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Specifications (57) CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0818 (F) RECEIVED #15238 MAR 2 8 2017 Structural Calculations CITY OFTIGARD BUILDING DIVISION River Terrace „0). PRO, 4 Plan 19 �-�G; 60 •' • , � Elevation D ♦ ±d � Tigard, OR � CEGf)Ne!lik� tc.s22T. GF��F 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 ENGINEERING 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 19 also includes Plan 5019) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. 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 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# 14301: Plan 5019 ABD ROOF Roofing- 3.5',psf Roofing;-future 0.0 psf 5/8"plywood(O.S.B.) 2.2''psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling' 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (°-•-•-B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0',psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF An Ur ft 4X12 HDR (2),•10 HDA 4 12 HD' 412 DR =41!!-2•, _� pal: —• •— :- — . gym. • • E: . . PI ;il sI IL ; I 4X12 HDR \ V --Mi ___ , .4111111 I_ _ \ � o - \ \ / x Imo._ m I� I III r_1011 'al 'MIL.., . � I� __ I Tim! III .:„.... aa- \ � _III Tirm �;_ - - 1 Id . tp, ® I 1x I ii ' JI_P 19 I ■ 59.1 i I� _ I .__ I� rig G.T, O i i II II II ILS • i I I� rImoIi' 1 t, hit ,W 1 (2)2x1,HDR 0 --- \ x10HD (2)2 1 DR(2�z10HD` �' • n Ia.Ill HD' (2)2 DR(22x10HiIlk �' I ® --_1- m Al Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 3:38PM, 20 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Lk User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019D-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I RBD1 RBD2 RBD3 Timber Section 2-2x8 4x12 4x12 Beam Width in 3.000 3.500 3.500 Beam Depth in 7.250 11.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Ar- Douglas Ar- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.00 7.50 6.00 Dead Load #/ft 360.00 360.00 Live Load #/ft 600.00 600.00 Dead Load #/ft 315.00 Live Load #/ft 525.00 Start ft 3.000 End ft 6.000 Point#1 DL lbs 1,200.00 LL lbs 2,000.00 @ X ft 3.000 Results Ratio= 0.7474 0.9637 0.9551 Mmax @ Center in-k 23.04 81.00 80.28 ©X= ft 2.00 3.75 3.00 fb:Actual psi 876.7 1,097.1 1,087.4 Fb:Allowable psi 1,173.0 1,138.5 1,138.5 Bending OK Bending OK Bending OK fv:Actual psi 93.2 103.1 103.0 Fv:Allowable psi 172.5 207.0 207.0 Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 720.00 1,350.00 836.25 LL lbs 1,200.00 2,250.00 1,393.75 Max.DL+LL lbs 1,920.00 3,600.00 2,230.00 @ Right End DL lbs 720.00 1,350.00 1,308.75 LL lbs 1,200.00 2,250.00 2,181.25 Max.DL+LL lbs 1,920.00 3,600.00 3,490.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.017 -0.039 -0.021 1 UDefl Ratio 2,867.0 2,333.4 3,433.3 Center LL Defl in -0.028 -0.064 -0.035 UDefl Ratio 1,720.2 1,400.0 2,060.0 Center Total Defl in -0.045 -0.103 -0.056 Location ft 2.000 3.750 3.072 UDefl Ratio 1,075.1 875.0 1,287.5 41176 I- �._.i---_._._.L�/�z.yv.L._ _._.�._.4 1-1 6X6 11aa11 6X6 E U O Ka O< z 2x LEDGER o0 m5 5 iD14RJ WO Lk Lk •THD"RJ 44X72 HDR T111,D1 GT ABOVE 1 4x xR STHDI4RJ r_Z_z___ ='1{'.11 :RU 2LAM LVL D©I r GT ABOVE I If r 1 1' I 1 : a . T A:xVE C ? iII rI I1, 1 I j _, i 11 - GI y 1 1 Pa � GT ABOVE hNir STHDI4RJ 511HD14RJ-Vg / `\ L nX�OVE F=� I , ( �i F�t 4 r'-0 ABO/E ., \� , STHD14RJ - k 1 C _ , I i j 5'D 4R L • 01 EEARIN3 pi ` `t�' I Ol iw111 I I 1 i 4, GT FE 11 I I 0 1 " B 59.0 I •`+ 51.2 Q SIM. L t o 3 1- BEARING WALL 59.0 . I 6)'424 GUI FB 634124 GLB FB •`� \\\\�\\ \. •••11• 7141---,---..1..-1.-•_u._Vs�]-4r.+.�•-#_X_+I-.+F•-4- _ —- -H-0 U i , b r-_--'----.L-L-111,JIE��x16L BRIG EEAM IH1.� 1 -1--}{- T HITT—•T• •_H},i—.T .': f2 212 HDA \\ �� I I r'1 x 11( .111 I � :. E _a.__ --1__I/ -JDPEN --I STAIR PT.LOAD 5 D74R • FRAMING (1N4) 1• P6 FIXTURES -- G 1 x ABO P6 J 1 2x LEDGER 0 ' l BEARING WALL y` --'L ,- _. V /LMDDB HDUBJ I j y/t J. 1 �\ ���� U 3U • � I SIM. z o 9A Fp —FT LO1 D o n' ADD 2x1 TV:LKG • 12x4 FRAMING u u GT,TB u u u (020, 0 0 76' F.F. CTI -J AT 24"0.C. N- OPEN TO BELOW ..O IGT ABOVE T FR I—GT FB 1_ GT 1GT 1 x GT A30VE ,42.2(10_1-0:, - ABOVE ABOVE .O 1) 1 © 16 RIC EAM.- IDR. . . - •.J.L_I J.L..11.J1.-I.L �, / -W/ YE 1:r STI-1014R1 I 1 51MD14- 2 2x1 2 2x O FB 2 10 I0 ' rs� 0 A �.