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Specifications 4 RECEIVED 44/sTawce—00 s�3 S Sw MAR 8 2016 CT ENGINEERING CITY OF TIGARD Structural nginee0s 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. BUILDING DIVISION 206.285.4512 (v) 206.285.0818 (F) #15238 Structural Calculations River Terrace EoPRO, i Plan 19 t**. GI"F��� F.�.; so F' Elevation D �d REGiNA Tigard, OR , , 22 �� ���, T c, Design Criteria: 2012 IBC (ORSC, OSSC) 11/04/2015 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 P h: 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 518"plywood (O.S.B.) 2.2'psi Trusses at 24"o.c. 4.0 psf Insulation 1,0'psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psi ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psi NO gypsum concrete 0.0 psf 314"plywood (O.S.B.) 2,7 psi 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 F m © 4112 HDR (2)2x10 HD' 4.12 HDP 4x12 HDR 4112 HDR RB02 i I 1 0 11 \ 4x12HDR . \Th 116 T. --- RBD3 i \ \ ; \ m J 19 ��u y,' y L 59, . \ \ n! 1 L \ \ :D2 2',,70'1 \ : ,ATfC 1 .- \ rl ` ACCE551 / \ F—L i 1 L]_J _ - i Y V - e • • i r • • • } 8 1 1 • \\ 59.1 / ; it –– `\ fr- \ L $a 59.1 ct !. J ______ \\ 1 II 'N ii„, r 1 - 19 I \ ,, I 59.1 I ___j 10\\\ �/ 1 ' I \ / 7 1 1 \ / 59.1 _______ —I –1 \ I S9.1 \ , c 1 ..-! \\ n 11 n n 1 I 1 ] .7 \\ I jl I _ 1 1 0 \\ I p� j I \ i'Ii 2:2x1DHD4(2)2,,10-IDR(2)2x10HD ilk n • (2,2,1HDR (2)2.1 HDR(22,10H.- 1 ---- 0,, 4111111111111111111111: .• . 19 m ALL BEAMS/HDRS NOT LABELED ARE °SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED PLAN 19D Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 3:38PM, 20 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:Calculations Description 5019D-ROOF FRAMING LTimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Fir- Douglas Fir- 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 i 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 LReactionsII @ 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 ` 11 Center DL Defl in -0.017 -0.039 -0.021 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 cur 1. 6X6 FB 1 `r 6X6 Iyj C j O O 6 F2 2x LEDGER AIL -THDI4RJ 40 p743J CTA .VE • AZ S1HD14RJ 412 HDR LL•3Mlx�y` GT ABov_ d- r l II F7 F ill. • IIli `, / L---I-y J \ 6 Pa GT ABOVE X s1.z STHOl4RJ S1HD1M1 ,\ nx1�RG`E�S; I ,yam �-y % \\ SD1D74RJ :` YI 1/ 'R G-ABO IE L-----�I I;..f F<-gk;�d I Ia.� � 5�D(4R, 0 L (; 1 3I BEARIN7 LL A n , I ,w:11 I E I o 1 1 GT FE ,>, i o ii i:0 II e 110 i U " 0 • SIM =o BEARING WALL L. 0 • •I 635.x24 GIB FB 63'24 GIB FB I n + 1$ FB 11 71I r �r ----- 51Rx16 BIG EEAM IE 1L2-4`j° 9 "t_ Al FB10 1 E d..--- --,-- - --J STAIR I S4 OAD S 014R • FRAMING (1KV. e}I. GT FB FIXTURES a _ i""+ 1 J CO•- COI' ABODE r-I _ j - 2x LEDGER w O �__11 BEARNC WALL - N z F V HDI B HOU E 11 1 1 .JI,____ ______ �v_ rr mr __ ___ tl �\ k.� ci — i-1-* SIM.SB ,,o ,v —FT LOI4) o�' ADD 2x11 TV:LKG 1 2.4 FRAMING u Cu TL� LAB (020w N 0 0 76' -F.F. I AT 24.O.C. OPEN TO BELOW Q GT ABOVE 7FB GT FE >' I� GT GT I. GT ABOVE .2)2J0.0_11.0: -.....© AB I VE F 5D ABOVE •O .—.r .—.—.—.—. o- = 24 LB © FilRX16 BIG BEAM.IDR (1). 5Kix24 GLB FB [ / \Y \ � 51HD14RJ W 1 F36D 1 NIC -1!STH014— 0 A 4zy.. 2L2xlo FB 12 x.10 I GO 1 SIHD14 515514 _ • 14RJ �MY=FARING WALL ABOVE LEDGER 1' -,2x (22x1D rIDR .