1.15-....--^-10 1. 15 875 425 1150 I 1,400,000 1,308 531! 244.40 235.32. 234.34 1.00 0.00 0.000 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9969 1 3132.4 I 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 50611454.75 1644.5 226.94 220.141 219.80 1.00 0.001 0.000 Page 1 D+L+W CT#4028AB I (' LOAD CASE ( (12-13) 1 ;(BASED ON ANSVAFBPA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke f 1.00 Design Budding Factor I D+L+W ( I JCr _ I _c ( 0.80(Constant)> 'Section 3.7.1.5 1 • - j--- --- Cf(Fb) Cf(Fc) NDS I 0.30(Constant)> 1Sectlon 3.7.1.5 Cb Cd(Fc) Eq.3.7-1 Cb I i(Varies) (Fb)es) > (Section 2.3.10 I I (Bending1 Comp. Size 1 Size Rep. ( ) Cb NDS 3.9.21 Max.Wall (duraticnduratlonfactor(factor use 1 1 Stud Grade/Width De:h S.aan t'Heir ht Le/d Vert.Load Hor.Load <=1.0 Load r:_4 Plate Cd(Fb)ICd(Fc) Cf 1 Cf Cr Fb LFc perp Fc E Fb' Fc perp" Fc' Fce F'c fc fc/F'c Po I fix/ in, in. _ in. I ft. pit psf I pit (Fb)T(Fc) psi I psi psi psi psi Psi 1 psi Psi psi psi psi IFb'(1-fc/Fce) INTERIOR WALLS - STUD; 478.52 403.7 I H-F Stud i 1.5 3.5 16 ( 8 27.4 100 51 0.1655 I 1993.4 1 1.60 1 1.00 1.1 11.05 1.15 675 405 800 11,200,000 1,366 5061 840 25.40 0.08 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7755 { 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 840 478.52 403.771 265.40 0.66 208.981 0.343 H-F Stud i 1.5 3.5 8 1 8 27.4 1990 5( 0.5538 3986.7 I 1.60 1 1.00 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 840 478.52 403.77!' 252.70 0.63 104.49 0.162 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5' 0.5538 3986.7 ( 1.80 1 1.00 1.1 11.05 1.15 675 405 800 11,200,000 1,366 5061 8401 478.52 403.771 252.70 0.63 104.49 0.162 I NTERJOR WA)LS.2X4)SPF STUD i • • • SPF Stud I 1.5 3.5 16 1 8 27.4 100 5 0.1657 I 2091.8 1 1.60 1 1.00 1.1 I.1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.99 25.40 0.061 208.98 0.162 SPF Stud 1 1.5 3.5 16 I 8 27.4 1045 5 0.7972 2091.8 1 1.80 1.00 1.1 1.05 1.15 875 425 725 (1,200,000 1,386 5311 781.25 478.52 393.99 285.40 0.67 208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 ' 1.60 1 1.00 1.1 (1.05 1.15 675 1 425 725 11,200,000 1,366 5311 761.25 478.52 393.99( 252.70 0.84 104.49 0.162 SPF Stud ' 1.5 3.5 8 1 8 27.4 1990 51 0.5734 4183.6 1.60 1 1.00 1.1 1.05 1.15 875 I 425 725 1 1,200,000 1,366 5311 781.25 478.52 393.991 252.70 0.64 104.49 0.162 ---1-- ,INTERIOR WALLS,2X41 DF-L STUD DF-L Stud 1.5 3.5 16 1 8 27.4 100 51 0.1576 ( 3076.2 1 1.60 1 1,00 1.1 1.05 1.15 700 I 625 850 1 1,400,000 1,417 7811 892.51 558.27 460.251 25.40 0.06 208.98 0.155 DF-L Stud 1.5 3.5 16 I 8 27.4 1045 5 0.6137 I 3076.2 j 1.80 1 1.00 1.1 1.05 1.15 700 825 850 11,400,000 1,417 7811 892.5 558.27 460.25 265.40 0.58 208.98 0.281 DF-L Stud 1.5 3.5 12 1 8 27.4 1990 4.5 0.9884 j 4101.6 I 1.60 i 1.00 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 892.5 558.27 460.25 379.05 0.82 141.08 0.310 • EXTERIOR WALL, ( • H-F#2 I 1.5 5.5 18 '7.7083 16.8 3132 9.711 0.3909 3132.4 , 1.80 1 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1378.83 989.91 508.18 0.52 152.581 0. 119 1 H-F#2 1.5 5.5 16 1 9 19.6 3132 8.46 0.5743 3132.4 I 1.60 1.00 1.3 1.10 1.15 850 405 1300(1,300,000 2,033 5061 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 1 8.25 18.0 3132 8.13( 0.4411 3132.4 1 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430 1203.70 899.13 506.18 0.56 146.341 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71( 0.4327 3287.1 1 1.60 1 1.00 1.311.10 1.15 875 425 1150 1,400,000 2,093 5311 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46( 0.6033 3287.1 : 1.60 1 1.00 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 5311 1265 1089.25 806.081 531.23 0.66 181.23 0.169 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 8.131 0.4790 i 3287.1 t 1.80 1 1.00 1.3 11.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1265 1296.30 884.891 531.23 0.601 148.34 0.118 ( ( II • I SPF Stud ' 1.5 3.5 16 1 14.57 50.0 70 8.46 0.9957 i 2091.8 1 1.60 1.00 1.1 11.05 1.15 675 425 725 11.200,000 1,366 5311 761.251 _ 144.28 138.14 17.78 0.13 1172.85 0.979 �_..__.._ I y_. SPF#2 1.5 5.5 16 I 19 41.5 660 9.71 0.9941 3287.1 1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 i 1,400,000 2,093 5311 1285 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1 1.5 5.5 18 I 19 41.5 600 9.711 0.9921 I 3132.4 I 1.80 1 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1430, 228.94 219.02 96.97 0.44 927.021 0.796 Page 2 D+L+Wi.55 CT#4028AB 1 ILOAD CASE I (12-14) I ((BASED ON ANSI/AFBPA NDS-2005 Ke 1 1.00 Design Buckling Factor D+LOW+S/2 I ) j SEE SECTION: 2.3.1 2.3.1 ' 2.3.1 3.7.1 3.7.1 I c10.80(Constant)> ISecfon 3.7.1.5 I 1 L 1 KcE 0.30(Constant)> 'Section 3.7.1.5 I - I -I -_--Cf(Pb) Cf(Fc) Cb 1 (Nadas) > 'Sec0an 2.3.10 NDS I 1 Bending,':Comp. Size Size Rep. I Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 I NDS 3.9.2 Maz.Wall !duration idure0on factor factor use i Stud Grade;Width Depth Spacing Height Le/d Vert.Load Hor.Load 1 <=1.0 Load ttp Plats Cd(Fb)1Cd(Fcl Cf Cf Cr Fb Fc perp Fc : E Fb' Fc perp'i Fc• Fce Pc fc fc/F'c fb fb/ in. In. in. 1 ft. pit psf I I plf i (Fb) (Fc) psi I INTERIOR WALLS 2X41 HfQ' 1 Ps psi I psi psi psi 1 Psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1 1.5 3.5 18 1 8 27.4 100 51 0.1653 I 1993.4 ! 1.60 i 1.15 1.1 11.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 988 478.52 415.71 25.40• 0.061 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 6 27.4 1045 Si 0.7510 1 1993.4 I 1.60 I 1.15 1.1 '1.05 1.15 675 405 800 i 1,200,000 1,366 5061 966 478.52 415.71 265.40 0.64 208.981 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5316 I 3986.7 ( 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5i 0.5316 i 3986.7 1 1.80 ! 