(Ir} _ 11 e: 0 S1H014 m© 50-1014 Li 14RJ / L• \ ��=ARING WALL ABOVE 29 LEDGER . (2y2 10_�{I,DR $ 2x LEDGER 0 TRUSSES 2x LEDGER film (210 PLh 4' 1 1 — I MONO TRUSSES 'W ®24.O.C. Li J 0 24.O.C. m© FRAMING PLAN& Plan 19D UPPER PLOWEER FRLOOR SHEAR PLAN 1/4"=1'-0• Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calwlations Description 5019ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FBI FB2A FB2B F62D FB3 F64 FB5B 1 Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fr- Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data ` Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 1 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs 769.00 @X ft I _,� 2.750 [esults Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 r Mmax @ Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Title: CALAIS AT VILLEBOIS Job#14301 - Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD-UPPER FLOOR FRAMING (2 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB5D FB6q/FB6D FB6B FB7 FB8 FB9 FB10 Timber Section 5.125x24 Prllm:5.25x16.0 Pdlm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prllm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fr- Douglas Fr- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data r Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 [esults Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 �Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK , Reactions r @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 @ Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 UDefl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 UDefl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 UDefl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr:ARS Date: 3:31 PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calculations Description 5019ABD- UPPER FLOOR FRAMING (3 OF 3) Timber Member Information 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II FB11 FB12A FB13 Timber Section 6.75x24 6.75x24 6.75x24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade las Fir,24F- Douglas Ar,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No [enter Span Data Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 Mmax @ Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 UDefl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 50'-D ` 3._6. 11•-53" 10-2743" 21•-43 6-11Y2 1 _1 ' ' it I 6X6i31- '-`- LTHICKENED , 656 SLAB EDGE 31s• CONC o 11 - PATIO SLAB DI DI - J � Abel4 1'-3 $ -0-7- 10 STHDI4RJ P4 '�c� Ir SDI4RJ •-2- P4 I 1ND14RJ TH -1 1 7—STHD14R. 1 ISI~ ~ Tl N I f 1 Il 7 76-SO x70 DEEP- t I I: BOFT EW I I.-: I.I ♦ -STHD14RJ P` STHD14R6 I I ITS•"°)) 4z. 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Ir 56.1 2•-1I6'-3- �•-' 4 9'-9Y- 4 20'-2Y2 f f 50•-0" Man 1 9D FOUNDATION PLAN 1/4-=1'-0' Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 1:04PM, 24 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calwlations Description 5019ABD-MAIN FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined C13 Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No enter Span Data111 Span ft 6.50 Dead Load #/ft 184.00 _�Live Load #/ft 490.00 LResults Ratio= 0.7924 �Mmax @ Center in-k 42.71 @ X= ft 3.25 fb:Actual psi 855.8 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 77.9 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 @ Right End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 3,898.4 Center LL Defl in -0.053 UDefl Ratio 1,463.9 Center Total Defl in -0.073 Location ft 3.250 UDefl Ratio 1,064.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301: Plan 5019 ABD Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=F„"S, SM,= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3"SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sip,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor n0= 3.0 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 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14301:Plan 5019 ABD Sips= 0.78 h„ = 19.00(ft) Sp,= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0!020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Spt/(T*(RAE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sip *TL)/(T2*(R/IE)) (for T>T r) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h,k DESIGN SUM LEVEL Height (ft) h,(ft) (sgft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 19.00-: 19.00 2400 0.022 52.8 1003.2 0.60 6.02 6.02 2nd 9.00 10.00 10.00 2400 0.028 67.2 672.0 0.40 4.03 10.05 1st(base) 10.00 0.00, SUM= 120.0 1675.2 1.00 10.05 E=V= 14.35(LRFD) 0.7*E= 10.05(ASD) Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5019 ABD NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36.00 36.