$ 2x LEDGER TRUSSES 2x LEDGER (2,p PLY) Y FB213 1 MONO TRUSSES m ®24 o.c. L • J 0 24"0.C. ALL BEAMS/HDRS NOT LABELED ARE �� 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED FRAMING PLAN & Plan 19D UPPERLOWERFRLOOR SHEAR PLAN 114•=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.eav:Calculations Description 5019ABD-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 il FBI FB2A FB2B FB2D FB3 FB4 FB5B 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 Fr- Douglas Fir- Douglas Fr- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Lards,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 LC,enter Span Data Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 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 2.750 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 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 Tv: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 r Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist plan 5019 abd.ecwPage:Calwlatio1 __(c)1983-2003 ENERCALC Engineering Software 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 111 FB5D FB6A/FB6D*** FB6B*** FB7* FB8 FB9** FB10*** Timber Section 5.125x24 Palm:5.25x16.0 Film:5.25x16.0 LVL.3.500x11.875 4x12 4x8 Palm: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 Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Lards,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 11 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 150.00 750.00 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 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 0 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 1 @ 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 L. Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i■ 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 *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: 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-Deo-2003Page 1 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist plan 19 abd.ecw:Calwlations Description 5019ABD-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 il 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 glas Fir,24F- Douglas Fir,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 Glu Lam Repetitive Status No No No Center 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 3'-6. I 11'-512" 10•-2%" 21.-A" 6-1112 I yMI Ark 5Y4' .32 P f _ -� `1 6X6 I THICKENED 6X6 SLAB EDGE : 314" CONC. lg s PA110 SLAB Om' iw -�-3. , ii -0'-7"STHD14RJ P4 47� F TH0I4RJ 11/STHDI4RJ -1 2 Pa f` -- r---fl -I- Tir<I 1`i f"--, 7—STH014R. 1• o /jI • • 1B"SOX}0 DEEP • tI , c FTG w 2 14 P4 6.0 l I rSTHDi4RJ STHDiMJi I -.(TYP U.N.O.) I 4x. P0.Si T.O. . 4.-7. I : ( FINISHED FLDOR -: STH014Rd i. J SLOPE .1 _ L____� i 1 ' ® ,_ I -L ...._---L "--- Si" --3166"CONC. PATIO SLAB— j± I. , 1 { W WS RFPI-20 A7 16 { D C TYP_U.N.O . 1 �Ps -11W 1 2X6.PONY-t ,, ' r?. - 4 -t' Lie «+{-11WL_ AWqDLAM.,1,...,' __.:4...„. I (4)04F BOr.EW--i-- - • •• - '.iI _I o r —_--� —_—J- I a ® 14'-612" m i 5 BY4___ g 3_10) 5-OY4 L , _L f. rJ j TT `g i 1 g VARIES: MIN. i 78"x24" SIHDl4RJ,.:f -3'FROM TOP OF z STEM WALL ; 6x4. I o 4>.•‘' '• SPACE_ Ic .t I i_1.. ® 34" CONC. SLAB _ R1gDLAM LVL 1�1(9a.., - 1- OVER 4"FREE G&' a PQ�7 WALL— �X ..� .F r }�y� DRAINAGE MATERIAL -..-.- --- - r1, RIGIDLA LVL tt' .T- .1 OVER COMPACTED ♦ r- I 11 FILL I-1144" •B ..NDUB--r ® :� VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN a • --- -{ I 1 r4'`l -- .1-- ,RIGIDLAM 1=A-13‘..0...' .....'...4 .1.4 t '-_j a 1 - r3�Tr: • l' a'{t ,l 0 .1m.,,,,..--,...._ - .{ J : _ -...T7.71: BIO8Eo•AX ... - .t. 116IFil ` ''3 i , LC • R AM LL - t1. + . ._- -- , Iiw r • 3x16 BLOCK OUT , :I 1Wx _ 1}O STEM WALL TIP m L J �r+5276 (-4z.-, - __ .