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966 478.52 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS'2X4)S F STUD- 1 f SPF Stud ! 1.5 3.5 16 1 8 27.4 100 51 0.1654 2091.8 1.80 I 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 25.40 0.061 208.98 0.162 SPF Stud I 1.5 3.5 16 I 8 27.4 1045 51 0.7876 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.438 478.52 407.53 285.40 0.65 208.98 0.343 SPF Stud i 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 I 1.60 ' 1.15 1.1 1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.49 0.182 SPF Stud 1 1,5 3.5 8 I 8 27.4 1990 5 0.5466 1 4183.6 1.80 I 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.53 252,70 0.62 104.49 0.162 INTERIOR WALLS -L STUD ! --- I _ __„_ _ DFL Stud 1.5 3.5 16 1 8 27.4 100 51 0.1574 i 3076.2 I 1.60 1 1.15 1.1 1 1.05 1.15 700-1 625 850 `4 1,400,000 1,417 7811 1026.381 558.27 475.961 25.40 0.05 208.98' 0.155 DF-L Stud 1.5 3.5 18 I 8 27.4 1045 51' 0.5921 3076.2 ! 1.60 I 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56 208.981 0.281 DF-L Stud 1.5 3.5 12 i 8 27.4 1980 51 0.9788 4101.6 I 1.60 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.381 558.27 475.96 379.05 0.80 156.731 0.345 f.XTERIOR WALLS • H-F#2 1.5 5.5 16 17.7083 16.8 3132 9.711 0.3593 3132.4 1 1.60 1.15 1.3 11.10 1.15 850 ! 405 1300 11,300,000 2,033 5061 1644.511 1378.83 1031.58r 508.18 0.49 152.581 0.119 H-F#2 1.5 5.5 16 I 9 19.6 3132 8.46 0.5437 3132.4 i 1.60 1.15 1.3 11.10 1.15 850 I 405 1300 11,300,000 2,033 5061 1644.51 1011.45 837.571 506.18 0.60 181.231 0.178 H-F#2 j 1.5 5.5 16 I 8,25 18.0 3132 8.13 0.4100 (. 3132.4 1.80 I 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 1 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 I 1.15 1.3 11.10 1.15 875 425 1150 j 1,400,000 2,093 5311 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 I 9 19.6 3287 8.461 0.5595 3287.1 1.60 1 1.15 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 1 8.25 18.0 3287 8.131 0.4342 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 53111454.7511296.30 945.381 531.23 0.561 148.34 0.118 1 1 • • 1 : SPF Stud ! 1.5 3.5 16 1 14.57 50.0 70 8.461 0.9955 2091.8 1 1.80 1 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 144.26 139.021 17.78 0.13'1172.85 0.979 SPF#2 1.5 5.5 18 1 19 41.5 880 9.711 0.9914---3287.1 -- 0.45 927.02 0.786 H-F#2 I 1.5 5.5 16 I 19 41.5 600 9.711 0.9901 I 3132.4 1 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 50611454.75 1644.51 228.94 220.141 244.40 235.32106.67 98.97 0.44 927.02( 0.798 Page 3 D+L+S+.5W (12-15) i CT#4028A8 1 I LOAD CASE ! I '(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 ( 3.7.1 3.7.1 Ke I 1.00 Design Bucklin!Factor D+L+S+WI2 Cr I c 0.80(Constant)> 1ec0on 3.7.1.5 1 ' -i ----------- 1 Cb NDS -....-.._-._�.....-. Cf(Pb) :Cf(Fc) KcE 1 0.30(Constant)V > !Section 3.7.1.5 !Bending!Comp. Size Size Rep. 1 1 Cd¢b) Cd (Fc) Eq.3.7-1I. Cb (Nadas > ISectlon 2.3.10 NDS 3.9.2 Max.Wall I durationlduration factor factor use Stud Grade Width Depth Spacin4 Height Le/d Vert.Load Hor.Load! <=1.0 Load: Plate Cd(Fb)1Cd(Fc) Cf I Cf Cr Fb Fc perp Fc E Fb' Fc perp'; FcFcPc fc iGF'c lb Fb'(1ruuWFce) 1 In. in. in, 1•8. pli psi 1 j plf (Pb)I(Fc) psipsi psipsipsipsi ' psipsipsi psi J�TERIOR WALLS 12X411-1-0 STUD, 11.05 1.15 675 405 800 1,200,000 1,366 5061 478.52 415.71 25.40 0.06 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 ( 1993.4 1.60 1.15 1.1 I 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 61 478.52 415.711 265.40 0.64 208.98` 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3986.7 ! 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,368 5061 966 478.52 415.711 252.70 0.61 104.491 0.162 H-F Stud 1.5 3.5 8 i 8 27.4 1990 51 0.5316 3966.7 1 1.60 1 1.15 1.1 i 1.05 1.15 675 405 800 11,200,000 1,366 5061 966, 478.52 415.711 252.70 0.81 104.491 0.162 SPF Stud 1 ,2X41 SF F STUD SPF RIud I 1.5 3.5116 1 8 27.4 100 SI 0.1654 i 2091.8 1 1,60 1 1.15 1.1 1.05 .15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 25.40 0.061 208.98 0.162 SPF Stud I 1.5 3.5 16 1 8 27.4 1045 51 0.7676 2091.8 ! 1.60 1 1.15 1.1 1.05 .15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53, 265.40 0.65 208.98 0.343 SPF Stud 11.5 3.5 8 i 8 27.4 1990 5 0.5466 4183.6 1.60 1 1.15 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.438 478.52 407.531 252. 70 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1 1.80 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.62 104.491 0.162 11 I. i 11: DF-L Stud 1 1.5 3.5, 16 1 8 27.4 100 51 0.1574 3076.2 ! 1.60 1.15 1.1 1.05 1.15 700 I 625 850 .1,400,000 1,477 78111026.38 558.27 475.96 25.40 0.05 208.981 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 I 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38 558.27 475.961 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 I 8 27.4 1990 51 0.9788 4101.8 1.80 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 1,417 781!1026.38 558.27 475.961 379.05 0.80 156.731 0.345 I I 1 EXTERIOR WALLS I I ! H-F#2 1.5 5.5 18 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 2,033' 50611 1644.5 1378.83 1031.58' 506.18 0.49 78.29 0.059 H-F#2 1 1.5 5.5 16 9 19.6 3132 4.23, 0.4544 ! 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1011.45 837.57 506.18 0.60 90.81 0.089 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 1 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1203.70 946.77( 506.18 0.531 73.17 0.062 0.057 SPF#2 1.5 5.5 16 1 7.7083 19.6 3287 44.231 0.4750 3287.1 1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1089.25 0.3304 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.71 1484.891015.45 850.16, 531.23 0.6211 621 90.61 531.23 0.511 0.085 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 4.065 0.3750 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150• 11,400,000 2,093 53111454.7511296.30 945.381 531.23 0.56 73.171 0.059 1 1 SPF Stud 1 1.5 3.5 16 14.57 50.0 255 4.231 0.9959 I 2091.8 1.80 1 1.15 1.1 1 1.05 1.15 675 . 