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. - - Building Width= 50.0 50.3ft. V ult. Wind Speed 3 s«.Gum= 120 120 mph Figure 1609 Fig. 26.5-1A thry C Vasd. Wind Speed 35 G t= k_. 93,mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 25.7 25.7'.psf Figure 28.6-1 Ps3o a= 17.6 17.6'psf Figure 28.8-1 Ps3o c= 20.4 20.4'psf Figure 28.6-1 P5300= 14,0 14,0'psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Krt= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) X*Krt•I : 1 1 Ps=A*1<z1*I*Poo= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) psa = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsA=,dcwereoe= 23.1 23.1 psf (LRFD) Ps B and o average= 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2`2a= 30 30.25 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00' 1.00'; 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89;' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 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) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 36.00 17.0 0 340 0 510 0 302.6 0 457.7 Roof - 19.00 19.00 4.5 90 0 135 0 90 0 121.2 0 17.2 15.5 18.19 18.19 16.52 16.52 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 287.4 0 7.6 7.6 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 AF= 1449 24.8 23.2 V(ns)= 28.89 V(e-w)= 27.26, kips(LRFD) kips(LRFD) kips kips, Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14301:Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 19.00 19.00 0.00'. 0.00 0.00. 0.00 18.19 18.19 16.52. 16.52 2nd 9.00 10.00 10.00 0.00.: 0.00 0.00: 0.00 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 V(ns). 0.00 V(e-w)= 0.00 V(n-s)= 28.89 V(e-w)= 27.26 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min/Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6'W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(NS) V(NS) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 16.52 16.52 10.91 10.91 9.91 9.91 2nd 10 0 0 10.70 28.89 10.75 27.26 6.42 17.33 6.45 16.36 1st(base) 0 0 0 V(ns)=. 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36 kips(LRFD)__ kies(LRFD) kips(ASD)._ kips(ASD) Page 1 Design Maps Summary Report Page 1 of 1 IIIIESS 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 p ' r #n ` iii 3� b s "5 / z E 1 •.:..'-'41,-;.. .'-' Kiri ,l � f1Al litl!Sie sv 9 � u � 3 w �� a �- s `� � a ��� r 0k r a Lake Oi eqo 9 ,''-'•'-• i'-':',Y,..------'-'-,,•>.:=0--*,,z-' hi q,h,Kinotta msAr a ' -I4/17,.... ati y is 2 Iteb tL, ��--.,., .y1.. "` 'vu ..F.E ,...., , i...k �. �/.� .s .«6+z.. .�.,. USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g S1 = 0.423 g SM: = 0.667 g S°1 = 0.445 g For information on how the 55 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. oAls NICE*.Response'Spectrum Design Response Spectrum 042 0,72' 408 0,22 0,17 022 A o. . St 024 of 4 7 tt,24 # I o:a 0,02 o. 020 o.a 0.20 o a. �. l.aw 1 0 140 . 2. €�. eco o. L00 "0L.40 . 14* zr a�iod T{ s, .- 1{iii 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 • B AB Roof Below 50'-0- ♦ 11'-SY2- 1 38'-6}4' I• 6'-0Y2- 5•_5' 9.-7743. 4'-11Y8- �'-9�z„i'-p- 5'-5Y2' 4'-11}4' 4'-11,2 5-3Y2' 6-0 -0 SL 2-6 4L-0 S I AFFTY7 A71Nf'aa� «, 3-0 SFO SH 6-0 -0 F 3-p 5�-°SH ♦ I I I 40 60'g3 72'x36' I Shower Tub ' t TREY CEILING PER TRUSS DESIGN On I I- ♦\ I `-TUB PLATFORM ♦ 0+21-A.F.F. 6-014-0 S In I 2-4 H i li- Ii Master Bath Master Bedroom: a 2-4v- H 1 2v- ?' 1� In 1I'-7Y2- /2 ^ 4`'/-Z11Y2� i'-9YI- 7-45” ....6.14\ 4 11 L %5•9- ,i�_—_; HII Bedroom 4 �- - I A\i—irk ® s� -^ _ INSULATE FLOOR OVER UNHEATED I S de P y0, 5 8:P S h P -� I SPACE I r 5 SH. - i 2-6 H W ' x a 22-'41 e -4 HCW n 2-4 HC o_ ATRC' n n"` I� ry as AMISS' W.I.C. N W.I.C. u m 1 '� m i Qi 2-8H W - y W.I.C. tn _ o �! aZ _ "al i 60 z033 S&P -1 S&P 1 '� F Laundry �_ L " , SHOWER 2-6 HCW ei ) l �2x �' 5 SH. c [ALL BELOW 1o. 1 'i' Open to o =1 rTBel00 Bedroom 2 ----• a o,-r R2-0 EDID4'-11Y2 - 5'-6}Z Bath " viilli W, 2-4 HCW o _�• k�11 n 1., II ici) o DN 0 14 _rI w LOW WALL AT+42-A.F.F. l 2-6 HCW I Hall .- I ..OPEN RAIL J Bonus Room 4 4 F2 ° i 4 HCW > I 1, Bedroom 3 I INSULATE FLOOR - OVER UNHEATED + Open to Below u 4.p: SPACE m '''I"' WIC I ut Floor Below c ,�,��r r,.,,r,rt� --f�������- ��rS'.'''''""""'