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Specifications - CtiF0&, t S�v . ( . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) RECEIVED #15238 MAR 2 8 2017 Structural Calculations DN TIGARD BUILDING DIVISION River Terrace ,c��oGI"E04,,4 PRO. j Plan 17 �� �-�•: 60 Elevation B kd t**,, 4REGF)111.<2 Tigard, OR . 22, ��FS .r 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 17 also includes Plan 5017) 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# : Plan 5017 ABD ROOF Roofing 3.5'psf Roofing future 0.0'psf 518"plywood(O.S.B.) 2.2"psf Trusses at 24"o.c. 4.0'psf Insulation 1.0 psf (1)5/8"9Ypsum ceiling 2.8'psf Misc.IMech. 1.5''psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0'psf 3/4"plywood (OS.B.) • 24°:78u .7psf 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 HDF I I '� HDR y 1711- RBB2 I PI ilI u u u u I l u U p1M1 : i , HDR iDR HDR l j RBB1 I II li iI 7 • j �� II, 7\� � /t, - - K • f G7 k' / 'C £ :Y2=,301 ----HT • 'ACM: T➢C AI i F !I I I P-----L\------6`..."---1-1) { -c I�- DL - i =� —4-- o{ — { cc� { II { iy- 0 1 GT li I i! I � ! 1 C 7 II _c �, ii 7c , • • ii , u ...,____, �i DT • :z.c l !i I F-_- -- - - __._ L L J I Ci D L i _I ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 50178 ROOF FRAMING PLAN „4'.1.-0: Title: Job# Dsgnr: ARS Date: 5:19PM, 5 NOV 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 5017 abd.ecw:Calwlations Description 5017B-ROOF FRAMING Timber Member Information 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBBI RBB2 Timber Section 3-2x10 2-2x8 Beam Width in 4.500 3.000 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Han Fir,No.2 Hem Fr,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 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span DataII Span ft 7.50 5.00 Dead Load #/ft 53.00 Live Load #/ft 88.00 Dead Load #/ft 293.00 Live Load #/ft 488.00 Start ft End ft 7.000 Point#1 DL lbs 1,065.00 LL lbs 1,775.00 @X ft 7.000 Results Ratio= 0.9840 0.1715 Mmax @ Center in-k 74.07 5.29 @ X= ft 3.99 2.50 fb:Actual psi 1,154.2 201.2 Fb:Allowable psi 1,173.0 1,173.0 Bending OK Bending OK fv:Actual psi 90.8 18.5 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions 111 @ Left End DL lbs 1,164.87 132.50 LL lbs 1,940.20 220.00 Max.DL+LL lbs 3,105.07 352.50 ©Right End DL lbs 1,951.13 132.50 LL lbs 3,250.80 220.00 Max.DL+LL lbs 5,201.93 352.50 Deflections Ratio OK Deflection OKil Center DL Defl in -0.062 -0.006 UDefl Ratio 1,455.3 9,970.6 Center LL Defl in -0.103 -0.010 UDefl Ratio 873.7 6,005.0 Center Total Defl in -0.165 -0.016 Location ft 3.810 2.500 UDefl Ratio 545.9 3,747.8 606 An 6X6-\_ r - --•-• . .-•4012 • --- , rat m 4 A% • LI m r R in o I II • p`' - - STHD1+HJ g - I Y r � �� I I 1l- FABb4E6� `1'• oo 1 I �' Al.ali Li_.F 1 _ ' Ile= _ ^ 4,_y- SiHD1 J.— 67-011 e'>t-Pil `� STHDI4RJ I x• ABO j GT FB j GT ROVE 12)2X11 Hr• (2)2 10 HDR (2)2210 HDR ROOF TRUSSES, "� _ _ I AT 24.0.G I ABOVE FRAMINy I j j'' GT � SIM. L AROYL_ J 3 I I 15.p 9.0 i )2tri.. I I "'® 511111.11,11111.111Mi kill 14RJ X R /___ AFlBOEI N 51HD14RJ 11 I %I ' i',--' I o .DI' 2x LEDGER `rte I.-�� FIXTU' S _ �---� ABO I I I I g ADO 2x10 TV B.KG �� II2x4 FRAMING E __ __, U}__g_____ __ I I O+76•AFF .0110 AT 24.O.C. IGT FBI I I 1 ‘, r 1 :•: I I j' ® iGT FBI I I o I j 11 L I !_ I I STH014RJ < J I r m L 1 .. i___1_ 1 3)5X16 BIC 6%6 '... Bb • T • 1 BEAM FH 95X16 BIG BEAM \\\\\\\V� .RIM HDU2 a• 1--Jl. ..* X—*-• U2 BETRIN,WA BEARING WALL I HUC2610-SDS 9 • 2 • B STAIR c 11 `�` FRAMING h 1x /) _SMX27 GLtl!.IDR —. — _ _O i L ■��•`�',-® rr 375.(16•x• T. I 1- 1 I watt—GT H - ABOI� II II 1 j 19 ROOF TRUSS_ ___ ©."' ' 16 G BEAM FB 0 7- HOURS 50/10 1 GT AT 24.O.C. GT G' - =—'ams—•—•—•_•—• - A T ABOVE ABOVE FRAAIIIIC ��ABOVE ABOV_ No.e:- I ABO 11 0 m I I � I I=ALT 1 L.L_ h w 1 11 I _ X �• I .. I I a 1 w I• I 1 - '- I �.:. 22x10 HDR (2)2x10 r• _ LL -- � J �5 w i r� : 411711 1 i J •I •—•—.s 16,Bl /VA la' B � EAM H . . E- - ° ®'® Ark m I I11111L___ i1�\ I - N a J m �� I IM. y , I a 0 1a TMDPIRJ ® S1H01 'JIli - F -�- r z w I 2)2X1 .Hr 12)2x10 HD a BEARWG WALL ABOVE(250 Pit) I _ Rtoxmr •-- —•�7(ra ra - • STHD14 J x A 51HO11RJ 6X6 6X6 -J rm FRAMING PLAN& Plan 1 7B UPPER PLOWEER FLOOR SHEAR PLAN 1/4•=1'-0- Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 11:19AM, 3 NOV 15 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 15238 averterrace17abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined y FB1 FB2 FB3 FB4 F35 FB6 FB7 Timber Section 4x12 Palm:3.5x16.0 2-2x8 Pam:5.25x16.0 Prllm:3.5x16.0 2-2x8 Prllm:3.5x16.0 Beam Width in 3.500 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 11.250 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Level,LSL 1.55E Hem Ar,No.2 Level,LSL 1.55E Level,LSL 1.55E Hein Ar,No.2 Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 900.0 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Sawn Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No No _Center Span Data11 Span ft 17.00 14.50 3.00 13.00 5.50 4.50 12.00 Dead Load #/ft 68.00 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 113.00 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @ X ft 7.250 Results Ratio= 0.9335 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 Mmax @ Center in-k 78.46 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 8.50 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,062.8 1,626.2 466.4 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 1,138.5 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.5 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 207.0 