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Specifications (47)
/k-s �4 RECEIVED o c-0 sw 11,crz CT ENGINEERING OCT 1 1 Z016 Structural Engineers INC. � 180 Nickerson Street Suite 302 Seattle, WA 98109 CIT i OF TIGARD 206.285.4512 (V) 206.285.0618 (F) 3UILDING DIVISION #15238 Structural Calculations River Terrace c .; 60 W Plan 5 DL � ed Elevation D frRE . k Tigard, OR 0-s 1-2 'CVs rp \O 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./Meth. 1.6;;psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0,psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 19 --- S9.1 -- - (. 2x10 HDR © --- (2 2x10 DR (2) 2x 0 HDR (2) 2x 0 HDR_(2)-2 8 HDR- ' :1•Iaaaa■I• �I•�� MINIM'. •- :, .. - d3 .d4 d5 o I u> d2 x II RB..1 I N i c4 It•`t ---- GS t� N ' 1 r.�■ ���� • 2 II I 01 a I I 1, N / I (� / C \ / I r__ g Co `� O 122"x30' / 0 1 d ATTIC / ` D2 (ACCESS / 1 = I i-- Liu.. �3 j 1_ __ �.-- f 1 {� Fii1 _______ / 1 N , !Yi p1 / I N1 'r r 11•11110011111.1............. I K in N U I N I a \\ ?0 1 \ N _______ •� 1 N - I 1 N� _ cc 1 \11 111111 _ O~ I O I O _\_\4__ er__I i_ Ix 1111 I ' o o ,..4 //i ij Vt _______ ____iii / I , A n� ,mi��_..��. �i1911 9.1 I I IMIll.... ' I b I �• 1 I o 1 En ✓ I 'C'2‘ 1� y11111111111111 rn 1 111111 1 N I g /i/ :{: (' 2x 0 HD © 'GT `d5: i ©' G.T. RB d12 YM�1!I -- --- - PJA. ( x10 I - , - - ( •- •:-ate■ 1 I RB.d11 / (2NIIIIII R •' I SAE SAME AS RB iss: - - _ - 1 SAME AS RB a20 ■�-' 16 I -�-.dl' I S9.0 16 S9.0 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Descrptioir Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverten'aceSabd.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 1 Gr.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 Fr- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No [ 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= #.#### 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 II@ 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 t UDefl Ratio 15.4 170.6 171.7 1,922.7 Center LL Dell 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: LRev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist 15238_riverterrace_5abd.ecw:15238-5D (6)1983-2003 ENERCALC Engineering Software Description 15238-5D-ROOF BEAMS(1 of 2) LTimber Member Information erode Ret 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.aB Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:UnbracedLength 0.000.00 0.00 0 0.000.00 0.00 Timber Grade Hem F . Hem Fir, .2 Hem Fr, Hem Fir, Han Fir, Hem Fir,No.2 Hem Fr,No.2 50.0 50.0 50.0 50.0 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850 .0 850. 0 850.0 50.0 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 No [Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 360.00 360.00 360.00 75.00 75.00 75.00 Live Load #/ft 125.00 600.00 600.00 400.00 125.00 125.00 125.00 Point#1 DL lbs 1,361.20 1,631.20 LL lbs 2,718.70 2,718.70 @ X ft 3.750 0.500 [Results Ratio= 0.1200 0.1440 0.3240 0.6218 0.5806 0.0469 0.1875 Mmax @ Center in-k 4.80 5.76 12.96 24.87 23.22 1.87 7.50 @ X= ft 2.00 1.00 1.50 2.34 0.50 1.25 2.50 fb:Actual psi 112.2 134.6 302.9 581.4 542.9 43.8 175.3 Fb:Allowable psi Bending OK 935.0 Bending OK 935.0 Bending OK 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK N: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 11 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 10,717.9 2.000 17 1.00011 5,292.8 2,010 0 3,799.1 43,900.4 5,487.6 UDefl Ratio Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: L )ev: 580006ser KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 i 1983-2003 ENERCALC Engineering Software 15238_riverterraoe_5abd.ecw:15238-5D Description 15238-5D-ROOF BEAMS(2 of 2) [Zimber Member Information 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.d10 RB.d14 Timber Section 2-2x10 2-2i10 Beam Width in 3.000 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No [Center Span Data Span ft 5.00 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 1,393.10 LL lbs 2,321.80 @ X ft 0.750 [Results Ratio= 0.1875 0.6245 IIMmax©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 Sending OK fv:Actual psi 18.8 65.4 Fv:Allowable psi 150.0 150.0 Shear OK Shear OK [Reactions @ 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 Center DL Defl in -0.004 -0.003 UDefl Ratio 14,633.5 11,126.5 Center LL Defl in -0.007 -0.004 UDefl Ratio 8,780.1 6,676.0 Center Total Defl in -0.011 -0.007 Location ft 2.500 1.130 UDefl Ratio 5,487.6 4,172.5 4 59.0 g STHD14 O® STHD14 ® r 6x10 HDR =_ - a3 mm _--/ :•a2 B a3 _ B.a9 ��� ---1.00 v.01 I i ti 1 6x12 t4DR' 6x12 WR 6.12 'DR o in N/ l I Io PI � _1 , . It / '/ / 2x LEDGER `,.-- , N o N Z I F- t b CO C.i r , Zt. O 1 11 O E__ a_`� ! " ;x4 FRAMING Ci J° �I -C:11? a 1124" O.C. j ' Q I- I. B.a10 B.all B.a12 `" -3SxcA AU-DB---- - BEA fB------a-son..5-Gar.... - --tiaq �, I $d �' I 2 4110 ss.o I I I B.a9 I x I .. 8.3 / `-, II <--- 4x10 i r - // ,� r--' ) :..f1 USN Hf)P,�_ i4x10 H)R._, I L >.�' I\ o S' ���q11 Ns, , P4 ( ST�D14_. äTHD1tJSTAIR\\\FRAMING/ OPEN 0 41. I o I 4/I \ / TO 1 I`V al \\ i BELOW I N P6 lrf----- \\/ I 1 / \ 3 / \ I 9.0 / \ P4 / \ I 1 //-STHD14 STH' 4-\ 1 I OO 3.tit )BIG BEAM FB a 1-, Y 1 I tit I I_"ZTTr _ 1 5. x18 LB H)R _ I B,a13 a ii, 1 1 \ 3 B.al 6X6 \ I '_ ----� I I . I I :m °° - -1 " ro HIN x N 4 el J N J • as m QKR o J B. 21 3,5"x14' BIG EAM RII 51 -�4� `� i r4�\ l r1 "l S.5x16 "LB H R I !��[[7 I / B.a16 STHD14Aril lisp \� ' x1• 1 B A __ I. P- An x - t" F£a l -B al F6b ® 2x FRAMING IW 2 2x8 HDR 2)2x8 HDR 2)2x: HDR _ 14 AT 24" O.C. ") ?.xx 0 1,1D-R.-R. - THD14 59.0 _ 2 tx, HIP STHD14 8 S1.2 B 19 5 SIM.S 5 3F FRAMING NOTES ally required beams and headers are :amingconsists of7/16"ort/2"APA ratedMAIN FLOOR SHEAR PLAN & an rating 32/16)over pre-manufactured Plan 5D Daylight TOP FLOORFRAMINGPLAN 'o.c.,U.N.O. At roof framing with pitch qual to 2:12,roof framing consists of 5/8" 1/4"=T'-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: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-SD Description 15238-5D-Top Floor Beams(1 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.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 Fr,24F- Douglas Fir- Douglas Fr- Hem Fir,No.2 Here Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/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 1.000 Results Ratio= 0.8551 0.4413 0.2004 0.8853 0.1230 0.7087 0.7908 Mmax©Center in-k 70.74 44.68 10.80 73.24 4.92 28.35 37.85 @ X= ft 1.74 3.00 1.50 3.91 1.25 3.00 1.01 fb:Actual psi 855.1 1,059.2 216.4 885.3 115.0 662.7 758.2 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,000.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 99.1 99.6 27.1 155.3 13.6 63.3 142.3 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,482.55 847.50 412.50 1,096.87 250.00 600.00 1,310.27 LL lbs 2,619.27 1,635.00 787.50 2,028.12 406.25 975.00 2,011.52 Max.DL+LL lbs 4,101.82 2,482.50 1,200.00 3,124.98 656.25 1,575.00 3,321.80 ©Right End DL lbs 1,278.65 847.50 412.50 2,184.33 250.00 600.00 573.42 LL lbs 2,279.43 1,635.00 787.50 3,840.58 406.25 975.00 839.67 Max.DL+LL lbs 3,558.08 2,482.50 1,200.00 6,024.92 656.25 1,575.00 1,413.10 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Deft 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15238_nverterrace_5abd.ecw:15236-SD 1 _(c)1983-2003 ENERCALC Engineering Software Description 15238-5D-Top Floor Beams(2 of 3) Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Lardh,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 II 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 1 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 N: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 i @ 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 111 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,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-513 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 r B.a15 B.a16 B.a17 B.a18 B.d19 B.d20 B.a21 Timber Section 2-2x10 5.125x16.5 Prtlm:3.5x14.0 2-2x10 2-2x10 Prllm:3.5x14.0 Prflm: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 Fr,24F- Rosboro,Bigbeam Hein Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Rosboro,Bigbeam V4 2.2E 2.2E 2.2E Fb-Basic Allow psi 850.0 2,400.0 3,000.0 850.0 850.0 3,000.0 3,000.0 Fv-Basic Allow psi 150.0 240.0 300.0 150.0 150.0 300.0 300.0 Elastic Modulus ksi 1,300.0 1,800.0 2,200.0 1,300.0 1,300.0 2,200.0 2,200.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No [Center Span Data Span ft 3.00 16.00 8.00 3.00 5.00 15.33 8.85 Dead Load #/ft 75.00 37.50 75.00 200.00 Live Load #/ft 125.00 100.00 125.00 400.00 70.00 07.00 3 Dead Load 70.00 307.00 #/ft 185.00 127.50 165.00 75.00 75.00 Live Load #/ft 360.00 340.00 440.00 125.00 200.00 550.00 Start ft 550.00 End ft 9.500 Point#1 DL lbs 3,615.00 LL lbs 5,017.80 1,393.10 ©X ft 9.500 2,321.80 Point#2 DL lbs 14.320 LL lbs 2,190.40 @ X ft 2,321.80 14.320 [Cantilever Span Span ft 1.23 Uniform Dead Load #/ft Uniform Live Load #/ft 26.30 Point#1 DL lbs 70.00 LL lbs 30.00 @X ft 50.00 1.230 [Results Ratio= 0.2514 0.9953 0.2339 0.2700 0.2578 0.2960 0.4631 11 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 @ 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 Title: Job# Dsgnr: Date: 11:14AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 15238 riverterrace Sabd.ecw:152e 2 I (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 0.025 Cantilever DL Dell in 0.025 Cantilever LL Defl in 8 Total Cant.Defl in 00.03.062 UDefl Ratio ; ! I : I BE.as P.T 6 -to 6xE PT 'OST Y O D 1- Q co H srHola P4 51.; ,THD14 Q ®O STHD BB.-IDR � .' ----- _ � . 4x10 4x10 HI 460 HDR 4x 0 HD .__. al, 83.a2 4x1 Irrrrrr HDR.' 3B.a3 EB.a9 BBIta3 3IM SI C . I \,29. cc i O o O �rn ti to �O F N EN JOIS" H f� ----STAIR FRANINQ_---" N • •x6 •0 FI IRA I --'7:11-? 