!"'1;T, S.&,P,.,, 1 l' + I 3 0 D SHSH 1 RoojBelow L___ 1 ___�t9.411�eloy'____1____J L 3-0 SH0 SH 3-0'5-0 F 3-0 J - 1 I I I L__J I I I I I I I I 6'-9y' I 3-5Y2 r 3-5Y2 + n-9Y4 , 4'-5Y } 4'-5Y4 1'_11-} 3'-5Y + 2- j 3'-5Y2' j 6'-103 ! 20'-5}1- 8'-10l 4'-1134• 15'-8Y2- r 50•-°- 4' 0 Plan 19D UPPER FLOOR PLAN 1/4-=1'-0- e 2r-11)�j" e e s•-6. - 6" �jjlr 2 6" r • 1t Patio it'-5)4" I S-6 6'-3)2" _ l2'Oyu • { ll rl 1 I Ii' f MO 4-0: 0 SH I 1 ''i :.Al - :4-0 0 SM 1 W411 1 1 I ol, 7 Alk 1 III I rill OrfT15 , DW l 11 Ur a ee Den ' m o ook Kitchen © I1 .:SOFFIT � Shop �;,�; DowN I 01 Iii F IIr��n -- ,., '' 4 6 HCW 1 `BOLLARD 0 I1. ll'il _ __ 3-0 HCW .. Y II — �IIi �, SOFFl7 DO L II �owiier I 2-934 10'-0" 4-TY 2-B NTL 1�I o WOOD TREAD INSUL I n MAX RISER 8" (ADD STEPS REVD BY GRADE) Q CLOSET 1,14 n3-Car GarageII 6-OIBFOLD I1Dining Room B nWALL FINISH; 1}"GWBPantii ,D" '°CEILING FINISH 4b"TYPE X'GW9 '`"'�FIRE-TAPE ALLGWB5SHELVES1WRAP BEAMS BELOW CEILING LEVEL __�w oI INSULATE FLOOR ABOVE. IIIIIIIIIIF �T‘17 o 11,01111 ,�I GUARD RAIL W/6HIGHFURNACE TO BE SIZED -�G€7 --Aof 2z4 CURB AT BOTTOM- PER OFOR M73+18" �QaVV::99 � " 1 lry TOP AT+42"ABV.NOSING PLATFORM®+18" -" 12'-3" Y-432 a rT I'o ABOVE ADJACENT I /,t I o f GARAGE SLAB L/�/.aS�� 01a — r,l it" I I"N'�d=IT 1 = 11'-6•� I' or . 11 6I?.Q1L 11IL I 1 llll W F n FlREPLACE•OINSTALL EPER MFR. $gffl 1 rIIIIV oUL Al M10 Great Room D : 11;� 19 S 12"TILE SURROUND W/ I1J PP(CABLE Entry 2z TRIM FRAME N� PE SITE I o __, • HTIDNS 10 :, LL I A' — © I _ 114 'q ' 16-0 8-0 SOHO iv -' ®4'-534 - Q 4'-Sy"4. I "' Alli `r' ch I I I WINDOW 1 • I EllI I 1 •+ L i FloorlAbove a___ Porch 0 1 __ __ I 3-0 -0 SH 4-0,5-0 F 3-0 -0 SH I © T 1 I- I 1 N L T It I I I 10'-234 9'-9Y4 0 i'-11)14 3'-11)2" i 3'-11)2" i'-11)4- 20'-0" '-932 V-2}4" 1'.-.0)" 3-1134 + I l'-10" • Plan 19D ® LOWER FLOOR PLAN 1/4"=1'-0" SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 6.02 kips Design Wind N-S V I= 10.91 kips Max.aspect= 3,5'SDPWS Table 4.3.4 Sum Seismic V I= 6.02 kips Sum Wind N-S V I= 10.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 I-DL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Listen OTM ROTM Unet USUm Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2.95 0.00 1.62 0.00 1.00 1.00 96 P6TN P6 173 14.62 11.68 0.18 0.18 26.52 14.15 0.76 0.76 0.76 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A2 552 14.5 15.8 1,00 0,15 2.51 0.00 1.38 0.00 1.00 1.00 95 P6TN P6 173 12.45 8.48 0.29 0.29 22.59 10.28 0.89 0.89 0.89 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A3 465 15.5 18.0 1.00 0.15 2.11 0.00 1.17 0.00 1.00 1.00 75 P6TN P6TN 136 10.49 10.36 0.01 0.01 19.03 12.56 0.44 0.44 0.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 375 12.5 16.5 1.00 0.15 1.71 0.00 0.94 0.00 1.00 1.00 75 P6TN P6TN 136 8.46 7.66 0.07 0.07 15.35 9.28 0.51 0.51 0.51 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 AS 360 12.0 13.5 1.00 0.15 1.64 0.00 0.90 0.00 1.00 1.00 75 P6TN P6TN 136 8.12 6.01 0.19 0.19 14.73 7.29 0.66 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 10.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 D.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 71.5 71.5=L eff. 10.91 0.00 6.02 0.00 EV nd 10.91 EVEO 6.02 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 4.03 kips Design Wind N-S V i= 6.42 kips Max.aspect= 3.5 SDPWS Table 4,3.4 Sum Seismic V I= 10.05 kips Sum Wind N-S V I= 17.33 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 pQe 0.6D+W per SDPWS-2008 pt= 1.00 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 en, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM ROrM Unet U,um OTM ROTM Umet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 34.0 35.5 1.00 0.25 1.98 5.45 1.25 3.01 1.00 1.00 125 P6TN P6 219 42.56 74.68 -0.96 -0.96 74.34 90.53 -0.49 -0.49 -0.49 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 462 19,5 19,5 1.00 0.25 1.24 0.00 0.78 0.00 1.00 1.00 40 P6TN P6TN 63 7.76 23.53 -0.84 -0.84 12.36 28.52 -0.86 -0.86 -0.84 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 190 8.0 9,3 1.00 0.25 0.51 0.00 0.32 0.00 1.00 1.00 40 P6TN P6TN 64 3.19 4.58 -0.19 -0.19 5.08 5.55 -0.06 -0.06 -0.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A9 166 7.0 7.0 1.00 0.25 0.44 0.00 0.28 0.00 1.00 1.00 40 P6TN P6TN 63 2.79 3.03 -0.04 -0.04 4.44 3.68 0.12 0.12 0.