-.'rT •_ -_ �, W�i\�—N���� ., L.pc,N4 7 r� $ " T.O.S. f ll71��,, STHD14RJ ThD, STHD74 �� 16 6THD1a I i PORCH SLAB 1 j SmD14RJ �� L J 1 S6.1 I . . r 16 -0.-6 . 56.1 I 1.-7Y_ 9.-N). 2D•-2) 2•-114 i6'-3" 4, ! ' ! Plan 1 9D FOUNDATION PLAN 1/4-=r-o• ALL BEAMSIHDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 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 erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined csi 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 Center Span Data Span ft 6.50 Dead Load #/ft 184.00 _�Live Load #/ft 490.00 LResults Ratio= 0.7924 �Mmax©Center in-k 42.71 e° 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 CTPROJECT#: 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. En r. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2Sec.Spectral Response Ss= 1.10Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 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 SM1= F„"Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 Sm SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC5= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDCi = 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 no- 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 - Na', 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 SDS= 0.78 h = 19.00(ft) SDm= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 CL= 0.020ASCE 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/(RIE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/IE)) (for T>TL) 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 Sl)/(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) Cvx = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 19.00 19.00 2400 0.022 52.8 10032 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 50.3 ft. V ult. Wind Speed sse�,casr= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sec.Gust ,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 PS30 B= 17.6 17.61 psf Figure 28.6-1 Ps3oc= 20.4 20.4psf Figure 28.6-1 Ps30 0= 14,0 14.0'psf Figure 28.6-1 X= 1.00 1.001 Figure 28.6-1 Kr,= 1.00 1.001 Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) X*Kr,*I : 1 Ps=X*Kit*I*Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6 1) PSB = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps 0= 14.00 14.00 psf(LRFD) (Eq.28.6-1) Ps A and C average 23.1 23.1 psf (LRFD) Ps B end D 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 A0 AA AB Ac A0 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 0 457.7 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-VV) 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-VV) V(E-W) 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(n-s)= 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-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(N-S) 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)= 2726 V(n-s). 17.33 V(e-w)= 16.36 kips(LRFD) kips(LRFD) kips.1ASD)_ --_-_ --_kips(ASD) Page 1 Design Maps Summary ReportPage 1 of 1 USGS 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 A i' ��' f may{ ^'wkYII E _bpi ""-. ' q„,,,,..,„ .: i �r �,,,,'� ,�' ,tom �� z'..,',,,i,, - k1 ` Zifs - Si. �. 11 it > �e w a c aW �' £ om' r �` /" &. ' � r-,--!,14,...- 9 w USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SMS = 0.667 g So, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 10E R spar, se Sp rem DesignResponse Spectrum 0. s 1.1b cse 0-72 0,2110. 440,140.1t 0.4440 00 0.22 £i. S,24 0.22 0.11 0. 0.00 D'211 D. 0 d.6 b 1. 1. 1.14 1.0 1. Y ZOO0. 0. 4 0.40 a 1. 1,10 1. 1. 1. 1 per/04,t i Peri l,1(get) 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 I ABB Roof Below . ' y 11.