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 578.00 1,522.50 372.00 2,047.50 495.00 389.25 2,430.88 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 3,360.66 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,791.54 ©Right End DL lbs 578.00 1,522.50 372.00 2,047.50 495.00 389.25 2,706.62 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 4,251.59 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 6,958.21 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.192 -0.113 -0.004 -0.070 -0.002 -0.013 -0.147 UDefl Ratio 1,060.8 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.320 -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 UDefl Ratio 638.3 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.512 -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 8.500 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 398.5 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 Title: Job# Dsgnr: ARS Date: 1:46PM, 10 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 II (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II FB8 FB9 FB10B FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125>Q4 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Ar,24F- Douglas Fr,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Data Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft 6.000 4.000 End ft 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 X ft 9.000 6.000 4.000 Point#2 DL lbs 2,169.00 LL lbs 3,616.00 X ft 9.000 Cantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 1 Mmax©Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax©Cantilever in-k 0.00 0.00 0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII Left End DL lbs 900.00 420.00 405.00 486.00 2,641.18 1,846.66 4,086.80 LL lbs 2,205.00 347.50 963.00 828.00 3,650.98 3,052.60 9,028.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,314.00 6,292.16 4,899.26 13114.80 Right End DL lbs 900.00 420.00 405.00 654.00 2,141.82 2,066.34 3,163.20 LL lbs 2,205.00 347.50 963.00 1,089.08 3,385.02 3,433.40 7,957.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,743.08 5,526.84 5,499.74 11120.20 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 -User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations 1 Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 , -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl i 0.025 Cantilever LL Defl i 0.042 Total Cant.Defl i 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Prllm:3.5x16.0 Prllm:5.25x16.0 PAIm:5.25x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade it evel,LSI_1.55E level,LSL 1.55E level,LSL 1.55E Douglas Fr,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No Center Span DataII Span ft 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @ X ft 14.500 Results Ratio= 0.6173 0.6916 0.4597 0.4568 Mmax @ Center in-k 246.48 433.92 288.44 531.19 @ X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK ReactionsIII @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized 'RigidLam' **A GT may be used in ***An equal sized'BigBeam` beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.eav:Calwlations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 UDefl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 UDefl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 UDefl Ratio 367.4 335.3 491.7 1,515.7 • 244 1 31'-3' • 16'-9. 16'-9" 6" 2�4 6x5 PT POST ® _� P 6x6 P (}5T ._)-- i� •`g r7 _J 1—THICKENED SLAB I , m I EDGE '-4- n ® P4 ®' ® I 34. CONC. :, STHDI4R -7-I PAHO SLABla I _ �sn+o14RJ i 11:11:::71.1'''' � 7f�T 27'S0 x.10'-DEEP -- J - -.X _ --- . T r.�i j i""'I_0•-7-1 M. .-r-PL G. : FTG W/�3)i°7 t �i ] m o -A90 BDST.E W 1_ I 1:. l —21• I P4 DI`' —1'-2• �a ® f 1 :xCt 1+1ia_ r STHDIRJ T :14L ; r. - j f'...1 .. �1 a . RFPI • I I ���� --TYF N D 36.�XIV'DEEP P _ FTe W/(4)14] I i. :., ••••••••••• • ••••••••• 1•6 •73• •:• •••• • h10 .BDTTE 0'-Oy ! • 13'434 _i m • yrf P4 5THD74RJ ,I.• : .I' STHD74RJ _ -} INST SYSTEM TO ALLOW L <' RIGIDLA/A LVL 13yz'9 1134 I-1'-3Vi" [-1144"I I ADEQUATE DRAINAGE AT i 11 20 -" ' I I T.0.5. • CRAWL SPACE } W 1 i ' 56.0 D2 I 1' .- L+J..:._ .-.'. :.-L1J .... 113'' PB :j. :. .� '..FlNISHED FLOOR g .1 1 _+ is Ta so x,o ' I .i r� �(2BO '.EW - .'i.� _�S} �J -rYP U Nom._ _.-FL{+J :f I-11,}l+ I 2X4 PONY 4 $O X10 OEEP F ,- • yl 41J' O OTT' TG i p . :j. STHOl-I. • FURNACE ' PABOVE� •I 1.. '.'.'A9V,POV'.WALL 4'64 5-5.2" _ I ‘11a e��---- ' ti 2X4 PDNY'WALL + 1 14 I s .i 04 In 56.rN _l L, g RIGIDLAM ..' o LVL 134X914 I 1,--- (4)2>,6 I —36-S0.X10"DEEP .';:,-1:::-:::. L, ,--1 FTG W/(4)#4 OVER 1 T< '1 O�VER�4C FREE ® DRAINAGE MATERIAL '1:::.:.::.-.:.':.i.:.:: I. OVER COMPACTED "I r i :•:-:..':r.�-i .-I', FILL +{ ?. VERIFY GARAGE SLAB LJ LTJ I �+ HEIGHT WITH GRADING PLAN .i •••••• ( 010 EP 1 ,, .i. .I •• ...901"f W :i.: '.� 11441.... 51HD14RJ i. --1-I-113/4*I I-11Yi I-++ ::::::•:::-:::-1:•--:-----:•:•:-•:•:• ...L J 1111111= .. '.'j r ©(4 x6 _>FC. _lir ___ _J II _ w IOW 3z1$BLOCK OUT I " sTFDTC 10 5TH014 , L O STEM WALL TYP. ----_ J 6.0 ©�6 SIM. I 34. coHC PORCH SLAB ' 18 " ® 1,r : 'D STH014RJ STHDI4RJ �........... . 6X6 b.. SLAB EDGE-76x6 STHDI -J 110'476I STHD14RJ 1 I_0•-T1 NOP 4 •-1032 11'-6" 4 4'-9" '-IS 11'-3" 97S 12'-0' py411 . 20._0. 30'-3)4" 7 Plan 1 7B FOUNDATION PLAN 1/4 =1..-0- . Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 12:01 PM, 3 NOV 15 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 15238_riverterrace17abd.ecw:Calwlations Description 5017 ABD-MAIN FLOOR FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 0 CB1 CB2 Timber Section 4x10 4x8 Beam Width in 3.500 3.500 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.75 6.00 Dead Load #/ft 195.00 176.00 Live Load if/ft 520.00 470.00 Results Ratio= 0.9065 0.9724II Mmax @ Center in-k 48.87 34.88 @ X= ft 3.37 3.00 fb:Actual psi 979.0 1,137.7 Fb:Allowable psi 1,080.0 1,170.0 Bending OK Bending OK fv:Actual psi 86.8 91.