2/' I ABOVE z�ci^o`6DR BB.a6 CONTINUED 2x6 PONY WALL ALL THE WAY -PFOVID I-JOrST ACROSS TO CUT DOWN JOIST SPAN (PER BLOCKING BELOW BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING P4 UNDER BEARING WALL ABOVE THD14 ST-ID14 , /z/z//////////// ///z/Aiiii//7Z7z/hili I —_I �0 18 ti r p N 56.0 j I u_O \ l ADDED ANOTHER JOIST SUPPORT (PER RODNEY) �� o 4X8 HDR CS.al 7 56.0 9 ......_........._..............__._._._..._...._........._. _ 56.0 Title: Job# DsgnrDate: 11:14AM, 14 OCT 15 Description: Scope: LFUtesve.r.s8000s Page 1 11 (c)19 3 003 EN RcA cEngnessng So 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 Le:be Grad Length ft DouglasOFO Douglas 0.00 Douglas0.00 Douglas0.00 DouglasF00- Hem Fir,No.20.00 2 Truss Joist- Tlmber GradeMacMillan, Lards,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 [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 LLlbs 4,763.70 @ X ft 0.250 [Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 Mmax @ Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 ©X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 93.4 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv90.5 75.1 65.7 33.2 11.6 11.8 F :Actov:Alloww able psi r psi 52.8 OK 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions ©Left End DL lbs 650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 ©Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 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 0 11 i j 4'-11" { 7'-6Y4" 7'-6)'" 5 { .,, .,.., . , v'i`i _-_- _-I -- L 1 I 1 L _J —I� I I i 1 i L__J1 1 24"x24"x12"FTC. L__J L_ J . o W/(3) #4 E.W. w '° ' 40'-0 14'-11.74" 4•-0• 1'-10Y4 { I---I t t 19'-2- _I _ 1 1 I-10.-01/21--I - 1 1.0.5. 7 L _J Sr CONC.SLAB 1-9'-5W m r.o.s. ' IN 014 r _ S 014 =�� 011 / 11) MilililiM, 1 srHD1a rim '' ® E 2x4 PONY WALL". I Ill 0 + I-70_14e"I 1 •1 7'-11 1" in ■ AI I 6,-3" 6-3" 3-6 " • -4'-11 W" - �I •i r_I-� r-I-' r+-1 r+1 HI a L -J L -J L L--J L_.J LI r I-9'-11/21 FTG1 CS.2 0 tO Z BASEMENT MEM:Mt1 1 FINISHED FLOOR e ■11151, 15-8)/4" f 4'-11" 3'-8" 4'-5Y2 11' 34" 1 ■ o lc, -1'-2Y6' [i ]_ [ii1_ [ j--H _- J 2x4 PONY ®� FTG2 I I I. WALL -2Ys" I i ' �� -1'-2Ye"� r3'-B�.b"� : �- ' I i iimiiuoii„ a 1-21b�---J I I 51HD14 _,h _ a 1 1O STHD741 +II r- STHo1 S1HD1- r ---- - - - --' -.:;1 • L Pa J I tams _� e 1 m J 1 LO.S. 1, J 20'-0Y" 1 " v FRAMING FOR FURNACE + + 10" -PROVIDE.I 01•T --� Q m PLATFORM ABOVE (3) BLOCKING BO - 1Nar Ai I THICKENED SLAB AY PONYWAL lh �_ ^ < 1 ADDED ANOTHER JOIST f. r I SUPPORT (PER RODNEY) -- sTHDid sTHD14 -2x6 PONY.W LL FOR.'- I _ II Ini AVOW. �'A8 + WOUSLY BEARING WAL ABOVE " .'.I- SLAB SLOPES DOWN Y +' + +HANICAL _1 FROM BACK TO APRON + SYSTEM FIXTURE 1 E CRA VERIFY GARAGE SLABlAt HEIGHT WITH GRADING PLAN �y® 6-3 -2Ya" -214" I I 11'-0' - -.''f. I VP r 3x11¢BLOCK OUT -.I. ®STEM WALL TYP. I -,--,,s, _� ff. -2Ya" ® fIRST FINISHEDI _ I FLOOR -.1 � �i II .ii rim © 1 l _._F. ii Ark iv STHD14 �� SIM ,� ��.�,'' -OW � i ® -}�`zw�-� j UP SLOPED DOWN I ��\llR+- L 1 I STH074 �Q 7}1D14 ^w I J is, In ill VP sim %V 16'-3" + 11'-8" 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-Dec-2003 Timber Beam & Joist 15238_riverterra�5abd.ecw:15238-5A _(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 Fr- 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 11 Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax @ Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ 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 II Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS Joist _ S L. I LL Code -_-b ! d Spa. DL M max V max' El L fb 1 L fV L TL240 L LL3601 L max TL dell. LL defl. 1 LTL 60 L LLL480 SuggestCode Code _1_1 SuggLast Sugest L max TL defl.JpickITLpick defl. LLPdefl_.11LL deo. srze&�rade width(!n)!depth(in.) (in.) (psi) (psi)I (ft-lbs) (psi) (psi) (g,�'- - - 9 5"TJI 11019.11_1- (ft.) (in.) -J �•) (ft.) (ft.) -k� ratio (in.) 1 redo.... 9 5'TJI 110 1 75 9 5 40 15 2380 1220 1.40E+081_14.711_27.73 15.23 14 801 14 71 0 66 1 75� 9.5 0.487 t 14.34 14.29 14. 0.441 360 0.32t 495 -_-- -_-__-_ 161 40 15 2380 1220 1 40E+081 16.111 33.27 16.19` 15.731 15.73 0.72 0.521 I 14.14 14.29' 14.14 0.471360 0.34 495 9.5"TJI 110 1.75' 9.5 121 40 151 2380 1220; 1.40E+08 18.61 44.36 17.82 17.311 17.31 0.79 0.58 15.V 15.73 15.57 0.521 360�_ 9.5"TJI 110 1.75! 9.5 9.61 40 151 2380 1220, 1.40E+08 20.60 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77'' 0.561 360 0.481_495 9.5"TJI 110 1 751 -_-_i- -_- 9.5 19.21 40 10 2500 12201 1.57E+081 15.81! 30.50 16.34 1537! 15.37 064 - r- 7,--- 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 0.68 0.54 0 51! ! 14.27 13.97 13.97 0.441 384 0.35, 480 9 5"TJI 110 1 75 9,5 121 40 101 -2500 1220 1.57E+08 20.00_ 48.80 19.11 17.98_ 17.98 0.75 0_60 _ 16.69 16.34 16.34 0.51L 384 0.41 480 15.17 14.84 �;.$4 0.46 .,384 0.37 480 -9.5"TJI 110 1 75' -- - _ -_- 9.5 9.6, 40 101--2500 12201.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 480 9 5'TJI 210 2.06251 --- a -------- - - -- - _ i........ 9.5 19.21 40 101 3000 1330 1.87E+08 17.32 33.25 17.32 16.3016.30 - ---- - 1 0.68 0.581 1 16.8 14.81 14.81 0.461 384 0.391 480 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 9.51.11210 2.06251 9.5 121 40 101 3000 1330 1.87E+p8j16.08 15.74; 15.74 0.54 384 0.49 480 9 5"TJI 210 2 0625; I 21.91: 53.20 _20.26 19.061 19.06 0.79 0.6417.70 17.32 17.32 0.541 --_-_- 9.5 9.6, 40 101 3000 1330' 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 ! ----_1_,_ 19.06384 0.431 480 ` � ~- � --- --- i ! 18.66 18.66 0.581...........384 0.171 -6.3'TJI 230 2.3125 _ -__-�• � 480 1 9.5 19.21 40 101 3330 1330 2.06E+08! 18.251 33.25 17.89 16.831 16.83 0.70 0.56 I 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99` 39.90 19.01 17.89 17.89 0,75 0.60 , I ... 1 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2 3125116.60 16.25 '" '17.89 0.51 384 0.41 480 --- 9.5 12� 40 101 3330 1330 2.06E+081 23.081 53.20 20.92 19.69 _19.69 p.g2 O,6 J 9.5"TJI 230 2.31251 9.5 9.6 40 10. 2.06E+0841- L ! 3330 1330 25.811 66.50 22_54- 21.21! 21.21 0.88 18.28 17.89 17$9 0.56 384 0.45 480 _ ! __-- ! - - - -- - -__-0.711 19.69 19.27 19.27 0.60 384 0.48 _480 • 11.875"TJI 110 1.75 11.875 19.2! 40 101 3160 1560'.' 2.67E+087 17.78T 39.00 19.50 18.35 17,76 0.67 0.54! 17.04 16.67 16.67 0.521 384 0 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560': 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 „17.72 11 875"TJI 110 .421 480 _ 1.751 11.875 12' 40 1_01 _3160 1560 2.67E+08 22.491 62.40 22.81__21.461 21.46 0.89 0.721 0.65 384 0.44 480 11.875"TJI 110 1 75 11.875 9.6 40 10fi 3160 15602.67E+DS 25.141 78.00 24.57 23.11-__. 23.12 0.96 0.771 -21.46 21.01 21.01 0.66 384 0.531 480 - - - -- 19.93 19.50 19 60_ 0.611 384 0.491 480 I 1 -11.875"TJI 210 2.06251 11.875 19.2 401655;3.15E+08 _ - -! - 101 3795 1 19 48! 41.38 20.61- 19.39T 19.39 0.81 0.6511 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08: 21.34 49.65 21.90 20,61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 18.00 17.62 17.62 0.55 384 0.44! 480 11.875"TJI 210 2.0625, 11.875 121 40 101 3795 16551 3.15E+081 24.64' 66.20 24.10 22.681 22.68 0.95 0.76 21.05 20.61 20.61 0.641_ 384 0.521 480 -11.875"TJI 210 2.0625. 11.875 9.6` 40 _�- - -----_ 0.47' 480 -- -----_�-_ 1 101 3795 1655; 3.15E+O5! 27.55 82.75 25.96 24.43. 24.43 1.02 - -�---- --_ - 0.81 ! 22.68 22.20 22 20: 0.691 384 _0.55' 480 11 875'TJI 230 ---I 2.3125! 11.875 19.2 40 101 4215 1655 3.47E+081 20.53' 41.38 21/8 20 03 20,03 0.83 - 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0,89 0.71 19.76 19.34 `19.34 '0.60 384 0.48 4 TJI 230 2.31251 11.875 0.67' ! 18.59 18.20 16.20 0 571 384f 0.451 480 11 875"TJI 230 2.3125! 11 875 9 21 40 101 4215 16551 40 10! 4215 1655 3 47E+081 25.971 66.20 24.89 23.421 23.42! 0.98 0.78(_1 21.714_ 21.28 21.28 0.671 384 0.531 _480 1 . .____.__._ 3 47E+0i 29.031 82.75 26.81 25.231 25.23 1 05 0.841 23 42 22.93 22.931 0.721 384 0.57-480 f-- 1 _ 1 1 11875 RFPI 400 1 - _ --�- I j 1 - 1 0! 2.0625! 11 875 19.21 40 10 4315 14801 .30E+081 20.771 37.00 20.93 19.691 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 a 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 61 18.28 17.89 t 17.89;19 01 0.591 384 0.481 480 11.875"RFPI 400 2.0625! 11.875 121 40 10L,4315 14801 3.30E+08 26.281 59.20 24.48 23.031__23.03 0.96 0,77 3 0 69 384 0 58 480 11.875"RFPI 400 2.0625) 11.875 9.6' 40 10! - - -.3 - - 23.03 22.54 20 54 0 70, 3841 0 561 480 I 4315 1480; 3.30E+08, 29.38; 74.00 26.37 24,81 24.81j 1.03 0.83 23.03 22.54.,,_,JJ 22.54 0.70 384 0.561 480 Page 1 SAWN JOISTS and RAFTERS __- I - --- - I Fb*Cr*Cf Code Suggest L•ick Lpick L*ick Lick __ Joist Saa. LL DL Ft F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L •ick TL deft.TL deft.LL deft. LL deft. size&grade n •s (ps si si)_____(psi _it) _ift21 _itta_. _fft,)__ -(ftp- -ft_.-Z-- j)-- At- irli_ ratio-(in.) ratio -__- I _ - ----- -- I --- 15.29 16.3811 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 24 25 15 1075 150 1300000 13.84 34.69 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 _2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 _2x10 HF2I 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 1916 0.96 240 0.60 384 2x12 HF2 24 25 15 980 150 1300000 16.0752.73 20.032 42.19 18.59 9 46 20.46 17.97 1.92 19.00 16.07 7.50 17.97_0.65 332 0.41 531 _ .24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 15 980 150 1300000 _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 130000022.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2' 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55_0.16 490 0.13 588 2x8 HF2I 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32_ 7.82 7.320.20 438 0.17 526 2x8 HF2 16 100 20 1175 150 1300000 8.02 13.59 9.51 9.79 _8.83 -8.02 8.31 _8.020.24 400 0.20 480 2x8 HF2j 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 972 •9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 2x10 HF2 T241 . 40 15 1075 150 1300000 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50-0.34 410 0.24 564 13 20 31.53 14.81 15.55 14.39 13.20 12.94 12.50-0.38 399 0.27 549 - 2x10 HF� 1 162 6 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 . 