-5 " • �,-612 5-032• f 5'-5" t 9'-724" 4'-11�' i•-9}Z,'•_6• 5•-532 4'-11}' 4'_11 • 5-�2 1 TI 6-0 0 3 2-6 4�0 5 -,A ;,. ,.. B a 3-0 0 S 6-015-oF 3-0 '0SH B2b I •v-o 65hower b 72'z 36" n p TREY CEILING PER TRUSS DE51(1 Tulo I ) v i `TUTUI B PLATFORM.. ' B1am 6-014-0$I Bib I ®+21•AS F. Lr) If n 2-4 H 1 r Master Bath Master Bedroom a 2'-.1-}F vl 1-2)- 9 1 -1.T, -? Q ll'-7 'Z 1/ 4'''-[1132" tI'-9) J'-4 4=1132Lr _-__________&Wl --_____-__________.5. " ___.4 uT3 Ili Bedroom 4 -- - I A I ® ,s ,. I 'I _n ' INSULATE FLOOR OVER UNHEATED8.0 �* SPACE I SAP 5SH. SAP I SAP I _ /* - 2-6 H W N fl ".Jp'I -4 HCW 2-4 HL AT C' n a \3 v. Y CCESSI W.I.C. h n -_J W.I.C. �t z-BH .W Q m wic. aX • V 2 _. •,, .., a 60',00 pi Laundry 5 A P ,.—±,, . S A P s a u -di �-� SHOWER �- III[ '2-6 HHCCW/1 •a ed 5 SH. :� ALL BELOW , ••• 1 i �' c n o m Open to a ,^� 2-0 4"-11 - 5 low Bedroom 2 -: ----- <4 BIFOLD /2 I y 3 Bath ww 2-4 HCW V. ... .... __t - a n: (1 P LINII ®. o DN ,o CAB. 4 nt _ - _ „I LOW WALL AT+42•A.F.F. 1 + 2-6 HCW 0 j tirHall 1 Q' OPEN RAIL Q I 1 Bonus Room 4 4'-2}g" 2'-0J2' -4 HCW . , INSULATE FLOOR L. Bedroom 3 Open to Below _ OVER UNHEATED "i I SPACE n WIC tn 1 Floor Below o IJ 1 I " • I I 1 pp-111- 3-0 D SH 3-0 -0 F 3-0 0 SH-----J4i , I I L- ---_124a ....Z ------ RooflBelow l R00-flgelow ___-J 83a 3-0 SFO SH 3-015 0 F 3-0 5.-0 SH Bab 1_-J 1 f t , - f I I I I I I �� I I I 5•-gl4 f 3'-52" j 3-5 " 6-934 4'_5 )I 4'_53 1-71•1 J_SY 1 J•-51i. 6'-10)" • • 20'-532" B'-10}2• , 4'-1132• ♦ 75''2-B�2• • r • • 50_0" • 40 Plan 19D UPPER FLOOR PLAN 21'-1I)" e e 6" 2 ♦ 6" Ii Ii I I Patio - � II � H sv- 11'-5)�" 1 1 _ 38'-sY2 1 I II I l 6 TAM • @ 1'I-. Nt7 B7a 4-o sH I 1 B7b 66a 4-0 0 SH - _— _ • - NINO 6-0 SGC 12, WALL : 1 o 0\4.6 DW , 0 , a f �� B5 Den ' m A ,r_.—_ . _ ook Kitchen i' t' 2. 0 0 - + soFF r Shop ---- 1 DDWN Q �G '_r 2-6 HCW) I ►"\►, ___ 1 1 BOLLARD n --- '1 1. .- - 3-0 HCW I. - �p e1 _ SOFFIT DO a I _ _ _ -1. '�r TVI 1 +9-1 L J. L3 ^ Fs . 3 ' • Powder z X1 .: 2'-9Y4" 10'-0" 4'-7Y4 I 3,-4• 0•.. N WOOD TREAD - � r o— MAX RISER e" � o (ADD STEPS REOT)BY GRADE) E CLOSET n _ 7 Dining Room 3-Car Garage ^ — II 6-p�!ENFOLD li WALL FINISH 1/2"GWB 'f'„ Pantry " -` CEILING FINISH%"TYPE X'GM '• 5 SHELVES 11 �� FIRE-TAPE ALL GW8 ('� WRAP BEAMS BELOW CEIUNG LEVEL. " G-1=+ INSULATE FLOOR ABOVE. _ I e .. C e UP ., fn Q GUARD RAIL W/6"HIGH e FURNACE TO BE SIZED ~- . lirin _-". 2x4 CURB AT BOTTOM- m PER ORSC 611305.1.1 _4 . TOP AT+42"ABV.NOSING 2• PLATFORM 0+18" 3-9 IOP 2'-3" Y2 'a ABOVE ADJACENT 81) < GARAGE SLAB .-1 11' ---. Q -)_ 3,1'-1+ \ 1X0 q 1 I i 11 '' _1 -I, Stor. I tq;cEgs,I . 4.m IS' II ISI&IP 1 "' UL APPROVED DIRECT-VENT of 18— 1 • • ®' ...!',,t,o - FIREPLACE,INSTALL PER MFR. "Y'— e n B9 i Great Room D < I,i^;lI II 1 n AS 12"TILE SURROUND W/ I I ) I 19 APP'CABLE 2x TRIM FRAME N-- PER SITE Entry `-- _3 * CON)ITIONS [ -1 3 ao h 16-0 8-0 SOHO'N - e.- 43-5A-_.. 0 4.-5Y4- ,_,___ '-5Y4 _ =-, I • I\ ` I WINDOW SEAT I B13 ` -� 610 I Lk 1''611 Porch 12 e��e , I. I I Ur FloorAbove --o, I 3-0 -0 SH 4-0,5-0 F 3-0 -0 SH I .a r _ ` ,� + m I F lI • I I © I DS , • I J I I I 1D'-244 1 9'-9Y4 ® 1'-11Y2 j 3'-11YZ" } 3'-11Y2" j1'-11)" `'-9) j.-9)12-.. 