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK ReactionsII @ Left End DL lbs 658.12 528.00 LL lbs 1,755.00 1,410.00 Max.DL+LL lbs 2,413.12 1,938.00 ©Right End DL lbs 658.12 528.00 LL lbs 1,755.00 1,410.00 Max.DL+LL lbs 2,413.12 1,938.00 Deflections Ratio OK Deflection OK111 Center DL Defl in -0.025 -0.029 UDefl Ratio 3,284.7 2,495.0 Center LL Defl in -0.066 -0.077 UDefl Ratio 1,231.8 934.3 Center Total Dell in -0.090 -0.106 Location ft 3.375 3.000 UDefl Ratio 895.8 679.7 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301: Plan 5017 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.= 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= 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.usqs.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 Skis=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 Sipe=2/3*SM1 Sips= 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2o= 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 5017 ABD Sos= 0.78 h„ = 19.00(ft) Sol= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 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=Sol/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(T2*(R/IE)) (for T>T L) 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 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>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) C„x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 19.00 19.00 2120 0.022 46.64 886.2 0.58 5.38 5.38 2nd 9.00 10.00 10.00 2300 0.028' 64.4 644.0 0.42 3.91 9.30 1st(base) 10.00 0.00 SUM= 111.0 1530.2 1.00 9.30 E=V= 13.28(LRFD) 0.7*E= 9.30(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 5017 ABD NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36,00 36.00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. -- - Building Width= 50.0 53.0 ft. V u/f. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C a�< V asd. Wind Speed 3 Sec.Gast= ;; '' r mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0' N/A N/A Roof Type= Gable Gable Ps3o A= 25.7 25.7'psf Figure 28.6-1 Ps3o B= 176 17.6 psf Figure 28.6-1 PS30 c= 20A 20.4'psf Figure 28.6-1 PS30 0= 14,0 14.0'psf Figure 28.6-1 = 1.00 1,00' Figure 28.6-1 Krt= 1.00 IMO' Section 26.8 windward/lee= 1.00 1!00',(Single Family Home) A*Kn•I : 1 1 Ps=A`Kzt`I`pa3o= (Eq.28.6-1) PSA= 25.70 25.70 psf(LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf(LRFD) (Eq.28.6-1) Ps c = 20.40 20.40 psf (LRFD) (Eq.28.6-1) ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and C average= 23.1 23.1 psf (LRFD) Ps s and 0 average= 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.8-1 2a= 10 10 width-2`2a= 30 33 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 psi min. 16 psf min. width factor 2nd-> 1.00 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AG AA AB Ac Ao 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-VV) V(E-W) 36.00 17.0 0 340 0 510 0 302.6 0 499.3 Roof - 19.00 19.00 4.5 90 0 135 0 90 0 132.2 0 17.2 16.4 18.19 18.19 17.32 17.32 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 313.5 0 7.6 8.1 10.70 28.89 11.28 28.60 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 1550 Ar= 1528 24.8 24.4 V(ns)= 28.89 V(e-w)= 28.60 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 5017 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-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0:00. 0.00 0100: 0.00 18.19 18.19 17.32 17.32 2nd 9.00 10.00 10.00 0:00 0.00 0:00 0.00 10.70 28.89 1128 28.60 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)= 28.60 kips kips Mps(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(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 17.32 17.32 10.91 10.91 10.39 10.39 2nd 10 0 0 10.70 28.89 11.28 28.60 6.42 17.33 6.77 17.16 1st(base) 0 0 0 V(ns)= 28.89 V(e-w)= 28.60 V(n-s)= 17.33 V(e-w)= 17.16 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Page 1 5•_g• t 7-7 4'-3y' t 3'-11� g_g• 3'-7}4 i 5•_g• g_g• t 3-7}4 • • I I I I I I I I ❑C/ I I I I I Bia 5-o Io sL Bib 5-0 1 0 F Bic I I I ..._ —3___- I I I 3'X5' ? o,___,___,_I I I I Drop-in ID I I Tub 1 /1 6 CO i3-0 1-0 Fn 7-6 5�0 XOX n3-0 5-0 F� • • Q Bedroom 4 - ® I Master Bath 1 I W I 7 6-0 BwAss Q._'r Master Bedroom .62 _ i:7, I LABath - ®}WASHER DRYER A J 4 Hcw Laundry "♦ 1 O 5 SHELVES 3 ; I B'It s&P 2-B HCW ' R. ♦ ♦ Q I 6-0 BIPASS 6 HCW1 BIFOID I W.I.C. a •` I 3'-5Y2• 2'-0• 5'-11' 2'-1" 3'-9}g 7-9J 42'-1}4.4 3'-7) 2'-10}�y'' 3'-I4 .35-10'-I4 6-10J } 9-4)' m Al� ,1 a Hall h m �p d s k P i m c ♦ Y_—_� • N Bedroom 3 � 5" P 1 1's OPEN TO BELOW •N m "• 6-0 BIPASS � �� 3� - I \ m • • I 9'-5}4' 4 5`-1}4• 1 5-11Y2 3'-1�• f2'-1%•4. 3'-87,4- t 4'-2Y4• 5Y6 m Bedroom 2 I j B4a 1 j B4b i Bonus Room. I I I QI II I I I I r I I I � I � I I I I I I I I 74a I I I E3b I I I I I I I I I 1 j I I I I I' I- r J j j I I I I 4'-B�q' } J'-6' F 3'-6" j 4-6�4 5'-OY2• j 2'-6' i 2'-6' l 5'-11• 5'-3Y4 r-o• 1 5'-3Y4' 16-5}4 15-11}4' 13'-r Plan 50178 TOP FLOOR PLAN 1/4•-1'-0- AB 0 r 50•_0• r 31'-3• ^ 18'-B• 6'-5}4• 10'-4)y� 6'-9)�2• f T-7)4• I i n It r. o -0 5-0 F 3-0 5-0 F i � -• Vi1• Linen J 'N ® �n r' ; tir. i ® _ - ---N�-- Powder "� `� 7yi. y e o _J f.' •N 30•TB -- 4'-6)5• 5'-15• Aj Nook �j (��7 _ • oI I 4 HCW '�{ _ N o a c r ♦ .n I 3-1• I_ 1:3 I I! p n Pantry �� I. 8'-Y 2'-2• 2'-1 ;;: I:i __gy 5 SHELVES / ` {{ 1 1,_,1 _~ TOP OF CONCRETE i1 i I {\-♦ BASEMENT WALL _ lam- DW `. L UL APPROVED DIRECT-VENT MFR.