425 725 1 1,200,000, 1,366 5311 875.4381 144.26 139.02! 84.76 0.47 588.43 0.779 1 - 1 I y t--1.15 1.3 1 1.10 1.15 875 I 425 1150 1 1,400,000 2,093 5311244.40 235.32 151.11 0.641 463.511 0.580 H-F#2 I 1.5 5.5 16 1 19 41.5 865 4.8551 0.9970 I 3132.4 1.80 1 1.15 1.3 1.10 1.15 850 1 405 1300 1 1,300,000 2 033 5081 11644.5 226.94 220.14 139.80 0.84 463.511 0.594 Page 4 D+L+S+,7E CT#4028A13 I I 1LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: I 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor I D+L+S+El1.4 I 1 c ! 0.80(Constant)> Sectlon 3.7.1.5 KcE i 0.30(Constant)> !Section 3 -- ! I _ Cr -----.7.1.5 i 1 Cf(Pb) Cf(Fc) I NDS Cb I (Varies) > !Section 2.3.10 I I Bending Comp.I Size Size Rep.! I I Cd(Fb) Cb Cd(Fc) 'Eq.3.7-1 • IJ i NDS 3.9.2 Max,Wall duration durationifactor factor)use 1 I 1 Stud Grads(Width Depth Spacing Height Le/d (Vert.Load'Hor.Load <-1.0 Load g Plate Cd(Fb)Cd(Fc)I Cf Cf Cr 1 Fb Fc perp: Fc E Fb' I Fc perp' Fc• Fce Fc fc fc/F'c lb fb/ in. in. In. 1 ft, .0 •sf •If I Fb) Fc •I .sI •I •si •<i ' •sl •si •I .. .-I •sI Fb'•1-fc/Fce )NTF,RIOR WALLS 12X41 Il-F STUD) I I H-F Stud I 1.5 3.5 161 8 27.41 1001 5 0.1653 1993.4 1.60 1.15 1 1.1 1.05 1.15 675 405 800 1,200,000 1,3661 508 968 478.52' 415.71 25.40 0.08 208.98 0.182 H-F Stud 1 1.5 3.5 16 8 27.41 10451 5 0.7510 1993.4 1.60 1.15 1 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.521 415.71 285.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.41 19901 5 0.5316 3988.7 1.60 1.15 1 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 19901 5 0.5318 3986,7 1.60 1.15 11.1 1,05 1.15 675 405 800 1,200,000 1,368 506 966 478,521 415.71 252.70 0.61 104.49 0.162 NT -OR, ALL 2X SPFS UD I • -=- - 675 425 725 1,200,00 1,366 531 875.438 407.53 25.40 0. 208.98 0.162 SPF Stud 1 d I 1.5 3.5 18 8 27.41 10451 5 0.7676 2091.8 1.80 1.15 11.1 1,05 1.15 1 875 425 I 725 1,200 0001 1,3661 531 875.438 478.521 407.53 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 8 27.41 1990 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52, 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.41 19901 5 0.5466 4183.6 1.60 1,15 1 1.1 .1.05 1.15 675 425 725 1,200,0001 1,386 531 875.438 478.52 407.53 252.70 0.62 104.49 0.182 __...,S 1 _..___._..._..__ )JJTERIO1�gw (2X41 DF-L_SISt.Q i - - -- ....__ 1 -F ._ ._ 1. _ DF-L StudT"'1.5 3.5 16 1 8 27.41 1001 5 0.1574 3078.2 1.60 1.151.1 1.05,1.15 1 700 625 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud I 1.5 3.5 16 1 8 27.41 10451 5 0.5921 3076.2 1.60 1.15 L 1.1 1.05[1.15 700 625 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.41 1990 5 0.9788 4101.6 1.60 1.15 1 1.1,1.051 1.15 700 625 I 850 1,400,0001 1,417 781 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 gXTERIO$WALL$ , 1 H-F 02 I 1.5 5.5 16 1 7.7083 16.81 3132 3,57 0.2844 3132.4 1.60 1.15 1 1.3 1.101 1.15 850 405 1300 1,300,000I 2,033 508 16445 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F 02 1 1.5 5,5 16 1 9 19.61 3132 3,57 0,4405 3132.4 1.60 1.15 11.3 1.10[1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1011.451 837.57 506.18 0.60 76.47 0.075 H-F#2 • 1.5 5.5 16 1 8.25, 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1203.701 946.77 508.18 0.53 64.26 0.055 SPF 02 1.5 5.5 16 ,7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484,89 1015.45 531,23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 1 9 19.6 3287 3,57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.251 850.16 531.23 0.62 76.47 0.071 SPE 02 , 1.5 5.5 16 1 8.25 18.01 32871 3,57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1.151 875 425 1150 1,400,0001 2,093 531 1454.75 1296.301 945.38 531.231 0.56 64.28 0.052 SPF Stud 1 1.5 3.5 16 I 14,57 50.01 2851 3,57 0,9981 2091.8 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 875.438 144.211 139.02 72.381 0.52 494.93 0.727 I SPF#2 1 15 5,5 16 1 1911 41,51 1020 357 0.9910 3287.1 1.60 1.15 11,3 1.101 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 244,401 235.32 164,85 0,70 340,83 0.500 H-F#2 ! 1.5 5.5 16 1 19 41.51 945 3.57 0.9939 3132.4 1.60 1,15 11.3 1.1011.15 850 405 1 1300 1,300,0001 2,033 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 Page 5 MEMBER REPORT Level,Floor.`Joist PASSED F RTE 1 piece(s) 9 1/2"TN® 210© 16" OC Overall Length:10'4" s> a , — 2 x, ,,,,,,,,„ —,*::,, J*,, 1ST tea. .. e. ,' ,.. ' 9'9' X II All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual _ Tii n ,,:",Tr',.-'.7"..46''',;;:t"-:',':••S' 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) Ti-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 bradng is required to achieve member stability. •A structural analysis of the dedc 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 Ti-Pro'"Rating indude:None ' ? you kyr 1-Stud wall-SPF 3.50" 2.25" 1.75" 187 550 737 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 229 661 890 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1 Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Area ential-Living 2-Point(Ib) 6' N/A 250 660 "- " - (I,T)SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www,wogdbywy,com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need fora design professional as determined by the authority having jurisdiction.The desgner of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. , The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I forte Software operator . 