3'-11)" ♦ 11'-10" ♦ • •0 Plan 1 9D 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 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 LDLeft Co wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RorM Unet U:gym OTM ROTM Unet Usun, U.. (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17,0 18.5 1,00 0.152.95 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 1.00 015 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 A5 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 OAO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0';00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0!00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.6 1.00 0':00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00. ° -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0..00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0';00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 MO 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 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,„„„d 10.91 EVEQ 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel IIMIMMMMIMIMIMIMMMIMMMMMMIMM 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 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 Roan Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Al Oa* 203 5.5 10.8 1.00 0.25 0.54 1.32 0.34 0.73 1.00 1.00 195 P6 P6 339 10.71 3.66 1.46 1.46 18.83 4.43 2.94 2.94 2.94 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, Al Db* 637 17.3 20.5 1.00 0.25 1.70 4.14 1.07 2.28 1.00 1.00 194 P6 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 91.3 91.3=Leff. 6.42 10.91 4.03 6.02 1.00 EVsfd 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: A10ab 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 ♦ v hdr eq= 151.1 plf — A H head= A v hdr w= 263.2 plf 1 v Fdragl eq= 237 F2 eq= 745 • Fdrag1 w= , 4 F2 1297 H pier= v1 eq= 194.3 plf 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 v Fdrag3 eq= . F4 e.- 745 feet • 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 v . 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= 0.91 0041 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 1= 9.91 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 LOQ eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 300 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 3.66 - - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2b* 300 3.0 10.3 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 8.77 1.14 2.41 2.41 11.15 1.38 4.19 4.19 4.49 - - 0 0.0 0.0 1.00 `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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* 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 845* 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 2.37 133 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVnd 9.91 EVEo 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ =350#< EQ (ALLOW)= 1031# SHEET TITLE: LATERAL E-W(side to side-Ieftright) CT PROJECT#: CT#14301:Plan 5019 ABD WIND = 580#<WIND (ALLOW)= 1444# Diaph.Level: 2nd Panel Height. 10 ft. Seismic V i= 4.03 kips De •n Wind E-W V i , 45 ip Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 10.05 kips Sum Wind E-W V I= Min.Lwall= 2.86 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W p - 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 v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (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 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 0.0 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 B6a* 117 3.5 5.5 1.00 0.25 0.31 0.38 0.20 0.23 1.00 1.00 122 P6-TN P6 198 4.26 1.19 1.08 1.08 6.94 1.44 1.94 1.94 4,84 - - 0 0.0 0.0 1.00 0.00 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 B6b* 208 6:3 11.3 1.00 0.25 ..56 0.69 0.35 0.42 1.00 1.00 123 P6T14 P6 200 7.69 4.35 0.60 0.60 12.49 5.27 1.29 1.29 4,26 - - 0 0.0 0.0 1.00 0.0, o.00 0.00 0.0o 0.00 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 B7a* 233 7.0 12.0 1.00 P. 5 0.63 0.77 0.39 0.47 1.00 1.00 123 P6-IN P6 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 i.e 0.25 0.69 0.85 0.43 0.51 1.00 1.00 122 P6T14 P6 199 9.43 4.68 0.67 0.67 15.43 5.67 1.38 1.38 448 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 = ' •. '• •'' 1 . 