-�: 1'� WOOD TREAD—/ _ 1:-:1 FIREPLACE,INSTALL PER MFR. 43) MAX RISER 8• I':.'1, I (ADD STEPS 00 0 4I1 Great Room I I i b An 0 REO'D BY GRADE) -- - - ap-i D' i " A5? o `� I", 12"TILE SURROUND W/ IJ APPLICABLE • - © D 2x TRIM FRAME -I—_' PE-4 SITE 1i -I 0-J • ~ONDITIDN' a 1 J Wil ____ __ '_—`-. [�.1 —.__ 1 e 1:::1 5-D MTL Kitchen 1'.1 _—_y PLATFORM 0+18" 1-]1 . ABOVE ADJACENT In iINSUL 1.::1 I i GARAGE SLAB • f--, —FLOOR ABOVE g.FURNACE TO BE SIZED PER - PER ORSC M1305.1.1 - FURN REF -.I, + I _-__i_ - ---_-- Ary _ " ,� L % I _x_ 12-4 HCW ® y)�I 7 4 i$ [ 1 ' to -0 n n 13'-4Y2 3'-0" Y-7)1• ♦ - 7-0• a i 5'-0• ._�y2• ,{,•- • GUARD RAIL 1 T I I -- LW •• WITH 6"HIGH; 1 l I n ,, CURB AT I I I I 3-Car Garage T~BOTTOM, TOPI L +4 AT+42" V 1 WALL FINISH: 10"GWB • 1 r ABV.NOSING l F- Z r '" CEILING FINISH%"TYPE 5'GWSOPEN TO I 1 I " FIRE-TAPE ALL GWB ABOVE I I - Dinihg 0 WRAP BEAMS BELOW CEILING LEVEL. ^----� INSULATE FLOOR ABOVE. { ` 45•+ Entry Rpo`p + /J/ 5 ..• _ FLOOR I f 1 1.-'2. � ak MU �' [ ABOVE I } L r 3•_B5 3•-4)1 Mr-7y; s-7y� yI F r 1� T 45• I 1 1 1 o2 �-6,2 u I 1 1 1 -E,---� f I I 1 : - nw _4 I.:_:..1 p i 1 1 • `V FLOOR AIdOVE—.. N I t n Den © L — J— -1' —A— 1 • • - Ek © I Mar - 3-5 S-0 SH 3-6(6-0-SH 16-0 8-0 5910 Porch.' 1 i. .--. - ;�� z LE1oou3bnrn I e 1 . 7 I 7 i I I ROOF ABOVE I I _ 3-0: 0 SR 2-0: 0 Si - I - IF - II -I -I -I 3 ,0-0• 1 10'-0• L--r 3'-10)5 ; 3._e- ; 3'-10)1" 2-7)4•j 3-1 fi+ 4'-5" 1 4'-0" 1 4'-5" �N2 ♦ 11'-3• 5'-9• ♦ 13'-3)1• 1 Plan 1 7B 0 LOWER FLOOR PLANE 1/4..1'-0• SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: Roof Panel Height= ' 9 ft. Seismic V i= 5.38 kips Design Wind N-S V i= 10.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.38 kips Sum Wind N-S V i= 10.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 pQe 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 ROTM Unet U. OTM ROTM Unet Veum Ue�m (sqft) (ft) (ft) (HO (kip) (kip) (kip) (kip) p OA (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 405 14.5 14.5' 1.00 0.15' ' 2.09 0.00 1.03 0.00 1.00 1.00 71 P6TN P6TN 144 9.26 7.81 0.10 0.10 18.77 9.46 0.67 0.67 0.67 0 0,0 00' 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 Ext :' A2a* 181 6.5 10.5. ' 1.00 0.15' ' 0.93 0.00 0.46 0.00 1.00 1.00 71 P6-TN PCDTN 143 4.14 2.53 0.27 0.27 8.39 3.07 0.91 0.91 0.94 - - 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 A2b* 167 6.0 7.5 1.00 0.15, 0.86 0.00 0.42 0.00 1.00 1.00 71 P6TN P6TN 143 3.82 1.67 0.40 0.40 7.74 2.03 1.07 1.07 4,07 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 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 307 11.0 11.0' 1,00 0.15' 1.58 0.00 0.78 0.00 1.00 1.00 71 P6TN P6TN 144 7.02 4.49 0.24 0.24 14.23 5.45 0.85 0.85 0.85 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 A4 1060 42.0 42.0 1.00 '0.15' 5.46 0.00 2.69 0.00 1.00 1.00 64 P6TN P6TN 130 24.22 65.49 -1.00 -1.00 49.12 79.38 -0.73 -0.73 -0.73 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 - - 0 0.0 0.0 1.00 0.007 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 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 0,0 0.0' 1.00 '0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 :0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 '0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 80.0 80..0 L eff. 10.91 0.00 5.38 0.00 EVn,nd 10.91 Et/al5.38 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 5017 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 3.91 kips Design Wind N-S V I= 6.42 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 9.30 kips Sum Wind N-S V I= 17.33 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 eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet (Jean OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38.0 38.0 1.00 0.25 1.90 5.46 1.16 2.69 1.00 1.00 101 P6TN P6 194 38.48 89.35 -1.36 -1.36 73.60 108.30 -0.93 -0.93 -0.93 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 A6 349 19,5 19,5' 1.00 0.25 0.97 0.00 0.59 0.00 1.00 1.00 30 P6TN P6TN 50 5.94 23.53 -0.93 -0.93 9.74 28.52 -1.00 -1.00 -0.93 - - 0 0.0 0,0' 1.00 0.00' 0.00 0.00 0.00 0.00 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 304 17.0 17.0 1.00 0.25 0.85 0.00 0.52 0.00 1.00 1.00 30 P6TN P6TN 50 5.17 17.88 -0.78 -0.78 8.48 21.68 -0.81 -0.81 -0.78 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 161 9.0 9.0 1.00 0,25' 0.45 0.00 0.27 0.00 1.00 1.00 30 P6TN P6TN 50 2.74 5.01 -0.27 -0.27 4.49 6.08 -0.19 -0.19 -0.19 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 A9a* 128 2.0 5.0' 1.00 0.25 0.36 0.87 0.22 0.43 1.00 0.80 405 P3 P3 614 6.48 0.62 4.39 4.39 12.27 0.75 8.64 8.64 8,64 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. A9b* 128 2.0 5.0' 1.00 0.25' 0.36 0.87 0.22 0.43 1.00 0.80 405 P3 P3 614 6.48 0.62 4.39 4.39 12.27 0.75 8.64 8.64 8.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9c* 288 4.5 8.5 1.00 0,25' 0.80 1.95 0.49 0.97 1.00 1.00 324 P4 P3 612 14.60 2.37 3.19 3.19 27.54 2.87 6.44 6.44 6.44 - - 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 Al Oa* 117 1:8 4.3 1.00 0.25 0.33 0.79 0.20 0.39 1.00 0.73 440 P3 P3 610 5.89 0.49 4.64 4.64 11.16 0.59 9.09 9.09 9,06 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 Ext Al Ob* 144 2.3 4.8 1.00 0.25 0.40 0.97 0.24 0.48 1.00 0.90 358 P3 P3 610 7.25 0.68 4.16 4.18 13.72 0.80 8.16 8.16 8.46 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 96.1 96.1 =L eff. 6.42 10.91 3.91 5.39 1.00 EVwnd 17.33 EVEQ 9.