'Job Notes 10/14/2015 9:16:20 AM Forte v4.6,Design Engine:V6.1.1.5 Michaela Petersen CT Engineering 15238 Plan5ABD 9.5TJ1210.4te — (206)25-4512 I mpeters8en@ctengineering.com Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15239_3 ABD_DL 2012 IBC Step# ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 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 Ms=Fa Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMI=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*SMI SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s DC = 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= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength FactorFlo- 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SDS= 0.72 h„ = 29.53(ft) SD,= 0.44 X = 075 ASCE 7-10(Table 12.8-2) R= 6.5 C,=' 0:020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k=' 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDS/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) CS=SD,/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SD,*TO/(T2x(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 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 wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ewi *h;k Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020' 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025' 41.825 854.9 0.39 3.27 7.37 1st " 11.30 9.14' 9.14 1103 0.025' 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00' SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 4Z00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- -- Building Wdth= 37.0 ; 45.0f'ft. Basic Wind Speed 3 sec.Guai= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30A= 21.6 21.6',psf Figure 28.6-1 PS30e= 14.8 14.8,psf Figure 28.6-1 Ps30 c= 17.2 17.2 psf Figure 28.6-1 Ps30 D= 11.8 11.8'psf Figure 28.6-1 A_ 1,00 1.00` Figure 28.6-1 Ke= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00' N*Ke *Iw'*windward/lee : 1.38 1.38 Ps=A*Kzt"I*Pa3o= (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) Pso= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(SS) LEVEL Story Elevation Height DESIGN (F B) V(F B) Vi(S-S) V(S-S) ViSUM DESIGN SUM RFD SUM LRFD SUM (F-B) V(F B) Vi(S-S) V(S-S) LEVEL Height (ft) hi(ft) Roof 29.53 29.53 0.00 0.00 0000.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00' 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00' 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 0.00 V(F-E" 32.44 V(SS)= 38.81 V(F B)= 0.00 V(S-S).kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(SS) Roof 9.09 18.5 18.5 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 23 28 V(F-B)= 19.46 V(SS)= ki kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5 long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheattnng= 1/2" NAIL SIZE nail size=1 1/4"long No-6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec 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. = 0 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 S01=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 S2o= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 D FRONT DESIGN 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Sos= 0.72 h„ = 29.53(ft) 5D1= 0.44 x = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1'ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T"(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*Ty(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 SOAR/1E) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx= DIAPHR. Story Elevation Height AREA DL w; w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *hLk Vi DESIGN Vi Roof - 29,53 29.53 2059 0,020 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44 20.44 2016 0.025" 50.4 1030.20.40 4.02 8.76 1st 11.30 9.14' 9.14 11 1437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E/1.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43,00 43.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. -- Building Width= 42.0 50.0'ft. Basic Wind Speed 3 See,cast= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B 30.2564372 Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.6,psf Figure 28.6-1 Ps3o B 14.8 14.8'psf Figure 28.6-1 P530 C= 17.2 17.2:psf Figure 28.6-1 PS30 D= 11.8 : 11.8'psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Ka= 1.38 : 1.38 Section 26.8 windward/lee= 1.00 1.00' A*Kn*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) PsA= 29,81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf PS a 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) AreasS-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) FD SUM LRFD SUM LEVEL Story Elevation Height DESIGN FBN SUM DESIGN SUM V(F B) Vi(S-S) V(S-S) ViR(F-B) V(F B) Vi(S-S) V(S-S) LEVEL Height (ft) hi(ft) ( - ) 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 1123 37.58 13.17 44.07 Bsmt 9.14 0.0044,p7 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 37.58 V(SS)= kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRF B) DESIGN SVUM(F-B) Vi(S-S)DDESIGN SVi V(UM LEVEL Height (ft) hi(ft) Vi 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 26.44 V(F-B)= 22.55 V(SS)= kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheathmg= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0:43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec D FRONT DESIGN S18.2 Bla cF:j7 Bib Blb t E_ J 0 C- 0 o P6 ' `U 0 0 C� r L CD L P6 r- sus F2a F2b Fla Fib P6 gir © F3a F4b 8 0 Si.2 00 4 STHD14 00 STHD14 59.0 P6 ® STHD14 6x10 HDR b2,,,,--__-:-.., llg , b.b I - cr 7 / i // / // o 11\�` N1 i'_/// 1'- N 2x LEDGER 1 cnZ {. 1 rlj Z N o- 2x4 FRAMING `e a r_ AT 24" O.C. _J R3. 1x �5s4-BIC-BEAU-1;B---- - I V ---1L.\'' - BEAN f8------3.-50U5 Or•/- --I 59.0 I . ' � I MI II E GAR1 �- 4x10 �g�'`:, 1'. 1 I r S Ij.• 5111D14 ..ST4014 r'-✓ OPEN o THD1e \\FRAMING/ -' x P6 '� '-'�4I P4 \\ / TO I -L x N 4 L • \\ i BELOWLa V N A I 1 2 i \ 1 �® I I F / \ I / / \ STHD14 STH014 .1 / 0...' 3.5x14 BIG BEAM FB - I 5.5x18 GLB H)R �� J I -� © STAIR1 •W".