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add @ 32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17_50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00-0.32 554 0.24 762 2)2x100 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 0.26n 1 2x12 HF211 24 .2 40 15 980 150 13000 150 0 15.3338 35 18.01 18 9 30.68 16.72 1 17 50 15.33 15.73 14.25 0.35 485 0.26 666 .24 13.71 14.61 13.50 0.36 456 0.26 627 _2x12 HF 19.2 40 15 98 _ _2x12 HF2 16 40 15 980 150 1300000 16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB I I LOAD CASE 1 (12-12) 1 (BASED ON ANSI/AF&PA NDS-2012) Ke 1.00 Design Buckling Factor ( SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 i D+L+S i c 0.80(Constant) !Section 3.7.1.5 I 1 1 KcE . .__....0.30(Constant) [Section 3.7.1.5 .-. _1_.....-._ 1___....- 1. ._._....._.__;._.._ ___ _ ___ � Cb I (Varies) :Section 2.3.10 I Bending!Comp. Size 1 Size Rep. 'i, ' Cf f INDS 3.9.21 Max.Wall i duration!durationfactorifactor use 1 Cd(Pb) bCd(Fc) Eq. 7 Stud Grades Width Depth SpacinU Height Le/d Vert.Load Hor.Load 1 a=1.0 !Load @ Platd Cd(Fb)1Cd(Fc) Cf I Cf Cr Fb IFc perp Fc 1 E C Fb' )Fc perp'' FcFce FDS 1 fc fc/F'c' fb 1 #b/ j In. . in. 1 8. plf f plf ! (Fb)!(Fc) psi INTERIOR WALLS 12X4)H-F$TDD1 ! • 1 psi psi 1 psi psi psi psi psi psi ! psi psi I Fb"(1-fc/Fce) H-F Stud 1 1.5 3.5 16 i 8 27.4 100 01 0.0037 i 1993.4 1.00 1 1.15 1.1 '1.05 1.15 875 405 800 '1,200,000 854 ' 5061 9861 478.52 415.711 25.40 0.06 0.001 0.000 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 Oi 0.4076 1993.4 I 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 506! 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 2857.8 1.00 1 1.15 1.1 11.05 1.15 675 i 405 _800 11,200,000 854 5061 966 478.52 415.711 379.05 0.91 0.00' 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 01 0.8314 2657.8 i 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 5061 9661 478.52 415.711 379.05 0.91 0.001 0.000 WO;Lipy F 11tI I • 1• SPF Stud I 1.5 3.5 16 1 8 27.4 100 01 0.0039 1 2091.8 i 1.00 1 1.15 1.1 L1.05 1.15 675 425 725 11,200,000 854 5311 875.43811 478.52 407.531 25.40 0.061 0.001 0.000 SPF Stud I 1.5 3.5 18 1 8 27.4 1045 01 0.4241 I 2091.8 i 1.00 1 1.15 1.1 11.05 1.15 675 i 425 725 i 1,200,000 854 5311 875.4381 478.52 407.531 265.40 0.651 0.001 0.000 SPF Stud I 1.5 3.5 12 1 8 27.4 1990 01 0.8651 1 2789.1 i 1.00 1 1,15 1.1 1 1.05 1.15 675 ! 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 379.05 0.931 0.001 0.000 SPF Stud 1 1.5 3.5 12 1 8 27.4 1990 0' 0.8651 I 2789.1 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 ,1,200,000 854 5311 875.4381 478.52 407.531 379.05 0.931 0.001 0.000 INTERIOR WALLS(2X41 DF-L STUD -- DFL Stud, 1.5 3.5 16 , 8 27.4- 100' 01 0.0028 ! 3076.2 I 1.00 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 888 7811 1028.381 558.27 475.961 25.40 0.05J 0.00' 0.000 DF-L Stud I 1.5 3.5 16 1 8 27.4 1045 01 0.3109 3076.2 1 1.00 1 1.15 1.1 1 1.05 1.15 700 i 825 850 1 1,400,000 886 7811 1026.381 558.27 475.96' 265.40 0.561 0.501 0.000 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 0' 0.6342 1 4101.6 1 1.00 1 1.15 1.1 1 1.05 1.15 700 1 625 850 11,400,000 886 7811 1026.381 558.27 475.961 379.05 0.801 0.001 0.000 EXTERIOR WALLS I Ii 1 i 1 1 H-F#2 1 1.5 5.5 16 17.7083 18.8 3132 SJ 0.2408 I 3132.4 1 1.00 i 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 1,271 5061 1644.51 1378.83 1031.581 508.18 0.491 0.001 0.000 14-F#2 1 1.5 5.5 16 i 9 19.6 3132 01 0.3652 1 3132.4 1 1.00 1 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 1,271 5061 1644.51 1011.45 837.571 506.18 0.601 0.001 0.000 H-F#2 i 1.5 5.5 161 1 825 18.0 3132 01 02858 1 31324 1 1.00 1 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 1271 5061 1644.51 120270 946.771 506.18 0.53'1 0.001 0.000 SPF#2 i 1.5 5.5 16c 1 7.7083 16.8 3287 0 02737 3287.1 1 1.00 1: 1.15 1.3 i 1.10 1.15 875 i 425 1150 11,400,000 1,308 53111454.7511484.89 1015.451 53123 0.521 0.00 0200 SPF#2 ' 1.5 5.5 16 1 9 19.6 3287 0 0.3905 I 3287.1 1 1.00 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 11,400,000 1,308 5311 1454.751 1089.25 850.161 531.23 0.621 0.00 0.000 SPF#2 1 1.5 5.5 16' 1 8.25 18.0 3287 0 0.3158 I 3287.1 I 1.00 1 1.15 1.3 11.10 1.15 875 425 . 1150 1 1,400,000 1,308 53111454.7511296.30 945.381 531.23 0.561 0.00, 0.000 1 1 SPF Stud 1.5 3.5 16. 1 14. 57 50.0 545 Si 0.9913 2091.8 1.00 1,1 1.15 1.1 11.05 1.15' 675 425 725 i 1,200,000 854 5311 875.4381 144.26 139.021 138.41 1.00, 0.001 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 01 0.9917 3287.1 i 1.00 1 1.15 1.3 1 1.10 1.15 875 11 425 1150 11,400,000 1,308 531i 1454.751 244.40 235.321 234.34 1.00 0.001 0.000 H-F#2 I 1.5 5.5 16 I 19 41.5 1360 01 0.9969 i 3132.4 , 1.00 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 1,271 506: 1644.51 226.94 220.14! 219.80 1.00 0.001 0.000 Page 1 D+L+W CT#4028AB I I LOAD CASE (12-13) ;(BASED ON ANSI/AF&PA NDS-2005) j SEE SECTION: 2.3.1 2.3.1 I 2.3.1 ` 3.7.1 3.7.1 ( 1 Ke i 1.00 Design Buckling Factor , D+L+W I 1 'Section 3• .7.1.5 1 Cr ( c I ._„0.80(Constant)> ___ y ! Cf(Fb) 1 Cf¢c) NOS ' KcE 1 0.30(Constant)> :Section 3.7.1.5 1 ! Eq.3.7-1 1 i Cb 1 (Varies) > ':Section 2.3.10 1 !Bending!Comp. Size 1 Size - Cd(Fb) Cb !Cd(Fc)1 1 I • ;NDS 3.9.21 Mex.Wall idurakonjduratian fadoritector I Stud Grade Width Depth Spadnd Height Le/d Vert.Load Hor.Load! n 1.0 Load Plate]Cd(Fb)',!Cd(Fc) Cf 1 Cf Fb j Fc perp Fc ' E Pb Fc perp'1 Fc• , Fce Pc I fc fc/F'c lb lb/ ! in. in. in. : It. .11 •-f •If Fb)i Fc •si 1 •I ..I 1 •si •si •.I I .51 ' •si •-I •si •-I Fb'•1-fc/Fce 111114:IPAa'j41114•191S11:e 1L91.11=11_- H-F Stud i 1.5 3.5 16 ! 8 27.4 100 51 0.1655 I 1993.4 1.60 1.00 1.1 11.05 1.15 675 ! 405 800 1 1,200,000 1,366 5061 840! 478.52 403.77; 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 18 8 27.4 1045 5 0.7755 1 1993.4 1 1.60 1 1.00 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 840 478.52 403.77 265.40 0.661 208.98 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 51 0.5538 1 3988.7 I 1.60 i 1.00 1.1 1.05 1.15 675 405 800 '1,200,000 1,366 5061 840 478.52 403.77 252.70 0.631 104.49 0.162 H-F Stud I 1.5 3.5 8 1 8 27.4 1990 51 0.5538 3986.7 1.60 1 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5081 840 478.52 403.77, 252.70 0.63 104.491 0.162 • NTBStud RO'_WAL._ 2X_SPF STUD • 8 27.4 100 I1 1,200,000 1 366 531i 761.251 478.52 393.99 25.40 208.981 0.162 SSP16PF Stud i 1.5 3.5 16 ( 8 27.4 1045 5 0.7972 2091.8 ( 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200 000 1,366 5311 761.251 47852 393.991 265.40 0.871 208.981 0.343 SPF Stud I 1.5 3.5 B 8 27.4 1990 5 0.5734 4183.6 1.60 1 1.00 1.1 11.05 1.15 675 1 425 725 1,200,000 1,366 5311 761.251 478.52 393.99' 252.70 0.641 104.491 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5, 0.5734 4183.8 t 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.99 252.70 0.641 104.490.162 i Nil 1NMDF-L Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1576 3076.2 I 1.60 1 1.00 1.1 i 1.05 1.15 700 1 625 850 11,400,000 1,417 7811 892.5 55827 460.251 25.40 0.061 208.981 0.155 DF-L Stud' 1.5 3.5 16 1 8 27.4 1045 5; 0.6137 , 3078.2 i 1.60 1 1.00 1.1 1 1.05 1.15 700 I 625 850 1 1,400,000 1,417 7811 892.5 558.27 460.251 265.40 0.581 208.981 0.281 DF-L Stud i 1.5 3.5 12 ! 8 27.4 1990 4.51 0.9884 ! 4101.6 1.60 i 1.00 1.1 11.05 1.15 700 1 625 850 1,400,000 1,417 781' 892.5 558.27 460.25 379.05 0.82' 141.061 0.310 : I I 1 g)ITERIOR WALLS •H-F 92 1 1.5 5.5 18 7.7083 16.8 3132 9.711 0.3909 I 3132.4 , 1.60 1 1.00 1.3 11.10 1.15 850 j 405 1300 11,300,000 2,033 5061 14301 1378.83 969.911 506.18 0.52 152.581 0.119 H-F 92 1 1.5 5.5 16 9 19.6 3132 8.46 0.5743 1 3132.4 1.60 1 1.00 1.3 11.10 1.15 850 I 405 1300 1 1,300,000 2,033 5061 143011011.45 804.50 508.18 0.63 181.231 0.178 H-F 92 I 1.5 5.5 16 ! 8.25 18.0 3132 8.13 0.4411 1 3132.4 1.60 I 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF 92 1 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 j 3287.1 1.60 1 1.00 1.3 1.10 1.15 875 1 425 1150 1 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 9 19.6 3287 8.46 0.6033 3287.1 I 1.60 I 1.00 1.3 1.10 1.15 875 425 1150 11,400,000 2,093 5311 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF 92 1 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1 1.60 1 1.00 1.3 1.10 1.15 875 1 425 1150 1,400,000 2,093 5311 12851 1296.30 884.69 531.23 0.60 146.34 0.118 1 SPF Stud I 1.5 3.5 16 14.57 70 8.46 0.9957 , 2091.8 1.60 ! 1.00 1.1 1.05 1.15 675 425 725 I 1,200,000 1,366 5311 761.25 144.26 138.14 17.78 0.11 1172.85. 0.979 1 ......+__... SPF 92 I 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1.80 `: 1.00 1.3 11.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1265 244.40 233.801 106.67 0.481 927.021 0.786 H-F#2 1 1.5 5.5 18 19 41.5 600 9.711 0.9921 1 3132.4 I 1.80 1 1.00 1.3(1.10 1.15 850 I 405 1300 1 1,300,000 2,033 5061 1430 226.94 219.021 96.97 0.441 927.021 0.796 Page 2 D+L+W+.55 CT#4028AB I I LOAD CASE ! (12-14 Ke ! 1 00 Design Buckling Factor (12-14) (BASED ON ANSI/AF$PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 23.1 I 3.7.1 3.7.1 c I 0.80(Constant) Section 3.7.1.5 D+L+W+S/2li( KcE 1 0.30 Constant) 1 __ !Section 3.7.1.5 --. -:--. - _..-...... __ Cb ' (Varies) > !Section 2.3.10 Bending':Comp. Size I Size Re 1 Cf(Fb 1 Cf c) • ) (F I NDS I ' i P Cd(Pb) Cb Cd(Fc) Eq.3.7-1 I NDS 3.9.2 Max.Wall 1 duration':.duration factor factor use i Stud Grade;Wdth Depth Spacing Height Le/d Vert.Load Hor.Load 1 0=1.0 Load©Plate Cd(Fb)1Cd(Fc) Cf Cf Cr Fb FcperpFc , E L. in. in. I ft, pit psf i plf (Fb) (Fc) psi Pb' Fc perp'; Fc• Fce F'c fc fc/F'c I Po 1 gr/ INTERIp$WALLS!2X41 H F STUD: psi• psi ! psi psi psi psi psi psi psi psi !Fb'(1-fc/Fce) H-F Stud I 1.5 3.5 16 1 8 27.4 100 51 0.1653 ! 1993.4 1 1.60 1 1,15 1.1 :1,05 1.15 675 i 405 800 1 1,200100 1,366 506! 