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Al 0a* 203 5.5 10.8 1.00 0.25 0.54 1.32 0.34 0.73 1.00 1.00 195 R6 R6 339 10.71 3.66 1.46 1.46 18.63 4.43 2.94 2.94 244 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. Al Ob* 637 17.3 20.5 1.00 0.25 1.70 4.14 1.07 2.28 1.00 1.00 194 R6 P6 339 33.50 21.88 0.70 0.70 58.43 26.52 1.92 1.92 4,92 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0', 1,00 :0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 91.3 91.3=L eff. 6.42 10.91 4.03 6.02 1.00 EVntnd 17.33 EVEQ 10.05 Notes: * denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel • JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: Al Dab w dl= 250 plf V eq 4420.0 pounds V1 eq = 1068.6 pounds V3 eq= 3351.4 pounds V w= 7700.0 pounds V1 w= 1861.5 pounds V3 w= 5838.5 pounds -_0. ► v hdr eq= 151.1 plf -► •H head = A v hdr w= 263.2 plf 1 v Fdragl eq= 237 F2 eq= 745 A Fdragl w= -, 4 F2 - 1297 H pier= v1 eq= 194.3 p/f v3 eq= 194.3 plf P6 E.Q. 5.0 v1 w= 338.5 p/f v3 w= 338.5 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 , . Fdrag3 eq= . F4 e.- 745 feet A Fdrag3 w= 414 F4 w= 1297 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 151.1 plf P6 4.0 EQ Wind v sill w= 263.2 plf P6 feet OTM 44200 77000 R OTM 52529 64167 A . UPLIFT -291 449 Up above 0 0 UP sum -291 449 H/L Ratios: L1= 5.5 L2= „ 6.5 L3= 17.3 Htotal/L= 0.34 Hpier/L1= 0.91o. �� o Hpier/L3= 0.29 L total= 29.3 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 6.02 kips Design Wind E-W V I= 9.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.02 kips Sum Wind E-W V I= 9.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 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 eo. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Unet Ue„m OTM ROTM Unet Usum Vaum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 3- 00 3.0 6.0 1.00 0.15' 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 0.67 2.61 2.61 11.15 0.81 4.43 4.43 4,43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B1 b* 250 2.5 5.5 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 251 P4 P4 413 5.64 0.51 2.80 2.80 9.29 0.62 4.73 4.73 4,73 0 0.0 0.0 1.00 0.00,' 0.00 0.00 0.00 0.00 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 B2a* 350 3.5 10.8 1.00 0.15" 1.45 0.00 0.88 0.00 1.00 1.00 251 P4 P4 413 7.90 1.40 2.29 2.29 13.01 1.69 3.99 3.99 3,85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B2b* 3- 00 3.0 10.3 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 1.14 2.41 2.41 11.15 1.38 4.19 4.19 4,45 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 300 2.5 7.5 1.00 0.15' 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6,63 - - 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; B3b* 3- 00 2.5 7.5 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6,63 - - 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 B4a* 3- 00 4.7 7.9 1.00 ;0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4b* 300 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 3,37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 26.3 26.3=L eff. 9.91 0.00 6.02 0.00 EV wind 9.91 EVEQ 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design Wind E-W V I= 6.45 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 10.05 kips Sum Wind E-W V I= 16.36 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Line Usum OTM ROTM Unet Usum U m (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5 384 11.5 11.5 1.00 0.25 1.03 2.27 0.64 1.38 1.00 1.00 176 P6 P6 287 20.25 8.18 1.11 1.81 33.02 9.92 2.13 3.47 3.47 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a* 117 3.5 5.5 1.00 0.25 0.31 0.38 0.20 0.23 1.00 1.00 122 P6344 P6 198 4.26 1.19 1.08 1.08 6.94 1.44 1.94 1.94 4.94 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 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 B6b* 208 6.3 11.3 1.00 0.25 0.56 0.69 0.35 0.42 1.00 1.00 123 P8-TN 126 200 7.69 4.35 0.60 0.60 12.49 5.27 1.29 1.29 449 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 878* 233 7.0 12.0 1.00 0.25 0.63 0.77 0.39 0.47 1.00 1.00 123 126444 R6 199 8.61 5.20 0.54 0.54 13.96 6.30 1.21 1.21 4,24 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 B7b* 258 7.8 9.8 1.00 0.25 0.69 0.85 0.43 0.51 1.00 1.00 122 R6114 P6 199 9.43 4.68 0.67 0.67 15.43 5.67 1.38 1.38 4.38 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 B9 720 8.0 8.0 1.00 0.25 1.93 2.98 1.21 1.80 1.00 1.00 376 P3 P3 614 30.09 3.96 3.56 3.56 49.14 4.80 5.85 5.85 5.