• 6X6 at _4 R2b I L t E x N. lo 1! I f ce• _I 2 •8 HDR Ix :4_ 3,5"x14 BIG EAM RIb5 MIME: / ( 5 16 -LB H R 1 �' �� I �'�© I '�3.1Li��_ 1 An Imp S D74 ;Moro� 15"x1' BI BEAN FB giar 118 x n+ F6 2x FRAMING S6.11 F6b 2x8 HDR )22 x8 HDR '2)2xE HDR 14 AT 24" O.C. ___„�_.___ 59.0 (2)'x' HOP STHD14 0 8 THD14 51.2 5 SIM.59.7 1 I —�--- P.T 6x HDR "1 6x6 PT 'OST U O U F-1- o:"rc as x H N N O -' STHD14 STHD14 00 STHD14 00 I 1 —I - 4 10 FURL 400 HO4x1t HDR Ab5b ' 4x10 -IDR � � 4x10 HDR 55a b4a b4b C -� (-3-'1 D4 c cc U O p o; C L_N - i-� cr a �In N 5 REN z� R53.5: N . x Sl S U-, , -.,STAIR FRAIN -- H ENQ JOIS- Ir -_—_>< _ I Fl A n I 1 / r -1PI (UM iMP O. 17R 1 AIME ME NM 1 ABOVE 1 • L___J • Garl • • -PROVIDE I-JOIST ' • CONTINUED 2x6 PONY WALL ALL THE WAY i BLOCKING BELOW BEARING WALL ABOVE ACROSS TO CUT DOWN JOIST SPAN (PER RODNEY'S INSTRUCTION). JOISTS FRAME OVER •• THE PONY WALL WITH I-JOIST BLOCKING STHD14• P4 ST+D14-� • UNDER BEARING WALL ABOVE • l/rl��/7/////7/47//x6////z/A/A, /,7/7///,;�>•- STazxl \ r • 0 18 1 p_ 56.0 1 I • 01 � '_/ • u_of • F- ADDED ANOTHER JOIST •• SUPPORT (PER RODNEY) 0 • 4X - 8 _iii-- ��.11, • • S6.0 • L3 • F4 $3 r • 1 • • •• 9 S6.D SHEET TITLE: LATERAL F-B(front to back) 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. per SDPWS-08 IBC (EQ 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 Wi d23.3)Max. Grid ID T.A. Lwall Loss, C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usu,n OTM Ramo Unet U.= U.om (soft) (ft) (ft) (klf) (kip) (ki4) (4) (kip) p (plf) (Pif) (kip-ft) (kiP-ft) (kip) (kiP) (kiP-ft) (kip-ft) (kip) (14P) (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 RI 1030 47.0 47.0 0.86 0.15' 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVnd 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V i= 6.72 kips Max.aspect= 3.5 SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. BC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall 1-01.off. C 0 w dl V level V abv.V level V abv. 2w/h (vin Type Type v i OTM ROTM U,,,t Us„m OTM RowU,,,t U,,,m Us m (soft) (ft) (ft) (at) (kiP) (a4) (14P) (kip) P (plf) (pit) (kiP-ft) 04P-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 R2aa 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 643 Ext R2b* 564.5 10.7 17.9 1.00 0.00' 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 4:48 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 4.06 Ext R3b` 100.8 2.0 3.3 1.00 0.30 0.34 0.45 0.20 0.24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6.60 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=Leff. 6.72 9.09 4.02 4.74 1.00 EVs,,„d 15.81 EVEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V I= 6.74 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V i= 22.55 kips Min.Lwall= 2.31 ft. per SDPWS-08 IBC (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max Grid ID T.A. Lwall Loan. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U„et Usu, OTM ROTM Unst Usum Usum (soft) (ft) (ft) (kif) (kiP) (kiP) (kiP) (kiP) p (Plf) (Plf) (kiP-ft) (kiP-ft) (kiP) (4) (kip-ft) (kiP-ft) (kiP) NO (kip) Ext L3 359.3 24.5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25,8 25.8 1.00 0,40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 2011 10.3 10.3 1:00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 EV,„„,, 22.55 EVEO 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.74 kips Sum Wind F-B V i= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Us„m OTM ROTM Unet Us„m Us„m (soft) (ft) (ft) (MO (kilo) (kip) (kip) (kip) p (Plf) (PIt (kiP-ft) (kip-ft) (kiP) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 6.8 9.8 1.00 0,15' 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TP1 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 9-:90 Ext Blip* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6TH P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 446 Ext B1bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 205.9 2.5 5.8 1:.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 Ext Fib* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4.40 Ext F1c* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4:84 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 205.9 2.6 5,9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 4.38 Ext F2b* 205.9 16 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4:49 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '+ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.005 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 4 0.0 1'.00 0.00:1 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 0.00 EV,y;,,d 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V I= 4.02 kips Design Wind F-B V i= 7.88 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eR. 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 Ueum (sqft) (ft) (ft) (klt) (kip) (kiP) (kdP) (kip) P (Plf) (Plf) (kiP-ft) (kiP-ft) (WP) (kip) (kip-ft) (kiP-ft) (kiP) (kip) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 4.87 Ext B2b* 126 3.9 8.9 1.00 0.30 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 236.9 7.3 16.6 1.00 0.30 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 3.40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 50:4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Garl 338.7 5.5 5.5 1.00 0.20 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stain 620.9 10.5 10.5 1.00 0.20 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=Leff. 7.88 10.66 4.02 4.74 IIVu,,„a 18.54 EVEo 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V I= 1.28 kips Design Wind F-B V I= 4.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V I= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROIM Uw U,um OTM RorM Use U,um U,um (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (weft) (kip-ft) (kip) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.400.