966 478.52 415.71' 25.40 0.06{ 208.981 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 i 1993.4 j 1.60 1 1.15 1.1 11.05 1.15 675 ! 405 800 j 1,200,000 1,366 5061 i H-F Stud 1 1.5 3.5 8 8 27.4 1990 5! 0.5316 3986.7 j 1.60 1 1.15 1.1 11.05 1.15 675 I 9666 5061 1 478.52 415.71, 265.40 0.64 478.52 415.711 25270 0.61 104.49' 0.3431 H-F Stud I 1.5 3.5 8 1 8 27.4 1990 51 0.5316 ! 3986.7 j 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 61 478.52 415.71 252.70 0.61 104.491 0.162 INTEl21OR6WALLS 2X41 SPF STUD ! 1 ! SPF Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1654 2091.8 1.60 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,386 5311 875.438• 1 478.52 407.53! 25.40 0.06 208.981 0.162 SPF Stud 1 1.5 3.5 16 j 8 27.4 1045 51 0.7676 i 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 j 425 725 j 1,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.651 208.98 0.343 SPF Stud 1 1.5 3.5 8 ! 8 27.4 1890 5 0.5466 4183.6 1 1.60 j 1.15 1.1 1 1.05 1.15 675 ! 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 25270 0.621 104.491 0.162 • SPF Stud 1.5 3.5 8 8 27.4 1990 51 0.5466 ! 4183.6 ! 1.80 1.15 1.1 11.05 1.15 675 i 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.162 1 I . INTERIOR WALLS(2X41 DF-L STUD - ! DF-L Stud I 1.5 3.5 16 ! 8 27.4 100 Si 0.1574 I 3078.2 1.60 ! 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000-- _--- I I 781,1026.381 475.96 25.40 0.05 208.98 0.155 1 1 --- DF-L Stud 1.5 3.5 16 1 8 27.4 1045 5, 0.5921 3076.2 1.60 1 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56' 208.981 0.281 DF-L Stud,1 1.5 3.5 12 1 8 27.4 1990 51 0.9788 1 4101.6 j 1.60 1 1.15 1.1 1.05 1.15 700 j 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 379.05 0.80 156.731 0.345 I EXTERIOR WAI.14 1f I • ! H-F#2 1 1.5 5.5 16 !7.7083 16.8 3132 9.71, 0.3593 I 3132.4 I 1.60 i 1.15 1.3 11.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1844.5,1378.83 1031.581 506.18 0.49 152.581 0.119 H-F#2 1 1.5 5.5 16 , 9 19.6 3132 8.48! 0.5437 ! 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 i 405 1300 11,300,000 2,033 5061 1644.51 1011A5 837.571 506.18 0.601 181.2311 0.178 H-F#2 , 1.5 5.5 16 1 8.25 18.0 3132 8.13' 0.4100 . 3132.4 I 1.60 1 1.15 1.3',1.10 1.15 850 405 1300'1,300,000 2,033 5061 1644 5'1203,70 946.77' 506.18 0.53 146.34! 0.124 SPF#2 1 1,5 5.5 16 1 7.7083 16.8 3287 9.71 0.3872 3287.1 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(1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46 0.5595 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.751 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3267 8.13 0.4342 1 3287.1 1 1.80 1 1.15 1.3 1 1.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.7511296.30 945.381 531.23 0.561 146.341 0.118 ! . SPF Stud 1.5 3.5 16 1 14.57 50.0 70 8.461 0.9955 1 2091.8 i i 1 ! i j J 1.80 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 531;875.438 144.26 139.021 17.78 0.13'1172.851 0.979 SPF#2 1.5 5.5 1 18 1 19 41.5 860 9.71 0.9914 I 3267.1 1 1.60 1.15 1.3 X 1.10 1.15 875 425---1750 1 1,400,000 2,093 5311 1454.751-W4.40 235.32! 108.67 g.4B 927.02 0.788 H-F#2 1 1.5 5.5 18 I 19 41.5 600 9.711 0.9901 ! 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 ! 405 1300 1 1,300,000 2,033 5081 1644.51 228.94 220.141 96.97 0.441 927.021 0.798 Page 3 D+L+S+.SW CT#402868 1 I LOAD CASE 1 (12-15) 1 1(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 1 i D+L+S+WI2 I I Ke 1.00 Design Buckling_Fedor 1 Cr ------- c i 0.80(Constant)> Section 3.7.1.5 ._ ;• 1 - Ci(Fb) 'Cf(Fc)( NDS K..._. .__ 1CdF371 KCE i 0.30(Varies) > ,Sec0on 2.3.10bEq. - IBending:Comp. Size i Size Rep. I Cd(Pb)¢b) (Fc)1 1 1 Cb i (Varies) > ISectlon 2.3.10 I i j NDS 3.9.2 Mex.Wall idmatlonidura8on factorifactor use Stud Grads Width Depth Spacinj Height Le/d Vert.Load Hor.Load <=1.0 Load @ Ptatd Cd(Fb)ICd(Fc Cf 1 Cf Cr Fb Fc perp Fc 1 E Fb Fc perp'. Fc• 1 FcF'c fcc fc/F'c tb Fb„(1roi�Fce) I In. in. In. i S. pit psf I pit 1 (Fb)1(Fc) psi psi psi 1 psi psi psi psi 1 psiPsi P P INTEBI41i WALLS 2X41 H f STUD; I I • H-F Stud I 1.5 3.5 16 ' 8 27.4 100 5 0.1653 I 1993.4 1 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 1,368 5061 9661 478.52 415.711 25.40 0.08 208.981 0.162 H-F Stud I 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1 1.60 i 1.15 1.1 1 1.05 1.15 675 405 800 11,200,000 1,366 5061 966 478.52 415.71 265.40 0.64j 208.98 0.343 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 51 0.5316 3986.7 i 1.60 i 1,15 1.1 J 1.05 1.15 675 405 800 11,200,000 1,366 5081 968 478.52 415.71 252.70 0.61 104.491 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 f 1.60 I 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 968, 478.52 415.71 252.70 0.61 104.491 0.182 1 I i NT R OR WALLS X4 SPF S UD 1 ®® 27.4 100 5 0.1654 1 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.438' 478.52 407.53 25.40 0.06 208.981 0.162 SPF Stud . 15 3.5 16 1 8 27.4 1045 5 0.7876 2091.8 I 1.60 1 1.15 1.1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.65 208.981 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 1.60 ' 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.62 104.49 0.162 SPF Stud I 1.5 3.5 8 1 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 875.438 478.52 407.53 252.70 0.821 104.49 0.162 DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1574 I 3076.2 1 1.60 1 1.15 1.1 1.05 1.15 700 I 625 850 11,400,000 1,417 7811 1026.381 558.27 475.96 25.40 0.05 208.981 DF-L Stud I 1.5 3.5 16 8 27.4 1045 5 0.5921 3078.2 I 1.60 ' 1.15 1.1 11.05 1.15 700 I 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.961 265.40 0.56 208.981 0.281 DF-L Stud' 15 3.5 12 8 27.4 1990 5 0.9788 4101.6 i 1.60 1.15 1.1 11.05 1.15 700 625 850 1.400,000 1.417 7811 1026.38 558.27 475.961 379.05 0.801 156.731 0.345 • •:•: 1: - H-F#2 15 5.5 16 1 7.7083 18.8 3132 4.8551 0.3001 I 31324 1.60 1 1.15 1.3 j 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1844.51 1378.83 1031581 508.18 0.491 76.291 0.059 H-F#2 ! 1.5 5.5 16 ! 9 19.6 3132 4.231 0.4544 � 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 13001,300,000 2,033 506+ 1644.51 1011.45 837.57 506.18 0.60 80.81 0.089 H-F#2 I 1.5 5.5 16 I 8.25 18.0 3132 4.0651 0.3479 I 3132.4 1.60 1 1.15 1.3 I 1.10 1.15 850 405 1300 1 1,300,000 2,033 5081 1644.51 1203.70 946.77 506.18 0.53 73.17i 0.062 1 1 SPF#2 1.5 5.5 16 j 7.7083 16.8 3287 4.8551 0.3304 I 3287.1 I 1.80 1 1.15 1.3 1.10 1.15 875 425 1150 t 1,400,000 2,093 5311 1454.751 1484.89 1015.45 531.23 0.52 78.291 0.057 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 4.23 0.4750 I 3287.1 i 1.60 I 1.15 1.3 1.10 1.15 875 I 425 1150 11,400,000 2,093 5311 1454.751 108925 850.161 531.23 0.82 90.61 0.085 SPF#2 I 1.516 8.25 18.0 3287 4.065 0.3750 I 3287.1 1.60 I 1.15 1.3 1 1.10 875 1 425 1150:1,400,000 2,093 5311 1454.75 1296.30 945.381 531.23 0.58 73.171 0.059 • SPF Stud 1.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1 1.60 . 1.15 1.1 1.05 675 425 725 1,200,000 1,366 5311 875.438 144.26 139.02111 64.76 0.47 588.43 0.779 HF#2 19 Num 935 4.855 0.9970 3132. - ----- 1.-1.60 1.15 1.3 r 875 425 1150 11,4000,0000 0 2,093 53111454.75 244.40 235.32 151.11 0.84 483.511 0.580 1.5 16 I , H-F#2 I 1.5 5.5 16 I 19 41.5 885 4.8551 0.9870 I 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 I 1,300,000 2,033 5081 1644.5, 228.94 220.14 139.80 0.84 483.511 0.594 Page 4 D+L+S+.7E CT#4028AB1 I 1 !LOAD CASE Ke 1.00 Design Buckling Factor i 1 (12-16) I (BASED ON ANSI/AFBPA NDS-200 SEE SECTION 1 c I 0.80 Constant D+L+S+E/1.4 5) 23.1 2.3.1 2.3.1 3.7.1 (Constant)) SecLon 3.7.1.5 1 3.7.1 I KcE -_.. I 0.30(Constant) Section 3.7.1.5 -- ---- i 1 Cr I Cb (Nadas) !Section 2.3.10 i t 1...Cf(Fb)1„ _--...Cf(Fc) NDS Bending Comp.1 Size Size j Rep.I 1 Cd(Fb)' Cb Cd Fc NDS 3.9.2 Max.Wall duration duration;fador factor use1 j ( ) Eq.3.7-1 Stud Grady Width Depth Spadn Height Le/d Vert.Load'Hor.Load <-1.0 Load Plate Cd(Fb)Cd(Pc)1 Cf Cf Cr Fb Fc perp, Fc E 1 I In. in. in. j R. ! p8 1 psf g P P j Fb' 1Fc perp' Fc" Fce Pc fc i fc/F'c fb •. _ - .i I p 1(Fb) (Fc) 1 psi Pd ( Psi psi psi psi psi psi I lb/ H-F Stud i 1.5 16 I 8 27.4; 1001 psi Psi I psi Fb'(1-fc/Fce) H-F Stud 1 1.5 5 0.1653 1993.4 1.60 1.15 1 1.1 1.05 1.15 j 675 405 ! 800 1,200,0001 1,366 506 968 478.521 1 16 8 27.41 10451 5 0.7510 1993.4 1.60 1.15 1 1.1 1.0511.151 675 405 I 800 1,200,0001 1,366 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 415.71 25.40 0.08 208.98 0.162 8 8 27.41 1990, 5 0.5316 3986.7 1.60 1.15 1 1.1 1.0511.151 675 405 j 800 1,200,000; 1,3661 506 966 478.521 415.71 252.70:, 0.61 104.49 0.162 H-F Stud 1.5 8 8 27.4; 1990; 5 0.5316 3986.7 1.60 1.15 1 1.1 1.05 1 1.15 675 405 800 '1,200,0001 1,3661 506 INTERIOR WALLS 2X41 S_F STUp i 1 966 478.521 415.71 252.70] 0.61 104.49 0.162 • SPF Stud 1.5 3.5 16 8 27.41 1001 5 0.1654 2091.8 1.60 1.15 1.1 1.05 i 1.15 j 675 425 1 .• SPF Stud 1.5 3.5 16 I 8 27.41 10451 5 0.7876 2091.8 1.80 1.15 j 1.1 1.051 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 1 725 1,200,0001 1,366 531 875.438 478.521 407.53 25.40 0.06 208.98 0.162 OFF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 ' 4183.6 1.60 1.15 1.1 1.051 1.15 1 675 425 i 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 1.1 1,05 1 1.15 j 675 425 1725 1,200,0001 1,366 531 875.438 478.52' 407.53 252.701 0.62 104.49 0.162 DF-L Stud 1 1.5 3.5 16 1 6 27.41 1001 5 0.1574 3076.2 1.60 1.15 11.1 1.05 1.151 700 625 850 1,400,0001 1,4171 781. 