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: A2ab w dl= 150 p/f V eq 880.0hh pounds V1 eq = 457.6 pounds V3 eq = 422.4 pounds V w= 1790.0 pounds V1 w= 930.8 pounds V3 w= 859.2 pounds ► v hdr eq= 56.8 plf •H head= v hdr w= 115.5 plf 1 4i Fdrag1 eq= 89 F2 eq= 82 • Fdrag1 w= 0 F2 - 166 H pier= v1 eq= 70.4 p/f v3 eq= 70.4 plf P6TN E.Q. 3.0 vi w= 143.2 p/f v3 w= 143.2 plf P6TN WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= ;s F4 e•- 82 feet • Fdrag3 w= 180 F4 w= 166 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 56.8 plf P6TN 5.0 EQ Wind v sill w= 115.5 plf P6TN feet OTM 7920 16110 R OTM 8850 10811 UPLIFT -63 357 IP Up above 0 0 UP sum -63 357 H/L Ratios: L1= 6.5 L2= 3.0 11 L3= 6.0 A 14 Htotal/L= 0.58 i. Hpier/L1= 0.46 i. Hpier/L3= 0.50 L total= 15.5 feet JOB#: CT#14301:Plan 5017 ABD ID: A9abc w dl= 250 pff V eq 2760.0 pounds V1 eq= 649.4 pounds V3 eq= 649.4 pounds V5 eq= 1461.2 pounds V w= 5210.0 pounds V1 w= 1225.9 pounds V3 w= 1225.9 pounds V5 w= 2758.2 pounds ► ► v hdr eq= 190.3 p/f -0, , H1 head= A vhdr= 359.3 p/f I H5 head= $ 1 V Fdragl eq= 134.4 Fdrag2 eq= 134.4 Fdrag5 eq= 134.4 Fdrag6 eq= 302.3 1 A Fdragl w= • .6 Fdragl . 253.6 Fdrag5 w= •3.6 Fdrag• w= 570.7 A H1 pier= v1 eq= 405.9 p/f v3 eq= 405.9 p/f v5 eq= 324.7 H5 pier= 5.0 v1 w= 612.9 p/f v3w= 612.9 p/f v5w= 612.91', 5.0 feet feet H total= 2w/h= 0.8 2w/h= 0.8 2w/h= 1 10.0 V Fdrag3= .,.4 Fdra•=- 134.4 feet A Fdragl w= 253.6308 Fdragl w= 253.6 Fdrag7eq= 4.4 Fdragse. 302.3 V P3 E.Q. Fdrag7w= 253.6 Fdrag8w= 570.7 A P3 WIND v sill eq= 190.3 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 359.3 p/f H5 sill= 4.0 EQ Wind 4.0 feet OTM 27600.0 52100.0 feet R OTM 12263 14980 V UPLIFT 1113 2695 V Up above 0 0 Up Sum 1113 2695 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 Htotal/L= 0.69 li ► 4 ►4 ►4 ►/ 0. Hpier/L1= 2.50 Hpier/L3= 2.50 " L total= 14.5 feet Hpier/L5= 1.11 0.95 L reduction JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: A10ab w dl= 250 plf V eq 1310.0 pounds V1 eq = 587.6 pounds V3 eq = 722.4 pounds V w= 2490.0 pounds V1 w= 1116.8 pounds V3 w= 1373.2 pounds ► v hdr eq= 144.3 plf A H head= v hdr w= 274.2 plf 1 ii Fdrag1 eq= 324 F2 eq= 398 A Fdrag1 w= ; 5 F2 - 756 H pier= v1 eq= 438.6 p/f v3 eq= 356.8 plf P3 E.Q. 5.0 v1 w= 610.3 p/f v3 w= 610.3 plf P3 WIND feet H total = 2w/h = 0.732 2w/h = 0.9 10 v Fdrag3 eq= - F4 e.- 398 feet A Fdrag3 w= 615 F4 w= 756 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 144.3 plf P6TN 4.0 EQ Wind v sill w= 274.2 plf P6 feet OTM 13100 24900 R OTM 5062 6183 • UPLIFT 955 2225 Up above 0 0 UP sum 955 2225 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 Hpier/L1= 2.73i. � o. Hpier/L3= 2.22 L total= 9.1 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: Roof Panel Height. 9 ft. Seismic V i= 5.38 kips Design Wind E-W V i= 10.39 kips Max.aspect= 3,5 SDPWS Table 4.3.4 Sum Seismic V i= 5.38 kips Sum Wind E-W V i= 10.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 pQe 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 LpL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Une1 Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 186 3.2 5.7 1.00 0.15: 0.91 0.00 0.47 0.00 1.00 1.00 149 1111N P6 288 4.25 0.67 1.43 1.43 8.21 0.81 2.96 2.96 3.96 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 411 7.0 12.0 1.00 0.15 2.02 0.00 1.04 0.00 1.00 1.00 149 P6314 P6 288 9.39 3.12 0.99 0.99 18.14 3.78 2.27 2.27 3.13 - 0 0,0 0.0' 1,00 :0.00' 0.00 0.00 0.00 0.00 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 Bic* 425 7.3 9.8; 1.00 ;0.15' 2.08 0.00 1.08 0.00 1.00 1.00 149 PIN P6 287 9.71 2.62 1.08 1.08 18.78 3.18 2.37 2.37 2.33 - - 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 Ext 82a* 125 2.1 9.4 1.00 0.15 0.61 0.00 0.32 0.00 1.00 0.85 175 P6 P6 288 2.86 0.74 1.45 1.45 5.52 0.90 3.16 3.16 3,46 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 125 2.1 9.4 1.00 0.15 0.61 0.00 0.32 0.00 1.00 0.85 175 P6 P6 288 2.86 0.74 1.45 1.45 5.52 0.90 3.16 3.16 3.36 0 0.0 0.0 1.00 '`0.00' 0.00 0.00 0.00 0.00 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* 254 3.0 8.3 1.00 :0.15' 1.25 0.00 0.64 0.00 1.00 1.00 215 P6 P4 415 5.80 0.92 2.09 2.09 11.21 1.11 4.33 4.33 4,33 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 Ext 133b* 254 3.0 8.3 1.00 0.15 1.25 0.00 0.64 0.00 1.00 1.00 215 P6 P4 415 5.80 0.92 2.09 2.09 11.21 1.11 4.33 4.33 4,33 - - 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 Ext B4a* 170 2.0 8.0 1.00 0.15 0.83 0.00 0.43 0.00 1.00 0.67 324 P4 P4 417 3.89 0.59 2.47 2.47 7.50 0.72 5.09 5.09 6,00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bob* 170 2.0 8.0' 1.00 0.15 0.83 0.00 0.43 0.00 1.00 0.67 324 P4 P4 417 3.89 0.59 2.47 2.47 7.50 0.72 5.09 5.09 6,09 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 31.7 31.7=Leff. 10.39 0.00 5.38 0.00 EVwlnd 10.39 EVEQ 5.38 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ =280#< EQ (ALLOW) = 1031# SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5017 ABD WIND=480#<WIND (ALLOW) = 1444# Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 3.91 kips De gn Wind E-W V'= 6.77 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 9.30 kips Sum Wind E-W V I . • • Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 . = 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•.v. 2w/h vi Type Type vi OTM Roan Unet U..m OTM ROTM Unet Us„m Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 85a* 664 15.0 19.8 1.00 0.25 1.95 4.19 1.13 2.17 1.00 1.00 220 P6 P4 410 32.99 18.33 1.02 1.02 61.44 22.22 2.74 2.74 3.