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext 132b" 79.04 3.9 8.9 1.00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 421 - - 0 D.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a' 136.5 6.8 "16.1 1.00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2.84 Ext B3b* 57.48 3.0 110 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 3:30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gari 359.3 20.0 20.0 1.00 140' 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 Stain1 359.3 19.0 19.0 1.00 0.40' 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 10 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ! 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1x:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 10 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 i 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 10 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EV„,,nd 22.54 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 10.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL efl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U,,1 Listen OTM RoTM Unet Limn Usum (soft) (ft) (ft) (WO (WP) (kip) (kip) (WP) p (P11) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1 6.8 9.8 1.00 0,15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6Tt4 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 440 Ext Bib* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P61:14 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4.36 Ext B1 be* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - - 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 246 Ext F1 b* 171.6 3.3 5.8 1.00 0.15' 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2:66 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 000 0- -. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 Ext F2b* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3ab* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 244 Ext F3ab* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2:64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=Leff. 10.66 0.00 4.74 0.00 EVA;,,, 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= 10,1ft. Seismic V I= 4.02 kips Design Wind F-B V i= 7.88 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL.h. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Un,t Usum OTM Rum U,, Usum U.um (soft) (ft) (ft) (kif) (kip) (kilo) (kip) (kip) p (Plf) (Pif) (kip-ft) (kip-ft) (4) (PP) (kip-ft) (kilo-ft) (kip) (kir)) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 462 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 447 - - 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 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 4.10 410 Ext F6b* 141.1 2.4 5.9 1:00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 343 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Carl 338.7 5.5 5.5 1.00 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 Int Stahl 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 0.003 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 EV wind 17.06 EVEQ 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD_DL ID: R2ab- w dl= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds ► v hdr eq= 137.6 p/f ► A H head= A v hdr w= 248.3 p/f 1,44 v Fdragl eq= 222 F2 eq= 948 Fdragl w= -41 F2 1709 H pier= v1 eq= 226.6 p/f v3 eq= 226.6 plf 2.6 v1 w= 408.7 p/f v3 w= 408.7 plf feet H total= 2w/h= 1 2w/h= 1 10.04 Fdrag3 eq= F4 e.- 948 feet • Fdrag3 w=401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v si//eq= 137.6 p/f 6.0 EQ Wind v sill w= 248.3 p/f feet OTM 29919 53964 R OTM 63278 46872 • UPLIFT -1712 334 SUP sum -1712 334 H/L Ratios: L1= 2.5' L2= 8.5 L3= 10.7 Htotal/L= 0.46 Hpier/L1= 1.04 ~A 01I. Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w d1= 300 Of V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4', pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds v hdr eq= 162.9 p/f — A H head= A v hdr w= 293.8 plf 1.44 V Fdrag1 eq= 274 F2 eq= 133 Fdrag1 w= ,'4 F2 . 240 H pier= vi eq= 229.5 plf v3 eq= 344.3 p/f 6.0 vi w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= F4 e.- 133 feet • Fdrag3 w= 494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 plf 2.6-', EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 1.._.4 ►A ► Hpier/L1= 1.46 ► Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD DL ID: Blabc w dl= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds ► ► v hdr eq= 68.3 plf ► ► •H1 head=I v hdr= 153.5 plf I H5 head= A 1.31 Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 :drag6 eq= 84.8 1 v A Fdragl w= • .2 =dragl 175.1 =drag5 w= ••3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 p/f v3 eq= 109.2 p/f v5 eq= 109.2 H5 pier= 2.3 vi w= 245.3 plf v3 w= 245.3 plf v5 w= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1W Fdrag3= •.3 Fdrag•- 78.0 feet X Fdragl w= 97.22694 =drag1 w= 175.1 :drag7eq= , 8.8 Pdrag8e• 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 p/f H1 sill= v sill w= 153.5 plf H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v UPLIFT -745 -91 Up Sum -745 -91 H/L Ratios: Ll= 6.9 L2= 2.0 L3= 12.4L4= 11.0 L5= 2.5 Htotal/L= 0.26 ► 1 04 01 01 ► Hpier/L1= 0.33 Hpier/L3= 0.19 < L total= 34.7 feet > Hpier/L5= 1.63 0.95 L reduction JOB#: 15238 5 ABD`DL ID: F2ab w dl= 170 plf V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds ► v hdr eq= 81.0 plf •H head= A v hdr w= 182.0 plf 1.06`' ',v Fdrag1 eq= 264 F2 eq= 263 • Fdragl w= •3 F2 . 