1026.38 558.271 475.96 25.401 0.05 208.98 0.155 DF-L Stud DF-L Stud I 1.5 3.5 12 I 8 27.41 1990, 5 0.9788 4101.6 1.60 1.5 3.5 16 8 27.4i 10451 5 0.5921 3076.2 1.60 ' 1.15 1.1 1.05 1.15 700 625 j 850 1,400,000 1,4171 781 1028.38 558.271 475.96 379.051 0.80 156.73 0.345 1781 1026.38 558.27 475.98 265.401 0.56 208.98 0.281 1 H-F#2 I 1.5 5.5 16 17.7083 16.8 31321 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 j 1300 1,300,000' 2,0331 506 1644.5 1378.831 1031.58 506.181 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 1 9 19.6 31321 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 11.15 850 405 1 1300 1,300,0001 2,0331 506 1644.5 1011.451 837.57 508.18 0.60 76.47 0.075 H-F#2 1 1.5 5.5 16 j 8.25 18.0 31321 3.57 0.3404 3132.4 1.60 1.15 1.31 1.10;1.15 850 405 1 1300 1,300,0001 2,033 506 1644.5 1203.701 946.77 506.18 0.53 64.26 0.055 SPF#2 1 1.5 5.5 16 7.7063 16.81 32871 3.57 0.3154 3287.1 1.60 1.15 11.3 1.1011.151 875 425 11501 1,400,0001 2,093 531 1454.75 1484.891 1015.45 53123 0.52 56.10 0.042 SPF#2 I 1.5 5.5 18 1i SPF#2 1 1.5 5.5 16 1 8.29 18.01 32871 3.57 0.4618 3287.1 1.60 1.15 1 1.3 1.10 1.15 1 875 875 , 425 425 1150 1,400,0001 531 1454.75 1089.251 850.16 531.23 0.62 76.47 0.071 I i 1150 1,400,0001 2,093 1 2,0931 531 1454.75 1296.301 945.38 531.23 0.58 64.26 0.052 1 jI SPF Stud , 1.5 3.5 16 j 14.57 50.0 285j 3.57 0.9981 2091.8 1.60 1.15 11.1 '1.05 1 1.15, 675 425 725 1,200,000' 1,366' 531 875.438 144.261 139.02 72.381 0.52 494.93 0.727 SPF#2 r-13 5.5 16 i- - 19 41.5 1020 3.57 0.9910 3267.1 1.60 115 ----- 1 ---"-- ---_... I 1.3 1.1011.15!850 405 1300 1,300000 2,033 506 1645 226.441 220.34 152.75 0.69 340.83 0.513 H-F#2 � 1.5 5.5 16 1 19 41.51 845'1 3.57 0.9939 3132.4 1,60 1,15 1 1.3 1.1011.15, 850 405 � 1300 1,300,000' 2,033 506 1644.5 228.941 220.14 152.731 0.69 340.83 0.513 Page 5 1 F 0 R T E', MEMBER REPORT Level,Floor:Joist PASSED V 1 piece(s)9 1/2"TM® 210 @ 16" OC Overall Length:10'4" + O n a- , El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual •. v � :: Sym:Floor _' ,: „�� rPkv �' ' '�,. -^,_ f� at- '� s '.., ,v mss° .� Member Type:Joist Member Reaction(lbs) 882 @ 10'1 1/2" 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Memberuilding Use::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) Design Code:IBC Cy.Aso Live Load Defl.(in) 0.192 @ 6' 0.248 Passed(1/619) — 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.260 @ 6' 0.496 Passed(1/458) — 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 58 40 Passed — — •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None iti4jAkittlibligECREMEA 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. Residential-Living ga. 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0Area 2-Point(Ib) 6' N/A 250 660 CrMjll,.- ,:. r Mrr2EEI0 SUSTAINABLE FORESTRY 1,8„TivE 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. )are not designed by this circumvent>fieneed for design professional as es(Rim Board,determined by the authority haviking Panels and Squash ng jurisdiction.The designer of recone.Use of this software rd,builder framer issnot respontsiiibble 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 10114/20159:18:20AM ForteSoftwareeterse Operator Job Notes Forte v4.6,Design Engine:V6.1.1.5 CTictiagi Petersen 15238 P1an5ABD 9.5TJ1210.4te Engineering 1 (206)285-4512 Page 2 of 2 I mpetersen@ctengineering.cum 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD_DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 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 SM1=F,,*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SIDS=2/3*SMS SIDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Slo= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CID= 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 . 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 SIDS= 0.72 h„ = 29.53(ft) SID,= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020ASCE 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=SIDS/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) CS=SDI/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SD,*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3(EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w, *h;k w, *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof 29.53 29.53 1813 0.020' 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025' 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14' 9.14' 1103 0.025', 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00' SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00` 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure=' B B 30.2564372 Roof Type= Gable Gable 40.6012946 PS30A= 21.6 21.6 psf Figure 28.6-1 PS30 B=' 14.8 14.8;psf Figure 28.6-1 Ps3o c= 17.2 17.2'psf Figure 28.6-1 Ps3o D= 11.8 ` 11.8;psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kn= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 A*Ka*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*pe3o= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf PS B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART i Areas(F-B) Areas(S-S) 1.00 1.00' 1.00; 1.00 10 psf min.16 psf min. Wind(F-B) Wind(S-S) 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 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 9.87 22.55 11.813 26.971 Bsmt 9.14 0.00 7.4 9.89 32.44 11.83 38.81 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 Min/Part 2(Max.) Min/Part 2(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN V SUM vRF B)FD V(F B) LRFDViSUM (S-S) (UM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 32.44 V(SS)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2IPart 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN V SUM(F-B) RVi(SD DESIGN ViV SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips_ kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS 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 tsheating= 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 Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 0 LatLong .net Get Latitude and Longitude To make a search, use the name of a place, city, state, or address, or click the location on the map to get lat long coordinates. Place Name E i 1 39th way s &40th pl s, seatac, wa Find Add the country code for better results.Ex:London,UK Latitude Longitude 47.412415 -122.283440 anclis 1.9k G+1' 957 1 I Nit Tweeij 96 r e 1 http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 41 http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 um Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III r -*//, I acta • r y Lake see y "schoos�' .. . � li , -! 11A 'Ifify gz Y o :� �fA� £ � �Nil� r � � USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SM: = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. mat Response Spectrum 0,99 Design Response Spectrum 1.l1.10 0,99 909 0,72 0,82 0.24 0;3'1 O.S2 0.. 2 3 0,40 0 > 0,s0 0.44 0.32 to 0,24 0.22 0.19 0.11 0.00 0,00 0,00 0.02 020 040 0.20 0.2* 1.00 1.20 1.40 1232 1.20 300 COI 0.20 0.40 0.00 0. 1.00 1® 1.40 100 1.00 3.00 I(sec) p.r T(vita Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD DL Step# _ D FRONT DESIGN 1• OCCUPANCY CATEGORY TYPE= II` 2012 IBC ASCE 7-10 Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1 2 9 O Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi=Fv*Sl SM.= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 Soy= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC5= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2)O Tab 10. Seismic Design Category SDC= D Max. Max.11.6-2 M 11. Wood structural panels - N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor C20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 D FRONT DESIGN 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Sps= 0.72 h„ = 29.53(ft) Sp1= 0.44 z = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) 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=SD1/(T*(R/IE)) (for T<TO 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*Tt)/(T2*(R/IE)) (for T>T L) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w' *hk wx *hxk DESIGN SUMVi DESIGN Vi LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *htk Roof - 29.53' 29.53 2059 0.020' 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44' 20.44 2016 0.025 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14' 9.14 1437 0.025', 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00 SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E11.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43.00 43.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- --- Building Width= 42.0 '+ 50.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.6"psf Figure 28.6-1 PS30 e= 14.8 14.8`psf Figure 28.6-1 Ps3o c= 17.2 17.2'psf Figure 28.6-1 Ps30 D= 11.8 11.8'.psf Figure 28.6-1 A= 1.00 '' 1.00' Figure 28.6-1 KA= 1.38 = 1.38 Section 26.8 windward/lee= 1.00 1.00' A*Ict*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*1*Poo= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps o= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00> 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof -- 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 AF= 1922 25.8 30.7 V(F-B). 37.58 V(S-S)= 44.07 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) FD SUM LEVEL Story Elevation Height DESIGN) V(F B) Vi(S-S) V(S S) ViSUM DESIGN SUM RFD SUM(F-B) V(F B) ViRS-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 2044 20.44 0.00' 0.00 0.00' 0.00 1120 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00' 000. 0.00'' 0.00 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 0.00 V(F-B)= 37.58 V(SS)= 44.07 V(F-B)= 0.00 V(S-S)= kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height Vi(F-B) DESIGN `S(MB ) Vi(S-S) DESIGN SUM LEVEL Height (ft) hi(ft) 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(S-S)= kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN 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 P4 760 353 339 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 S1B.2 bi Blb �-- , B1a Blb /r f s� _ 0 c- 0 o Lc_=_1; 0 r c. oI r L P\ I CD Q L L P6 F2a F2b F3a Fla Flb P6 ® „ F4b 0 S18 2 00 4 STHD14 �Q 59.0 S1.2 ,STHD14 60 STHD14 6x10 HDR ,1_ b2a b b t.- b3 / i M I EE I I 1 1 r- ..,,c I. / - i/ 11II i'/// N L./ 2x LEDGER (n o v)Z I 1 �j 0 /II WWm CiI e-- -C-U1 _> q v^! W„; EI! 7 p_ iii 42x4 FRAMING 1 - I-- AT 24" O.C. R3. 1= 0 —`1°— 5x 4 6�€Af.F� - - I 7 i �.Z _:��:I BEAD fB 3.�TIUS EB PDR- � ,1 . 