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.0 0.00 0.00 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` B5b* 129 2.9 7.7 1.00 0.25 0.38 0.82 0.22 0.42 1.00 0.97 225 P6 P4 411 6.39 1.39 2.22 2.22 12.00 1.68 4.58 4.58 448 - - 0 0,0 0,0 1,00 0.00' 0.0. 0.00 0.00 0.00 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* 94 2.1 9.4 1.00 0,25 ..28 0.61 0.16 0.32 1.00 0.71 317 P4 P4 416 4.80 1.24 2.43 2.43 8.87 1.50 5.03 5.03 6,03 - - 0 0.0 0.0 1.00 0.0• 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 94 2.1 9,4 1.00 0. 5 0.28 0.61 0.16 0.32 1.00 0.71 317 P4 P4 416 4.80 1.24 2.43 2.43 8.87 1.50 5.03 5.03 6.93 - - 0 0.0 0.0 1.•• 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' to • - • .! • -: • •• 1.00 1.00 75 P6TN P6TN 130 6.79 5.01 0.21 0.21 11.74 6.08 0.68 0.68 0.68 0 •.0 0.1 .0• 0,001 0.00 0.0• •.00 0.00 1..0 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B8 77 2.0 2.0 1.00 0.25' 0.23 0.25 0.13 0.15 .0 0.40 351 P4 P6 238 2.81 0.25 1.92 1.92 4.77 0.30 3.35 3.35 3.35 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1..0 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B9 77 2.0 2.0 1.00 0.25 0.23 0.25 0.13 0.15 ..0 0.40 351 P4 P6 238 2.81 0.25 1.92 1.92 4.77 0.30 3.35 3.35 3.35 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .0 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •._ . • .00 0.79 246 P4 P4 369 4.65 0.83 2.23 2.23 8.78 1.00 4.54 4.54 444 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 B1013* 91 2.4 5.6 1.00 0.25 0.27 0.61 0.15 0.31 1.00 0.79 246 P4 P4 369 4.65 0.83 2.23 2.23 8.78 1.00 4.54 4.54 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B11a* 77 2,0 6.3 1.00 0.25 0.23 0.57 0.13 0.29 1.00 0.80 263 P4 P4 398 4.21 0.77 2.58 2.58 7.97 0.94 5.27 5.27 L2 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B11b* 86 2.3 6,5 1,00 0.25' 0.25 0.65 0.15 0.32 1.00 0.90 230 PS P4 401 4.66 0.90 2.37 2.37 9.03 1.10 5.01 5.01 6.04 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 B12 421 11.0 11.0 1.00 0.25' 1.24 1.22 0.72 0.63 1.00 1.00 122 P6TN P6 224 13.46 7.49 0.58 0.58 24.59 9.08 1.50 1.50 1.50 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 r 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.77 10.39 3.91 5.39 EVwind 17.16 EVEQ 9.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14301:Plan 5017 ABD ID: Blabc w dl= 150 p/f V eq 2590.0; pounds V1 eq= 471.3 pounds V3 eq= 1040.8 pounds V5 eq= 1077.9 pounds V w= 5010.0 pounds V1 w= 911.7 pounds V3 w= 2013.2 pounds V5 w= 2085.1 pounds v hdr eq= 94.5 plf ► A H1 head= vhdr= 182.7 plf H5 head= W 1 yr Fdragl eq= 85.9 Fdrag2 eq= 189.8 Fdrags eq= 189.8 Fdrag6 eq= 196.6 1 A Fdragl w= :..2 Fdragi , 367.1 Fdrag5 w= •7.1 Fdrag. w= 380.2 A H1 pier= vi eq= 148.7 p/f v3 eq= 148.7 p/f v5 eq= 148.7 H5 pier= 5.0 vl w= 287.6 p/f v3 w= 287.6 p/f v5 w= 287.61 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= :..• Fdra• - 189.8 feet A Fdragi w= 166.2461 Fdragl w= 367.1 Fdrag7eq= :9.8 Fdrag8e• 196.6 V P6TN E.Q. Fdrag7w= 367.1 Fdrag8w= 380.2 A P6 WIND v sill eq= 94.5 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 182.7 p/f H5 sill= 3.0 EQ Wind 5.0 feet OTM 23310.0 45090.0 feet R OTM 24927 30450 V UPLIFT -66 593 V Up above 0 0 Up Sum -66 593 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 4 0.4 104 104 0 Hpier/L1= 1.58 Hpier/L3= 0.71 L total= 27.4 feet Hpier/L5= 0.41 0.90 L reduction JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B2ab w dl= 150 plf V eq 640.0 pounds V1 eq= 320.0 pounds V3 eq = 320.0 pounds V w= 1220.0 pounds V1 w= 610.0 pounds V3 w= 610.0 pounds ► ► v hdr eq= 34.1 plf ► • H head= v hdr w= 65.0 plf 1 �i Fdrag1 eq= 247 F2 eq= 247 Fdragl w= - 1 F2 - 471 H pier= v1 eq= 176.3 plf v3 eq= 176.3 plf P6 E.Q. 5.0 vi w= 286.4 plf v3 w= 286.4 plf P6 WIND feet H total = 2w/h = 0.852 2w/h = 0.852 9 Fdrag3 eq= ' F4 e.- 247 feet A Fdrag3 w= 471 F4 w= 471 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 34.1 plf P6TN 3.0 EQ Wind v sill w= 65.0 plf P6TN feet OTM 5760 10980 R OTM 12965 15837 UPLIFT -398 -268 Up above 0 0 UP sum -398 -268 H/L Ratios: Ll= 2.1 L2= 14.5 L3= 2.1 OA 11 Htotal/L= 0.48 Hpier/L1= 2.35 ► Hpier/L3= 2.35 L total = 18.8 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B3ab w dl= 150 plf V eq 1280.0 pounds V1 eq = 640.0 pounds V3 eq = 640.0 pounds V w= 2500.0 pounds V1 w= 1250.0 pounds V3 w= 1250.0 pounds v hdr eq= 77.6 plf n H head = 4lf v hdr w= 151.5 p 1 Fdrag1 eq= 407 F2 eq= 407 • Fdragl w= •5 F2 - 795 H pier= v1 eq= 213.3 plf v3 eq= 213.3 plf P6 E.Q. 6.0 v1 w= 416.7 p/f v3 w= 416.7 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= ' s F4 e•- 407 feet A Fdrag3 w= 795 F4 w= 795 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 77.6 plf P6TN 2.0 EQ Wind v sill w= 151.5 plf P6 feet OTM 11520 22500 R OTM 10029 12251 • • UPLIFT 94 647 Up above 0 0 UP sum 94 647 H/L Ratios: L1= 3.0 L2= 10.5 el L3= 3.0 Htotal/L= 0.55 o. Hpier/L1= 2.00 - Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B4ab w dl= 150 p/f V eq 860.0 pounds V1 eq= 430.0 pounds V3 eq= 430.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds v hdr eq= 53.8 plf ► •H head=1 1 lf v hdr w= 103.8 p Fdrag1 eq= 323 F2 eq= 323 • Fdrag1 w= :-3 F2 - 623 H pier= v1 eq= 322.5 plf v3 eq= 322.5 plf P4 E.Q. 6.0 v1 w= 415.0 plf v3 w= 415.0 plf P4 WIND feet H total = 2w/h = 0.666667 2w/h = 0.666667 9 Fdrag3 eq= F4 e.