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 plf 5.0 v1 w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 . Fdrag3 eq= F4 e•- 263 feet • Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 plf 3.0 EQ Wind v sill w= 182.0 p/f feet OTM 8598 19311 R OTM 10490 7770 • UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 1 o ►4 ► Hpier/L1= 1.92 ► Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238'-5 ABD DL ID: B2ab _ _ w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds > v hdr eq= 146.7 p/f •H head= A v hdr w= 317.1 p/f 0.88 y Fdragl eq= 308 F2 eq= 279 Fdragl w= :s5 F2 , 603 H pier= v1 eq= 218.3 plf v3 eq= 218.3 p/f 4.4' v1 w= 471.8 p/f v3 w= 471.8 p/f feet H total= 2w/h= 1 2w/h= 1 9.8 v Fdrag3 eq= •• F4 e•- 279 feet • Fdrag3 w= 665 F4 w=603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 plf 4.5' EQ Wind v sill w= 317.1 plf feet OTM 17542 37913 R OTM 20093 14884 • UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: Ll= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 I.--4 ,. 4 lo Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD DL ID:'B5ab w dl= 250 plf V eq',,, 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w=' 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds ► v hdr eq= 89.5 plf •H head= A v hdr w= 201.0 plf 1.03 V Fdrag1 eq= 709 F2 eq= 365 Fdrag1 w= .92 F2 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 plf 5.0 v1 w= 435.1 plf v3 w= 435.1 plf feet H total= 2w/h= 1 2w/h= 1 8.09 Fdrag3 eq= 7.• F4 e.- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf 2.1 EQ Wind v sill w= 201.0 plf 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 Hpier/L1= 0.74 Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238_5 RBD'..DL ID: F6akaPLAND w dl= 250 p/f 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 -_0„. __0„ v hdr eq= 57.7 p/f - 0. •H head= A v hdr w= 118.6 plf 1.03 y Fdrag1 eq= 185 F2 eq= 219 Fdrag1 w= s0 F2 . 450 H pier= v1 eq= 225.0 plf v3 eq= 189.9 p/f 6.0 vi w= 265.6 p/f v3 w= 265.6 p/f feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 v Fdrag3 eq= : F4 e.- 219 feet • Fdrag3 w= 380 F4 w=450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 p/f 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 v • UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 20', L2= 7.0 L3= 2.4 Htotal/L= 0.88 4 Hpier/L1= 3.00 10 , Hpier/L3= 2.53 L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 Page 1 User.KW-0802997,Ver 5.8.0,1-Deo-2003 Square Footing Design 15238_riverterrace_5abd.ecw15238-5A t _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-FTG1 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II 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 ft 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 III 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.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 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 111 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 ft 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 Reinforcing11 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 1 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 nverterrace5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions 111 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiISoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 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 III Stem Construction 0 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: 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 dverterrace_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_rivertenace5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions M 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 Density110.00 cf Water height over heel = 0.0 ft = = P Footing Thickness 9.00 in FootingllSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key With = 0.00 in for passive pressure = 0.00 in Key Depdth 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete ThSoil Pressure©Toe = 1,266 psf OK Rebarianeszs = 8.00 Soil Pressure©Heel = 128 psf OK Size # 4 3,000 Rebar Spacing = 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored©Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Gales (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 Datafm psi_ Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft4 Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15236-5A Description CANT RET WALL H=4' NO SOG Summary of Overturning Resisting Forces&Moments OVERTURNING RESISTING Force Distance MomentForce Distance Moment Item lbs ft ft# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Water height over heel = 0.0 ft Soil Density = 110.00 pcF Footing Thickness = 10.00 in FootingiiSoil 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 I Cover @ Top = 3.00 in @ Btm.= 3.00 in ' Axial Load Applied to Stem Axial = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Dead LoadLoad 0.0 lbs Design Summary 0 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 Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,746 psf lb/FB+fa/Fa = 0.679 ACI Factored©Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing n Desi Results Special Inspection - Design 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 psi= 3,000.0 Mu: Design = 299 1,531 ftsi= 40,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy p 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 RetainingWall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238_rivertemace_5abd.ecw:15238-5A Description CANT RET WALL H=6'NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% - 0.0014 Heel Active Pressure 35.0 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 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 11 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 Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf tb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results i 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 psi= 3,000.0 Mu: Design = 1,390 12,332 ft-# Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(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-ft lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterta�Sabd.ecw:age8-1 L(c)1983-2003 ENERCALC Engineering Software 5A Description CANT RET WALL H=12'NO SOG Criteria 0 lvoil Data 1 l Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 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 g Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf ib/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK 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= - 888.