1 I •• I I ' 1' 41 S9.0 � L. I E ' -1 / / I RI F I 3. J i I GAR7 �_ 4x10 'SO.b x I I �\ �� \ .. \ STAIR / J1 1Es/44 STHDI74 STHD14 �,.-y P4 'THD14 \\FRAMING/ OPEN vIi - OTO7.P6 1+ \ / BELOW r•- \ � 1 \ / I N U A / \ 1 2 /\ \ l I \ STHD14 11111. STHD14 I 0__. 3.5x14 BIG BEAM FB 0 5.- LB x18 H)R -�• 11M1 ill i 49 STAIRI. UN /=1 co6X6 1 ik1 R2b Ipp .0.—Iii-------- ,1 L d I 10 'T E i� I N st V1 1 1,i r--.. 1 I D 2 2 2 8 HDR I I Q� 35"x14' BIG EAM RI,F5 o j ._.N { 5.1%16 "LB H R MI ' 11I; i�il ♦ 'l • =© 1 v iEl&•. ' 1 S 014 i6Liir / .5"x1• 1, BEAR FB VP - - - x r. F6a I, Fhb 2x FRAMING 2x8 HDR )2xB HDR '2)2xE HDR 14 AT 24" O.C. 7..__._. 59.0 (2)'x: HDR E STHD14 �Q T11014 5 SIM.59.1 1 \1- 1P.1 64\1D7.-. "-. 6xe PT 'OST c.) Lu= 0 up i- I-- ci< co° x 1-- csi 0 g' STHD14 Ogh STHD1, 60_ STHD14 41IF 4.10Va •i A- 4,10 hi ' 4<1O H R 4x 0 HD4x1 HDR b5b b4ab4b b5a E (.7.. c II cc u o ci o -, — 1--- c -ul -,- -on TA RElv 12.5 3.5: DI r -- ,x6 '0 --STAIR FRAPIN "".....- I ENG JOIS- I E_,_ -I --- ..n ,-- .... I F-1 RN. I X 0.11=1111 I ABOVE I L _I .•• • • Garl : • • -PROVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW BEARING WALL ABOVE ACROSS TO CUT DOWN JOIST SPAN (PER • . RODNEY'S INSTRUCTION). JOISTS FRAME OVER . Q THE PONY WALL WITH I-JOIST BLOCKING 5THD14 STHD14-N, • UNDER BEARING WALL ABOVE . 6 i STAIR1(M\ '-', r: . • cc cj : • : • 0. ,\SEV j • . . : . 0-04 \.__./ • • : u_cri ! 1--1-- ADDED ANOTHER JOIST • . • .• SUPPORT (PER RODNEY) _k- • 5 ' : • . --, • . 4XDR .• ••=•. 8H .1..... gi : I 7 . , 56.0 • . • . . L3 ; : . R4 . • 1 . • -1 • : , ; • • • , , . . • . , 9 • : ! ; S6.0 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 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RDTM Unet Usum OTM RoTM Unei Us,,,„ Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 1030 45.0 45.0 0.89 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - fl' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 , 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 92.080.5=Leff. 9.09 0.00 4.74 0.00 EV wind 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 4.02 kips Design Wind F-B V I= 6.72 kips Max.aspect= 3.5'SDPW D FRONT DESIGN Sum Seismic V i= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/ft v i Type Type v i OTM ROTM Unet Usum OTM RorM Unet Usum tlsum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) P (Plf) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kiP-ft) (kiP-ft) (kip) (kip) (MP) Ext L2 1008 45.0 45.0 1.00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2a* 121 2.3 6.5 1.00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 211 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 s 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 S 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=Leff. 6.72 9.09 4.02 4.74 1.00 EV„,„d 15.81 EVEO 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= 22.56 kips Min.Lwall= 2.31 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 Logy en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum (soft) (ft) (ft) (WO (kip) (kip) (WP) (WP) P (Plf) (Plf) (kip-ft) (kiP-ft) (kip) (WP) (WP-ft) (kip-ft) (WP) (kip) (kip) Ext L3 359.3 24.5 24.5 1,00 0,40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 517.3 25,8' 25.8 1.00 0.40 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201,2 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0+ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=L eff. 6.74 15.81 1.28 8.76 EVw;nd 22.55 EV Eo 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 PanelSeismic V I= 4.74 kips Design Wind F-B V i= 10.66 kips Max. Height= 9 ft. aspect= 35`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 WMax.. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type (vii (OTM (ROTTft)( kip) (kip) (OTM) (kip-ft) (kip) (kip) (kip) ROTM(sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) Ext 81a* 319.1 6,8 9,8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P614 P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 490 Ext 61b* 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 2.4 1.35 4.36 Ext B1bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 0.00 0 31 0.58 0 0.00 0.00 0.00 0.00 0.000.58 5.28 0.97 1 2.41 0 41 - - 0 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 Fl b* 205.9 2.6 9.1 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4.40 Ext Flo* 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 0.00 0.97 4.27 0.97 1.0 80 1.80 0.00 0.00 0.00 0.00 .80 9.59 0.72 4.84 4.84 4.84 - - 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 4,38 Ext F2b* 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4. 27 1.03 1.68 1.68 9.59 0.76 4.418 4.27 1.03 1.67 1.67 9.59 0.761 4.411 444 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0, 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -+- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -y- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 °1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0+ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-•- •--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ;1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.0 0.0 . 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 2059 2059 34.5 34.5=L eff. 10.66 0.00 4.74 4.740.00 EVe„nd 10.66 EVER 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 eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U.1 U..., OTM ROTM Unet Listen U..., (soft) (ft) (ft) (kif) (kilo) (kip) (kip) (kip) P (PIO) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 447 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`;4 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 50c4 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 In-1 Ga-r1 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 In Gar2 451.6 7.4 7.4 1.00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Staid 620.90 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0••- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•. --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV na 18.54 EVEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V I= 4.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V 1= 22.54 kips Min.Lwall= 2.31 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL es, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,=t Ue,,,n OTM ROrM U.,et UeUm USW', (sqft) (ft) (ft) (Mf) (Rip) (kip) (kiP) (kip) P (Plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 86.22 4.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext 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 4.27 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 136.5 6.8 16.1 1:00 0.40 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2,84 Ext B3b* 57.48 3.0 15.0 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7.94 -0.86 -0.86 13.41 5.88 3.30 3.30 330 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F-3 359.3 12.0 120 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 E 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Stain 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 nt 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0= 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00,, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 00 0.0 0.00 0.0 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0__- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EV,,„d 22.54 EVE0 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 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM R U, U, (soft) (ft) (ft) (kif) (wP) (wP) (kiP) •(kip) p (plf) (kilo-ft) t um OTM ROTM -yet -sum -sum (Pif) (kip-ft) (wP-ft) (ktP) (141D) (kiP-ft) (kip-ft) (kiP) (kip) (kiP) Ext 815* 319.1 6.8 9.8 1.00 0.151 1.65 0.00 0.74 0.00 1.00 1.00 109 PSTN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4;90 Ext alb* 597.1 12.5 19.0 1.00' 0.15' 3.09 0.00 1.38 0.00 1.00 1.00 110 P6TP4 P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext B1-bc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext Fla* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2;66 Ext Fib* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext F28* 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 00 1.02 1.17 0.00 7.99 0.76 3.17 3.17 3:1-7 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- 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 00 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2.64 E- -xt F35b* 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 p- - 0 0.00 0.00 0.00 0.00 00.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 too 0.00 tl-._ -` 0 0.00 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 too 0.00 0___ --. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 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,__ .00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--. .00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 - - 0 0.0 0.0 1.00 0.004' 0.00 0.00 0.00 0.00 1.00 0.00 0... .00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 - 0 0.0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--. .00 0.00 0,00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0... .00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00;, 0.00 0.00 0.00 0.00 1.00 0.00 0-_. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__, 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00a 0.00 0.00 0.00 0.00 1.00 0.00 0._. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0,__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--, 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0... 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: E Vu7nd 10.66 E VEo 4.74 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 Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Panel Height= 13.5 ft. Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.76 kips Sum Wlnd F-B V i= 18.54 kips Min,Lwall= 2.89 ft. per SDPWS 08 Tabie4.3.3.5 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 Ua. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Umt Us.„, OTM RprM U„st Us„„ Wall ID T.A. L(ft) L (pIf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (Hp) (kip) (s9ft) (ft) (kit) (wP) (wP) (4) (wP) p (MO 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 23.47 4.37 4.37 447 .75 4.62 4.62 4,62 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 4477 8.8.10 0.000 4.69 0.00 1.06 1.06.06 17.0 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 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 4499 10 24 5.24 16.31 -0.16 -0.16 33.09 10.00 0.002.08 .17 3.17 7 3,47 0 0 0.0> 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- Ext F5 121 2.0 10,0 1.00 0.30 0.39 0.26 0120 0.11 1.00 040 398 P3 P8 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 40 39 8 Ext F6b* 141.1 2.4 5.9 1.00 0.30 0.46 0..24 0.23 0.11 1 00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 3,33 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - Int Gail 338.7 5,5' 5,5 1.00 0,20 120 .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 .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 Stai 1 620.9 10.5 10.5 1 00 0 20' 2.02 47 11.25 91 01.03 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0,00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 cc 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 :1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' --' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 000 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00, 0.00, 0.00 0,00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00,00 00 1,00 000 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 2016 2419 47.3 47.3=Leff. 7.88 9.18 4.02 4.09 r,V,„„d 17.06 EVE° 8.11 Notes: * denotes a wall with force transfer JOB#: 15238_5 ABD_DL ID: R2ab w dl= 300 p/f V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w-537;.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds -► v hdr eq= 137.6 plf -► •H head= A v hdr w= 248.3 plf 1.44 v Fdragl eq= 222 F2 eq= 948 Fdragl w= 41 F2 . 1709 H pier= v1 eq= 226.6 p/f v3 eq= 226.6 p/f 2.6 vi w= 408.7 plf v3 w= 408.7 p/f feet H total= 2w/h= 1 2w/h= 1 10.04 v Fdrag3 eq= F4 e.- 948 feet A Fdrag3 w=401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= vsill eq= 137.6 p/f 6.0 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 f ♦ UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 Hpier/L1= 1.04 ► 4 ►4 ► 10.Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w d1= 300 plf V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4', pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds v hdr eq= 162.9 plf --► •H head= nv hdr w= 293.8 plf 1 44 v I Fdrag1 eq= 274 F2 eq= 133 • Fdragl w= •'4 F2 , 240 H pier= v1 eq= 229.5 plf v3 eq= 344.3 plf 6.0 v1 w= 414.0 plf v3 w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 v Fdrag3 eq= • F4 e•- 133 feet A Fdrag3 w=494 F4 w= 240 P4 E.Q. I 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 plf 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 v • UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4.1', L2= 2.5 L3= 2.0 Htotal/L= 1.17 10-4 10 ► Hpier/L1= 1.46 40. 3.00 L total= 8.6 feet JOB#: 15238_5 ABD_DL ID: B1abc w dl= 150 p/f V eq 2372.5, pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq267.6 V w= 5328.5 pounds V1 w= 1687.9 pounds = pounds _► V3 w= 3039.6 pounds V5 w= 601.1 pounds -► v hdr eq= 68.3 p/f --► H1 head=n -i v hdr= 153.5 p/f H5 head= A 1.31 A v Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 =drag6 eq= 84.8 Fdragl w= • 2 g g g 1 H1 pier= g =dra 1 175.1 =dra 5 w= •.3.0 Fdrag6 - 190.4 v v1 eq= 109.2 p/f v3 eq= 109.2 p/f v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 p/f v3 w= 245.3 /f feet p v5 w= 245.31 4.0 H total= 2w/h= 1 feet 9.1 2w/h= 1 2w/h= 1 Fdrag3= -..3 Fdrag•- 78.0 feet X Fdragl w= 97.22694 =dragl w= 175.1 :drag7eq= , 8.8 Fdrag8e. 84.8 P6TN E.Q. I Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 p/f H1 sill= v sill w= 153.5 p/f 5.5 EQ Wind H5 sill= feet OTM 21613.1 48542.9 4.0 R OTM 46187 51534 feet v UPLIFT -745 -91 VL Up Sum -745 -91 H/L Ratios: L1= 6.9 L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 Hpier/L1= 0.33 ► ► ► Hpier/L3= 0.19 L total= 34.7 feet > Hpier/L5= 1.63 0.95 L reduction JOB#: 15238_5 ABD DL ID: F2ab w d1= 170 Of V eq 949.0 pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds __► v hdr eq= 81.0 Of ► •H head= A v hdr w= 182.0 Of 1.06 v Fdrag1 eq= 264 F2 eq= 263 Fdrag1 w= "3 F2 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 Of 5.0 vi w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 Fdrag3 eq= s, F4 e•- 263 feet • Fdrag3 w= 593 F4 w= 590 P6 E.Q. I 2w/h= 1 P4 WIND H sill= vsill eq= 81.0 p/f 3.0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 UPLIFT -180 985 UP sum -180 985 H/L Ratios: L1= 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 ►-t 104 ► Hpier/L1= 1.92 4 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238_5 ABD_DL ID: B2ab w dl= 300 p/f V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7, pounds V1 w= 2028.7 pounds _____p. V3 w= 1840.0 pounds -► v hdr eq= 146.7 p/f -► H head= A v hdr w= 317.1 p/f 0.88 v Fdragl eq= 308 F2 eq= 279 • Fdragl w= :.5 F2 ,- 603 Hpier= vleq= 218.3 p/f v3eq= 218.3 p/f 4.4 vl 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. I 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 p/f 4.5 EQ Wind v sill w= 317.1 p/f feet OTM 17542 37913 R OTM 20093 14884 v v UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 Hpier/L1= 1.03 04 ► P.Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD_DL ID: BSab w d1= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 poundsV3 w= 1522.9 pounds V w= 4481.7' pounds V1 w= 2958.8 pounds -Ho.v hdr eq= 89.5 plf v hdr w= 201.0 plf •H head= A 1.03 V Fdragl 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 2w/h= 1 H total= 2w/h= 1 8.09 Fdrag3 eq= 7-• F4 e.- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 1 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 ► 4 0.1 ► Hpier/L1= 0.74 o. Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238_5 ABD_DL ID: F6abPLAND 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 —♦ —'—► v hdr eq= 57.7 plf —� •H head= A vhdrw= 118.6 p/f 1.03 v Fdragl eq= 185 F2 eq= 219 • Fdragl 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 IFdrag3 eq= : F4 e.- 219 feet • Fdrag3 w= 380 F4 w=450 P6 E.Q. 2w/h= 1 P6 WIND H sill= vsill eq= 57.7 p/f 3.0 EQ Wind v sill w= 118.6 p/f feet OTM 6576 13526 R OTM 14544 10773 v v UPLIFT -779 269 IUP sum -779 269 H/L Ratios: L1= 2.0 L2= 7.0 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 3.00 110-4 ►1 I. it Hpier/L3= 2.53 o•L total= 11.4 feet Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 Square Footing Design Page 1 User.3-2-0 3 ENE,Ver 5.8.0,1 Engineering o 15238_riverterrace 5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering SoTlware Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 III Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 0.000 psf ft 2,000.0 psi Concrete Weight 145.00 pcF Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% 1 Summary ' Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 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-Deo-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_Sabd.ecw:15238-5A Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness Short Term Load 0.000 k # 10.00 in of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.432 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25psi psi Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59psi psi Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 Alternate Rebar Selections... Mu :Actual 1.23 Mn*Phi:Capacity 7.63 3 #4's 2 #5's 1 #6's 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Page 1 Ree: 580010 Cantilevered Retaining Wall Design ,5238 riverterrace_Sabd.e�v+:15238-SA User 580010 997,Ver C 1-Dec-2003So (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG `Soil Data I [Footing Strengths&Dimensions M l Criteria 4 Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height = 1.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 350.0 1.33 Soil Density = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 0.0 ft Total Footing Width = 10.00 in 110.00 pcf Water height over heel Footing Thickness 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 Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs 1 Stem Construction I Top Stem I Design Summary 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 tb/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 ft4= 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 Bar Lap/Hook BELOW Ht. in= 6.00 Sliding Calcs (Vertical Component Used) all Weight = 100.0 Lateral Sliding Force = 95.3 lbs Wall ll Depth 'd' in= 4.000. less 100%Passive Force= - 393.8 lbs MasonryRData less 100%Friction Force= - 241.2 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection = [Footing Design Results Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft4 Masonry Block Type= Mu':Downward = 15 55 ft4 Concrete Data psi= 3,000.0 Mu: Design = 20 55 ft4 fc psi= 40,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy 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: R 580 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Userev: KW-001600 2997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (0)1983-2003 ENERCALC Engineering Software 15238 iverterrace Sabd.ecw:15238-SA Description CANT RET WALL H=2'NO SOG L Summary of Overturning&Resisting Forces&Moments 111 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 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 Load @ Stem Above Soil= 100.00. Soil Over Toe = 244.22 0.177 4.0 4.0 SeismicLoad = Surcharge Over Toe = Total = 95.3 O.T.M. = 74 1 Stem Weight(s) = 200.0 0.66 132.7 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 = Vertical component of active pressure used for soil pressure