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B10 84 2.0 2.0 1.00 0,25', 0.23 0.35 0.14 0.21 1.00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - - 0 0.0 0:0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B11 84 2.0 2.0 1.00 0,25' 0.23 0.35 0.14 0.21 1.00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B12 146 3.5 3.5 1.00 0.25 0.39 0.60 0.25 0.37 1.00 0.70 251 P4 P6 283 6.15 0.76 1.90 1.90 9.92 0.92 3.18 3.18 3.18 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 813 166 4,0 4.0' 1.00 ',0,25' 0.45 0.67 0.28 0.42 1.00 0.80 218 P6 P6 279 6.99 0.99 1.80 1.80 11.16 1.20 2.99 2.99 2.99 - - 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 55.5 55.5=L eff. 6.45 9.91 4.03 6.02 EV nd 16.36 EVEQ 10.05 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 1 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: Blab w d1= 150 p/f V eq 1380.0 pounds V1 eq = 752.7 pounds V3 eq = 627.3 pounds V w= 2270.0',!.., pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds ► v hdr eq= 120.0 plf ► •H head = A v hdr w= 197.4 plf 1 V Fdragl eq= 393 F2 eq= 327 A Fdragl w= :'6 F2 .- 538 H pier= v1 eq= 250.9 p/f v3 eq= 250.9 plf P4 E.Q. 5.0 v1 w= 412.7 p/f v3 w= 412.7 plf P4 WIND feet H total = 2w/h = 1 2w41 = 1 9 v Fdrag3 eq= • F4 e.- 327 feet A Fdrag3 w= 646 F4 w= 538 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 120.0 plf P6TN 3.0 EQ Wind v sill w= 197.4 plf P6 feet OTM 12420 20430 R OTM 4872 5951 ‘ . UPLIFT 697 1337 Up above 0 0 UP sum 697 1337 H/L Ratios: L1= " 3.0 L2= ' 6.0 L3= 2.5 Htotal/L= 0.78 ► ►ko'Hpier/L1= 1.67 ► Hpier/L3= 2.00 L total = 11.5 feet JOB#: CT#14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B2ab w dl= 150 plf V eq 1630.0 pounds V1 eq= 877.7 pounds V3 eq = 752.3 pounds V w= 2690.0 pounds V1 w= 1448.5 pounds V3 w= 1241.5 pounds 0. v hdr eq= 77.6 plf n H head= 1 v hdr w= 128.1 plf 1 Fdrag1 eq= 606 F2 eq= 519 A Fdrag1 w= ,00 F2 -- 857 H pier= v1 eq= 250.8 plf v3 eq= 250.8 plf P4 E.Q. 5.0 vi w= 413.8 plf v3 w= 413.8 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 . Fdrag3 eq= •t• F4 e.- 519 feet A Fdrag3 w= 1000 F4 w= 857 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 plf P6TN 3.0 EQ Wind v sill w= 128.1 plf P6TN feet OTM 14670 24210 R OTM 16246 19845 UPLIFT -77 215 it Up above 0 0 UP sum -77 215 H/L Ratios: III L1= 3.5' L2= 14.5 ► L3= 3.0 Htotal/L= 0.43 Hpier/L1= 1.43 Hpier/L3= 1.67 L total = 21.0 feet JOB#: CT#14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B3ab w dl= 150 plf V eq 1500.0 pounds V1 eq= 750.0 pounds V3 eq= 750.0 pounds V w= 2480.0, pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds ► ► v hdr eq= 100.0 plf — • H head = Av hdr w= 165.3 plf 1 v Fdragl eq= 500 F2 eq= 500 • Fdrag1 w= :-7 F2 - 827 H pier= v1 eq= 300.0 plf v3 eq= 300.0 plf P4 E.Q. 5.0 vi w= 496.0 plf v3 w= 496.0 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 . Fdrag3 eq= t I F4 e.- 500 feet A Fdrag3 w= 827 F4 w= 827 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 100.0 plf P6TN 3.0 EQ Wind v sill w= 165.3 plf P6 feet OTM 13500 22320 R OTM 8289 10125 v UPLIFT 364 851 Up above 0 0 UP sum 364 851 H/L Ratios: L1= 2.5 L2= 10.0 04 L3= 2.5 Htotal/L= 0.60 o Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 15.0 feet JOB#: CT#14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ' ID: B4ab w dl= 150 p/f V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds ► v hdr eq= 94.7 plf --00- A ►A H head = A v hdr w= 156.6 plf I V Fdragl eq= 308 F2 eq= 308 • Fdragl w= '19 F2 - 509 H pier= v1 eq= 160.6 plf v3 eq= 160.6 plf P6 E.Q. 5.0 v1 w= 265.5 plf v3 w= 265.5 p/f P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= 1: F4 e.- 308 feet ' • Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 94.7 plf P6TN 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 v • UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 ' 4 ,, , Hpier/L1= 1.07 o. Hpier/L3= 1.07 L total = 15.