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data f m psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special InspectionModular 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 psi= 3,000.0 Mu: Design = 2,504 25,870 ft4 = 60,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi 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: i Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2111 _(c)1983-2003 ENERCALC Engineering Software 15238_iverterrace 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 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loading 'b.cm ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shearol(pounds) Deflection(inch) Factor 16 8 ' 2,780 1,000 910#of 0.32 2.8 10 2,180 600 6-c-23 0.40 3.6 24 1,700 /541,0 8 4,720 -— - 4- 0.32 2.8 10 3,630 1,000 cfge HT 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor..--[1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. (c}Values are for a single portal frame segment(one vertical leg and a portion of The header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)lnterpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold downs '11EXTEtff OF HEADER DOUBLE PORTAL FRAME(TVVO BRACED WALL PANELS) EXTENT OF HEADER • --.• e SHEATIRI•03 FILER‘, SINGLE PORTAL FRAME(ONE BRACED WAU.PANEL) — 4 At -- 1 IF NEEDED ‘ i . . f 1,::.,--<,-.r."'"'•.- „,.,,'..,'1.; ::.j.,:':.1'2,':-,,, .1,1...,'• i ‘14::-'-,,, 1'-.:- - , '- •-'''-'' '-•"---'":' ' . !.4....::::-, -,.,....,-.:::;441t4„3" !.1 .1f NePleApeR--:;,-,., <,:,1"-:::•-.1.5,'.5' ' :.%.,,..'..7.-":"..', -"..11::1 1 , ' 4 i TYPICAL PORTAL 80 • i lowLe • 1..1......,.. . FesTewroPPLAre TO IIMERVVTRI TWO 1000 LB-e : --„,, ROMM OF 10D SINKER NAILS AT 3' -— '•"-'. ''1 CONSTRUCTION 1.1•11, ".1,0 2 ROWS ell r- . '•'• NO.LSTA2.4) I i 1.1.'" t.'" 3.0.0 ; (REF.NO. -,--, 1000 Ut STRAP esvosrrE SHEATHING 1 11 • - .4--, „., J. , i ISTA2A) .1 "'''FASTS./SHEATHING TO HEADER WID4 SD commou co ;.;! FOR A PANE- II' ; I'•.' ,; \ e 1• I . f : e ;e1.1 ' GALYAMIED BOX NAILS IN r GRID PATTERN AS*SOWN AND 1:1'. _, ,..aeliae,.....,OF\f' 1.• 1 ...1--MIN.2X4 3"0.0 irt Au.mama(STUDS.BLOCKING.AND SKIS)TIT- 1;i ''''''''- '.: ''':- I i r EAMES SWILL .,, ';) / FRAMING Hermit. 1--:o, I . rip. 1, •, ....-WIDTH(SEE TABLE 11 ;i 1 DCLUI OVER AND . e i - , I-1 Ete NAMED TO 1 e., .. , 1': COMMON BLOCK- ti '1 i !WAND OCCUR it 11 420012•, 1 tri I WITHIN WOMEN' I = /i 1 i OF WAG-HEIGHT. 11: j TIE Mr1-(2)2X4 •I DIVE Ron of 3. ;,;.' 'I ; I::: .• _,-3/8'fittt.THKIKNESS WOOD 1;' O.C.NAILING IS 1. I : DEVICE • 1 1 '''. •---- STRUCTURAL PANEL SHEATHING (11 REQUIRED IN EACH I (FIEF 143. ‘ • ..--- , PANELEDGE STI10141 --,,-MIN.4200 LB STRAP TYPE TIE-DOWN ovine ogemoouo i a -7--- ' INTO CONCRETE/kW'OGLED INTO FRAMING).INSTALLED I: I PER MANUFACTURER,(REF NO.STHD14,) Adt 10001.2 TIE DOWN ,' ..,:• ••. - ••;11:--, ---"•••MIK 2.X2^XIINe PLATE WASHER DEVICE(REF. 1 ri .STI-000) • :1_,..- 1---- -'ONE srer OtA.ANCHOR BOLT WITH r MIN EMBEDMENT LiW 1 :1 t . .1 FOONDAIION•-,,, . •e?'"-..,:.'• ..:::.,:‘-',..I ..--,,A •,;-:.-:,17,-71" PER CODE f:.- , 4—A SECTION A-A RQNT ELEVATION lagrailIZ011itti (ONE PORVAL FRAME SEGMENT) 6i4t5rDp. 4r1IF i ?lig f 0 2 0 2010 APA-The Engineered Wood Auactaturn J3 MAIN 10-13-15 Roseburg 11:oaaltl Forest Products Canspany 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 T .a r� & ,yv gam' F� K r a 5 ;1 r4 T j I "M"""°' `a a .w a`^r. ra ,ler3s E .�, �Lf.a�.�t+� ,M a ,s�s;�;..na,a, ,o�.,�,....�.m„�`.red��.,��.�. �s��,�Ia, - vn/.a.,�,:; �s�s,�,.=,.� � i�s�;c,z�,�„�.��`„�:� ; 3; `r�„w£i� `."��._+.a.�.,�,.�.' T 19 7 0 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000” Wall DFL Plate(625psi) N/A 1.750” 821# — 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.7t 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 t ademarks of their respective owns s KAMI L HENDERSON Strong-Tie EWP MANAGER Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications. 503-858-9663 I Rosebur , J4 BASEMENT 10-13-15 11:01am 4 A Forest Products Conspc mg 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 iig, ._ ksW :. .». 4 :.. £6" 0.4 hey.,. 9 6 ,e'.'' c , / 1060 1000 7 20 ®0 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 302# — 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# — 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p1f) 2 669#(502plf) 201#(151plf) 3 229#(172plf) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" L/999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 bysirepson 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 I PL15-53 2-16-15 0 Roseburg MAIN DAYLIGHT 3:46pm A Forest Products Company J6 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 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: 11480 live, L/240 total . Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 m ro w§a'; "t*� "k, ,-.a' a,�� E r: . mow': is' gate. .; - .rt,. f�'�.pt 19 7 0 / CD 1970 m 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" 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" 11514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" U668 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 StrongTte, Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS n "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