- 323 feet • Fdrag3 w= 623 F4 w= 623 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 53.8 plf P6TN 2.0 EQ Wind v sill w= 103.8 plf P6TN feet OTM 7740 14940 R OTM 9431 11520 IF UPLIFT -110 223 Up above 0 0 UP sum -110 223 H/L Ratios: L1= 2.0 L2= 12.0 L3=' 2.0 oL Htotal/L= 0.56 Hpier/L1= 3.00 104 Her/L3= 3.00o. piL total = 16.0 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B5ab w dl= 250 plf V eq 3940.0'dJJ pounds V1 eq = 3298.0 pounds V3 eq = 642.0 pounds V w= 7340.OVG pounds V1 w= 6144.0 pounds V3 w= 1196.0 pounds ► _____•„. v hdr eq= 143.7 plf - •H head = v hdr w= 267.7 plf 1 Fdrag1 eq= 1143 F2 eq= 222 • Fdrag1 w= 9 F2 - 414 H pier= vi eq= 219.9 plf v3 eq= 225.9 plf P6 E.Q. 6.0 v1 w= 409.6 plf v3 w= 409.6 plf P4 WIND feet H total= 2w/h = 1 2w/h = 0.973333 10 v Fdrag3 eq= ,3 F4 e.- 222 feet A Fdrag3 w= 2129 F4 w= 414 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 143.7 plf P6TN 3.0 EQ Wind v sill w= 267.7 plf P6 feet OTM 39400 73400 R OTM 46161 56389 ! UPLIFT -253 636 • Up above -66 593 UP sum -319 1229 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 ► 41 104 ► Hpier/L1= 0.40 ► Hpier/L3= 2.05 L total = 27.4 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 960.0 pounds V1 eq = 480.0 pounds V3 eq = 480.0 pounds V w= 1780.0', pounds V1 w= 890.0 pounds V3 w= 890.0 pounds ► v hdr eq= 51.2 plf - 10. A H head= v hdr w= 94.9 plf 1 ii Fdrag1 eq= 371 F2 eq= 371 Fdragl w= :'8 F2 - 688 H pier= v1 eq= 317.4 p/f v3 eq= 317.4 plf P4 E.Q. 6.0 v1 w= 417.8 p/f v3 w= 417.8 plf P4 WIND feet Htotal= 2w/h = 0.71 2w/h = 0.71 10 v Fdrag3 eq= F4 e.- 371 feet A Fdrag3 w= 688 F4 w= 688 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 51.2 plf P6TN 3.0 EQ Wind v sill w= 94.9 plf P6TN feet OTM 9600 17800 R OTM 21608 26395 v • UPLIFT -664 -475 Up above -398 -268 UP sum -1062 -743 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 ► , 0 Hpier/L1= 2.82 ► Hpier/L3= 2.82 L total = 18.8 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B10ab w dl= 250 plf V eq 920.0 pounds V1 eq = 460.0 pounds V3 eq = 460.0 pounds V w= 1760.0 pounds V1 w= 880.0 pounds V3 w= 880.0 pounds ► v hdr eq= 81.7 plf -0. •H head = v hdr w= 156.3 plf 1 Fdragl eq= 266 F2 eq= 266 • Fdrag1 w= '!8 F2 - 508 H pier= v1 eq= 243.6 plf v3 eq= 243.6 plf P4 E.Q. 6.0 v1 w= 369.7 plf v3 w= 369.7 plf P4 WIND feet H total = 2w/h = 0.793333 2w/h = 0.793333 10 v Fdrag3 eq= 7. F4 e.- 266 feet A Fdrag3 w= 508 F4 w= 508 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 81.7 plf P6TN 3.0 EQ Wind v sill w= 156.3 plf P6 feet OTM 9200 17600 R OTM 7784 9509 v w UPLIFT 134 764 Up above 0 0 UP sum 134 764 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.89 ► ► o.Hpier/L1= 2.52 ► Hpier/L3= 2.52 L total= 11.3 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B11ab w dl= 250 plf V eq 0.0 pounds V w= 0.0pounds Sum V eq 890.0 pounds V1 eq= 418.8 pounds V3 eq= 471.2 pounds Sum V w= 1700.0 pounds V1 w= 800.0 pounds V3 w= 900.0 pounds ► v hdr eq= 69.8 plf , A H head= � v hdr w= 133.3 plf 1 Fdragl eq= 279 F2 eq= 314 Fdrag1 w= ' -3 F2 - 600 H pier= v1 eq= 261.8 p/f v3 eq= 232.7 plf P6 E.Q. 5.0 v1 w= 400.0 plf v3 w= 400.0 plf P4 WIND feet H total = 2w/h = 0.8 2w/h = 0.9 10 Fdrag3 eq= • F4 e.- 314 feet A Fdrag3 w= 533 F4 w= 600 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 69.8 plf P6TN 4.0 EQ Wind v sill w= 133.3 plf P6TN feet OTM 8900 17000 R OTM 9981 12192 UPLIFT -89 398 Up above 0 0 UP sum -89 398 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 o. Htotal/L= 0.78 Hpier/L1= 2.50o. �� Hpier/L3= 2.22 L total = 12.8 feet Ilri►► Technic . TT- 1O0F 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 CUREE 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,stem wall or slab,and using a similar embedded strap- type hold down. 1 (0 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,Minimum 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 ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wuocl Association CT ENGINEERING 180 Nickerson St. )�'1 Q �7�.f� �/�� n�}�J Suite302 Project: �v_ "NCI e �1 l Avv 0C wk40,—' Piii/1�-- - n (206) 2 WA Date: f��f7. I � C (206)285-4512 a.-• /5 5 09)P5,6,..5,2--) (206 Client: lw ��0.3, ,3„2 (�J C� Page Number: (206)285-0618 3 I Ve::: a— oqs'PLb ---/ A, 0 ' On--;AsVel-er/L) 4-(E7 ... ALI! `' X lb`( )2)( X 2( X '1, 1 i3bt PARS— FDR f077vri'l 012- rc 2M,-O1141 _ . _ i ,Y:5 , --ry u-,i-NIT► A ( tee N ,A i) VOl eo Lott ( Xoi �, p. 6 ,;h 4- 6)(02 60) 0,312 M (40,1) (bo 1 * N( z ())C,2)&0,4) C,Le .- 3Z .) _ 68 .9,44 . 4-, -, q ., 6s }ii-, 4- A.0)11 tei ) of _ 5` ' 8 x Ccs .?"f?, w (2' ei- ot— o,' 86 6-62utu, 'TD 12X12 to/4-¢154; M41 — )12. 644-- ,1',N., o'� al`i = .1-,,5 t� 8A16ell__9V 11 5 - 3-7, t� L ct: fl,soe tiD= 1a) .. 1.4 VN.n Structural Engineers • WOOD FRAME CONSTRUCTION MANUAL 63 Ak Table 2.2A Uplift Connection Loads from Wind • , , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 760 170 180 195 3-second gust(mph) ' Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(0)2'2'3'4'5'6'7 Design Dead Load tri 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 e 0 psf8 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 Rt 60 428 468 509 598 693 796 906 1022 1146 1345 in . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 M 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 48 116 149 183 255 333 417 507 602 704 866 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 i'fig 4' 20 psf 36 32 58 84 140 201 266 336 410 489 616 1J 48 38 71 105 177 255 339 429 524 626 788 P - 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 1.61 195 249 • 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 GO - - 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. ±. a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 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 ' - wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) .