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 1200.0', pounds V1 eq = 430.8 pounds V3 eq = 769.2 pounds V w= 1940.0 pounds V1 w= 696.4 pounds V3 w= 1243.6 pounds ► ► v hdr eq= 87.3 plf A H head = A v hdr w= 141.1 plf 1 v Fdrag1 eq= 125 F2 eq= 224 • Fdragl w= !3 F2 - 362 H pier= v1 eq= 123.1 plf v3 eq= 123.1 plf P6TN E.Q. 6.0 v1 w= 199.0 plf v3 w= 199.0 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 y Fdrag3 eq= F4 e•- 224 feet A Fdrag3 w= 203 F4 w= 362 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 87.3 plf P6TN 3.0 EQ Wind v sill w= 141.1 plf P6TN feet OTM 12000 19400 R OTM 11608 14180 y UPLIFT 30 399 Up above 0 0 UP sum 30 399 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.73 IP- 0.4 ► Hpier/L1= 1.71 o. Hpier/L3= 0.96 L total = 13.8 feet . . ' JOB#: SHEARVVALL WITH FORCE TRANSFER ID: B7ab wdl= 250 plf V eq 1800.0 pounds V1 eq = 854.2 pounds V3 eq = 945.8 pounds Vvv= 2940.0 pounds V1vv= 1395.3 pounds V3vv= 1544.7 pounds ------ •,.. --------•,.. vhdroq= SG.Opff -------00 • Hhead= A vhdrw/= 156.8pff ��U888888881U0UU` ���\/ FuragYoq= 1O2 F2 eq= 202 A FdoagYw= ~8 F2 - 330 H pier= vYeq= 122.0plf v3 eq= 122.0plf P6TN E.Q. 4.0 vYw/= 188.3plf v3vv= 190.3plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdnyg3o4= : F4o^- 202 feet A Fdrag3 w= 298 F4 w= 330 2w/h = 1 H sill= (0.6-0.14Gdo) O 0.6D vsill eq= 96.0 Of P6TN 3U�UUXUUU5.0 EQ Wind vu0w/= 166.8pff P6 feet OTM 18000 29400 ROT[N 21585 26367 i v UPLIFT -198 168 Up above 0 0 UP sum -198 168 H/L Ratios: L1=���"�UCU��XUUUUU��0| • L2= 4.0 L3�NUUUUUUUUUUUUUUU7� Hto�VL= 0.53 L -- ------ � w Hpio�L1= 0.57 1,1 .8 il, Hpier/L3= 0.52 Ltota| = 18.8 feet t ri fir , S • raw ;. - _ r _ A PA ec nNO S.:. ..:‘ M TT- 100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stern wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—Thu Engineered Wood Association Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearm(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingta b,c,at (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (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,the allowable shear design values are permitted to be multiplied by the 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 design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 1. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening _ opposite side of sheathing Pony , wall height . F,I ' ,, „ v ryo- — Fasten top plate to header t with two rows of 16d s . ,.s ft �„ n ': 4 sinker nails at 3'o.c. a� ..rr. �a ,,'/."-"';', typ Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown sheathing panels e 9 max total ;� Header to jack-stud strap per wind design. • . wall Min 1000 lbf on both sides of opening opposite • • height side of sheathing. • If needed,panel splice edges shall occur over and be 10' ^-Min.double 2x4 framing covered with min 3/8" • �.- nailed to common blocking thick wood structural panel sheathing with EEEE " within middle 24"of portal height •',� .,. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. • nailing is required in each panel edge. Min length of panel per table 1 Yilk Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar :T€- ' jack studs per IRC tables i top and bottom of footing.Lap bars 15"min. a„,;: R502.5(1)&(2). It r, t s. ', ” °' Min footing size under opening is 12'x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2°x 3/16"plate washer 2 CO 2014 APA–The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mininuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wuud Assucialtun 180 Nickerson St. CT E N G IIN E E RIING Suite 302 Project: -fo o , e kAa r -- �nJ - D+ Seattle,WA Date: ft%��. I 981 t)9 (206)285-4512 Client: a'fw 23e3,6),3,2 Page Number: PAX: (206)285-0618 k's I3 &Q CM-) erit) AT, r aLit X l6`` ill` k t2)1 FvfZ �5F o it4 og ri)( )7 6 ealuDil) 65 WZ3)e-IZ-) V 2 0rt, ( o _ g� �/ (1)(7 l�6 . �$ _ 1.-1)1 J � � 6t319, - Y. q3 6,5 LO' ) = 5I SXCcs w/(2' �t ©, 8.Pu.cu( 12,t E1 L,-)/4-4—`1:41 f&1 fl2t4-4— Jto ., d� ct'I = 4,51 8AU ,2 _QVi)96-s dSI L 5o \AD= w o ,� Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 hill Table 2.2A Uplift Connection Loads from Wind .• _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 730 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly I Roof Span(ft) Unit Connection Loads(plf)1A3A5'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281. 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 O psf6 36 272 298 324 380 441 506 576 650 729 856 Z Iii 48 350 383 417 489 567 651 741 836 938 1100 ni . 60 428 468 509 598 693 796 906 1022 1146 1345 G . 12 70 80 92 116 142 171 201 233 267 321 G 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 -� 48 194 227 261 333 411 495 585 680 782 944 z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 11.6 1.49 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 j` 20 psf 36 32 58 84 140 201 266 336 410 489 616 '� �`•' 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E:. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1216 19.2 24 48 Multiplier 1.00 I 1.33 I 1.60 I 2.00 I 4.00 :`1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pif) "I., for each full wall above. • ' i''• 6 F When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. r7 For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ?`` n"4-t. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 Seattle, ,WA Project: --P cAt siVrAe- . •, Rf5• Date: 98109 (206)285-4512 fff FAX: Client: Page Number: b (206)265-06I8 \di LADS — 7-12),45 IntitL ‘01q5a)ay1115E- PP WAD :A- ; IM cJV ►9z ,W) 1 !o NMPrF ( wyi 171., ;- 3 r I5 PE p DL t) CoAA00 tss 47)( ' 36 IMEM loe 601040/ ( 10,c)(o,--)- (0,6) = )6p /ALT. -;,) 5 �L ev4 4 /ii - C N 1=-6 2)= c2 bi:=1 ( 4)(2) (1,0) 6,61v 2a -MR 400 c x 14-7- 6-6y .--_-__ 4-044_ iftv c A-arAknyes e fw15(L to')- (EY n A-1) DevridNi Structural Engineers TRUSS TO WALL CONNECTION ';I'1 \%At UI' BOF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'I III I I PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131'X 2.5" ,I(iu ii5 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ).'6 III) 1 SOWC15600 - - ,I li, II!, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1)1/1) 700_. .. -_... ...... ._.. 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. I070 2.'0 2 (2)SDWC15600 - - `i%li 2.N1 3 (3)SDWC15600 - - MI6 :1.15 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLJ('G. t 0.131" X 3" TOENAIL IT '�," AT 6" O.C. itt _+- \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS _F--- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4-=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPFVAI.UES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IF( 1-1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" +00_I 4115 1 112.5A (5) 0.131'X 2.5" (5)0.131" X 2.5" 535 L 11i) 1 SDWC15600 - - 485 116 2 1110-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 1070- 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. 1070 7.211 2 (2)SDWC15600 - - 1170 230 3 (3)SDWC15600 - - 149S .- -.341:7-- ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND Bd AT 6" O.C. SDWC STYLE _ CONNECTIONS 2X VENTED BLK'G. MI MEW tisk. w .. I INI H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. - C T ENGINEERING Sulte 302 I N C. Seattle,WA PLI41� lq 11n B D Date: 98109 Project: (206)285-4512 FAX: Client: Page Number: (206)285-0618 • FovnDflT104 � Zoao pJf . 1 .00 .ut • (4o p,r-I) l` ).•� - Uope.1)0') z Io4U ply UPP f�. 1 , t •tSS'p )(' ) +C►opa�)t,9.') z �s-o: CILA uuPAC�: L 1 s pr-t)(1t:1 ; . , • t s5 3w w• li.k W :(isr, pc ) C /12')Ell) ' ZOo , . .,` W , CIy0 pc-I) ('!i .')(14/ 12') .2 .133' I III?8' l W � 2• P = I1i3 a� •�', 20o;a Tu t tb1-114 lib P Coi.rr ?rt;. Ib'`,4•-10p 8 k•.-e.1•:: : :_ . . • , . : . • Structural Engineers Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 II _(c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 r Dead Load 1.200 k Footing Dimension 1.500 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 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 Reinforcingill Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0003 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % ISummary I Footing OK 1.50ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,991.67 psf Vu:Actual One-Way 2.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 658.33 psf Vu:Actual Two-Way 19.08 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.58 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 4:09PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calwlations Description 5019ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 ill Dead Load 4.500 k Footing Dimension 3.000 ft Live Load 12.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ReinforcingII Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015% Summary 1 Footing OK 3.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,969.44 psf Vu:Actual One-Way 29.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 625.00 psf Vu:Actual Two-Way 81.04 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.55 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft P tY 2 #7's 1 #8's 1 #9's 1 #10's