Vert.Component = 57.6 1.33 76.6 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 Page 1 User KW-0602997,Vet 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterra�Sabd.ecw:age6-5A [(°)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG [Criteria r [Soil Data 0 [ Footing Strengths&Dimensions M Retained Height = 3.50 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 = 0.33 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 Total Footing Width 350.0 1.6 6 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 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 Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0lbs Stem Construction Top Stem Design Summary l Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.000 Weight = 10 all0. Lateral Sliding Force = 316.1 lbs Wall ll Depth 'd' in= 4.000. less 100%Passive Force= - 351.2 lbs MasonryR less Data00%Friction Force= - 462.9 lbs fmpsi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection = [Footing Design Results Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft4t Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data psi= 3,000.0 Mu: Design = 62 369 ft-# c psi= 40,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy 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: R 5800 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Useev:r.KW-061002997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 2(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG L Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp lbs ft ft-it Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel - Toe Active Pressure = - 255.4 1.33 339.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 100.042 0.661 64.0 Soil Over Toe SeismicLoad = 24.2 0.17 4.0 Surcharge Over Toe = Total = 316.1 O.T.M. = 447 8 Stem Weight(s) = 400.0 0.66 265.3 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 = Vertical component of active pressure used for soil pressure Vert.Component = 191.0 1.66 317.1 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.e�vPage8-SA (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG [Criteria 0 [Soil Data I ! Footing Strengths&Dimensions I Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Retained Height = 5.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in 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 Dead Load 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem � Axial Live Load = 0.0 lbs t Stem Construction I Top Stem Design Summary 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 fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios 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= 6.000 Weight = 10 Wall 0. Lateral Sliding Force = 701.9 lbs WW ll Depth 'd' in= 5.500. less 100%Passive Force= - 393.8 lbs MasonryRData less 100%Friction Force= - 875.9 lbs 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 r Special Inspection Modular Ratio - n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data psi= 3,000.0 Mu: Design = 299 1,531 ft-ft ft psi= 40,000.0 Actual 1-Way Shear = 2.35 24.49 psiFy 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: Rev: 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 User.MI-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.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 ft4 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 1 11 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 rivertetra�Sa6d.ecw:1 Page 1 5A L(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria I [Soil Data t [Footing Strengths&Dimensions I Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height = 9.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft 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 Total Footing Width 350.0 4.8 3 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs { l Stem Construction Top Stem l Design Summary 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 fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Weight eight = Lateral Sliding Force = 1,929.4 lbs Wall ll ei Depth 'd' in= 0 100.00 less 100%Passive Force= - 486.1 lbs MasonryRDta less 100%Friction Force= - 2,419.6 lbs fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection [Footing Design Results1 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 ft4 Concrete Data psi= 3,000.0 Mu: Design = 1,390 12,332 ft4fc psi= 60,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy 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 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page z (c)1983.2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 coescriptiiM. 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-Deo-2003 Cantilevered Retaining Wall Design 15238_nverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Criteria 111 Soil Data 1 Footing Strengths&Dimensions 111 l Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 Heel Active Pressure 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in 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 Stem Construction 0 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 ft4= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overtuming = 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 Ford - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 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 M Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. _ Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5©11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: R 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Useev:r.15 02997,Ver 5.8.0,1-Deo-2003 CantileveredRetainingWall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 5abd.ecw:15238-5A Description CANT RET WALL H=12'NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadirteb`m ASD Allowable Design Values per Frame Segment Load Minimum Maximum Ultimate Width(inches) Height(feet) Load(pounds) Sheard(pounds) Deflection(inch) Factor 8 2,7801,000 93d 4F 0.32 2.8 16, 10 2,180 600 SCS 0.40 3.6 8 4,720 1,700 , 0.32 2.8 24 .--it NT 10 d10 3,630 1,000 93 HF 0.34 3,6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor=[1 (0.5—SG)[,where SG=specific gravity a'the actual framing.This adjustment shag not be greater than 1. (b)for construction as shown in Figure 1. , (c)Values are for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)`Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold downsEXTENT HEADER DOUBLE PORTAL FRAME crwa BRACED WALL PANELS) 1., • A SHEAVING fiLLER.1 EXTENT HEADER. -_ -:a IF NEEDED 1 a __ •.SRfraLE'PORTAL FRAME(ONE BRAC£D WALL f'1a�E11,. 2 1:i-7":',..","':''..- ' , 4. j .. MSN.r x•it 2S NCT MEAOErt �j. .(.. i d'.TO16— -1 •, t. t 79USL8. 11 Yr t.#:'' tYPICAL PORTAL---. 180' ,1.. `` OF 150 .ATE TO HEADER WITH TWc1 WOO LB ;; - HEADER ,� i FRAME :SINKERS �, M ">� ROWS Oaf left SPIK£R tVAN S PT 3'O.G'C(P. STRAP CONSTRUCTION y l j . 2 ROWS Q ; _140. iow . ti0.LSi'u41 (REF ,._ '' 1000 LS STRAP OPPOSITE SHEATHING 1 1; 14'' J roc i REF-•t {-- 1,`'FASTEN SHEATHING TO HEADER NRTH SD COMMON CR . FOR A PA Et.\ I I t 1- GALVANUED SOX NAILS IN.3-ERID PATTERN AS SHOWN AND}•1 SPLICE°F l i. .,,_,. .2X.4 I t I 1 1; NEEDED}.PANEL. FRAMING MAX, �.. 'r 3"D.C.IN ALL FRANAN6 tSTUOS•_810C>drtO.AND SILLS)'� , I EDGEBSHALL „, ' s ( 7VP: HEIGHT �. _ 1 is i. DCCUn.ovalt o 1 _ . 1' fa 1. • WIDTH(SEETABLE1) i BENAtLEOTO 11 COMMON BI.00' t,, .1 fro t.i' INGAND OCCUR I, 4200te: C ` Y WITNtNA80D.E24' j1 'i SIE , 1 I i MIN.{212X4 / l V O waumn c :4 �i imp 3 on.(2)2X4 c S. ONE ROW 3 r- ,..._-3'-AIN.TISCKNESS WOOD I• of' O.C.NAILING IS 1 1 •—r STRUCTURAL PANEL SHEATHING' REQUIRED IN EACH \`. PANEL EDGE, STH0141: —a MIN.400 Le STRAP TYPE ns-oval DEVICE IMIEEDDED /- INTO CONCRETE AND NAILED INTO FRAM1NGF INSTALLED. b J PER MANUFACTURER.MANUFACTURER.(REF.NO.STNMW.1000 LB R14,1 TIE GOWN r.ya , DEVICE{REFI T..._ .-*I.:-..` MIN.2"X'2'%3!18'RATE WASHER . .' No.311106}.' I H } ONE SI OtA ANCHOR BOLT WITH r:PAN.EMBEDMENT - tj j. a -�� � FOUNDATION 4.-..A SECTION A-A envtrr'ELEVATION SIDE 14,EVATION (ONE PAL'FRAMES ITS) 1 3 O1 f 1c5S tf' r_l�t tit= .7,1-1444rtP. 2 ID 2010 APA—'the Engineered Ward Asuuinrion Roseburg 0PL15-53 2-16-15 MAIN DAYLIGHT 3:46pm A Forest Products Company J6 Cs Beam 4.11.26.1 I of 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: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 a " "' ,, / 0 1970 / O 19 7 0 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel N/A 1.750" 821# 2 19' 7.000" Wall Steel N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" 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' Shear Total Load D+L 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79 LL Deflection 0.3542" 0.4932" U668 ToD+L 9.79' Totall Load L TotL 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 StrongTte. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "'Passing is defined as when the member,floor joist,beam or girder,shown on this drawingmeets applicablePACIFIC LUMBER&TRUSS must be reviewed by a qualified designer or design professional as required for approval. his design assumes productinstallationadcco ding to the manufacturer's err'ons,and s specins fcationshis sheet.The design BEAVERTON,OREGON 503-858-9663 sRoseburg J4 BASEMENT 10-13-15 , A 11:01am Forest Piixlucts Campam 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 / 10 6 0 ® 10 0 0 CO 2060 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#(502p1f) 201#(151p10 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.W 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.W 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 Stson 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,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 c�Roseburg J3 MAIN 11:oza10-13-15 1T� A Forest Products Company 1 Of I 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 / 19 7 0 / 19 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663