•: for each full wall above. ii-.1•;•••• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the C', ,l header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. sF•: ' " 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. :`�#: '; s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. res. Alt:.'7s ., AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: �Y/ckt SlIVeyC. •tL' Af6• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \./ I i 1 NSD 1+0 1 ‘01Zer7)c�rLJ 111.5 \ ) A T4 & 2 2 A \ NIS • =- 1 ,01 u.L • 15 P5 P1, DZ • t) CavtikAW TMsSI 1� 6a Nnip. ' el`( - 7=: (1170-4 . (4C 04)(0,.3 (P, GrtLT i - T1 ss C (*tiff- •-tL6( . (i1- 7,) 0) 6'4) z : • P, toozry GA24)62_ - 412 • 1710 < l2 ( : ->6611 14= 6-6y , - o - mc (0 -['(P. Gvoobi . PLV, —:- -Sf O N-e/trD t i%t -rl l --)L Structural Engineers TRUSS TO WALL CONNECTION ,,i,i VAi UI`; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES I(I'1II 1 1 1 PUSS 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" 4(x) n) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:',:1 nu 1 SDWC15600 - - 4t+' 1,', ..... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 01/0 /00- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 11110 7,11 2 (2)SDWC15600 - - 9lt1 1.511 3 (3)SDWC15600 - - 1U,:., 3•15 ROOF FRAMING PER PLAN 8d AT 6" O.C. i%bir_ z 2X VENTED BLK'G. I`" 0.131" X 3" TOENAIL - \, , AT 6" O.C. H2.5A & SDWC15600 STYIF \ CORMMONPLAN/GIRDER TRUSS -�L- PE 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 ';PF VA1UH I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 1E1 II PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 It 1 112.5A (5) 0.131"X2.5' (5)0.131" X 2.5" -35 L iib 1 SDWC15600 - - 4Y5 115 • 2 H10-2 (9) 0.146" X 1.5" (9)0.146" x 1.5" loin Ton 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA WWVT-- 2 U--..2 (2)SDWC15600 • - - I/O! 230- . 3 (3)SOWC1560O - - -1-45!)..-1--.74.17-- ..____J______ ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 111111111111N SDWC STYLE Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. 111.111U11.- N. H2.5A & SDWC15600 STYI F iCOMMON/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 Suite 302 I� w I N C. Seattle,WA Project: eery �o I"i ABO Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 FOA A1RYlb14: i‘ 2000 PJT 1 ; ii�toC W i.t0 psi) ��y iib'pa )(8`) :,, 0o .pt$ • :uPPeit:Fui.. W, css 4-F) )�+' CIO' pa4)(g1:.) 7-1 'o c thwuPA'c - t.. pit: •F)u 1 ) : • 4 S^S Pr ' ') . . Lm WAu : w *,Uso t.*/`t 112'/k.2 , _ , , .. t 3wttsopc� C sJlI)<<e/►2 ) � 3 Wzor 4 1833' .P1f : . • 1ei34;PPP _. • 1 T-rb,W 1 brµ I!ts`I �- 2000 1;f • blit') P • f. :Co;rn' Fir , ' i(�4 Wipe~ x ,v wp ; . . • t Structural Engineers Title: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.Kw-0802997•Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.eorv:Calculations Description 5017 ABD-FTG F1 LGeneral Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 I Dead Load 1.100 k Footing Dimension 1.500 ft Live Load 2.800 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 Pc 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 ReinforcingIl 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 0.0002 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 1,858.33 psf Vu:Actual One-Way 2.38 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 613.89 psf Vu:Actual Two-Way 17.80 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.54 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: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Softwareplan 5017 abd.ecw:Calculations Description 5017 ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 Dead Load 2.300 k Footing Dimension 2.250 ft Live Load 6.200 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 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 Reinforcingil 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 0.486 in2 As Req'd by Analysis 0.0006 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % ISummary I Footing OK 2.25ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,804.01 psf Vu:Actual One-Way 16.23 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 579.32 psf Vu:Actual Two-Way 48.60 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.39 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 11:39AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 11 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD-FTG F3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 r Dead Load 5.200 k Footing Dimension 3.000 ft Live Load 11.500 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 Pc 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 Reinforcinghi 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 0.0013 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0017 % Summary Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,980.56 psf Vu:Actual One-Way 32.88 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 702.78 psf Vu:Actual Two-Way 100.82 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.89 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's BM12-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30E-2.1E-Balanced Layup-APA IJC-SP if Left Cantilever:None Main Span: 11'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:U240 DOL:1.150 (3 in Maximum) Eb:2100000 psi F„:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf pif Snow Condition 1 Uniform 0' 11'6” 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 59✓ 70 it 67 if 62 le 41 Ilf Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 If%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005