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 1.0 1.41 1.00 0.00 0.10 0.0. 1.00 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 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 1.00 000 0.00 0.00 0.00 0.00 1 00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 811 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 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 .00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' .m' ..'- '.:* I. - t. 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 B13 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 wind 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 JOB#: CT#14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: Blab w d1= 150 plf 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 l V Fdrag1 eq= 393 F2 eq= 327 A Fdragl w= ; 6 F2 - 538 H pier= v1 eq= 250.9 plf v3 eq= 250.9 plf P4 E.Q. 5.0 v1 w= 412.7 plf v3 w= 412.7 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= s 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 10- ►A ► 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 ► ► v hdr eq= 77.6 plf ► •H head = A v hdr w= 128.1 plf 1 V Fdragl eq= 606 F2 eq= 519 • Fdrag1 w= '00 F2 ,- 857 H pier= v1 eq= 250.8 p/f v3 eq= 250.8 p/f P4 E.Q. 5.0 v1 w= 413.8 plf v3 w= 413.8 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= .i. F4 e.- 519 feet • 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 i v UPLIFT -77 215 Up above 0 0 UP sum -77 215 H/L Ratios: 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 Of 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= v hdr w= 165.3 plf 1 �i Fdrag1 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 v1 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 UPLIFT 364 851 Up above 0 0 UP sum 364 851 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 o. Hpier/L3= 2.00 L total = 15.0 feet I JOB#: CT#14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B4ab 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 10 --► v hdr eq= 94.7 plf ► A H head= A v hdr w= 156.6 plf 1 : Fdragl eq= 308 F2 eq= 308 Fdragl w= '!9 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 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= s; F4 e.- 308 feet A 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 i . UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.7 L2= 6,5L3= 4.7 Htotal/L= 0.57 Hpier/L1= 1.0741 10, �� Hier/L3= 1.07 p L total = 15.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w d1= 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 — • H head = A v hdr w= 141.1 plf 1 v Fdrag1 eq= 125 F2 eq= 224 A Fdrag1 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 10Y 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 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 Hto Hpier/L1= 1.71 ► Hpier/L3= 0.96 L total= 13.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B7ab w dl= 250 plf V eq 1800.0 pounds V1 eq = 854.2 pounds V3 eq = 945.8 pounds V w= 2940.0 pounds V1 w= 1395.3 pounds V3 w= 1544.7 pounds -_0,. v hdr eq= 96.0 plf - o• A H head= A v hdr w= 156.8 plf 1 v Fdragl eq= 182 F2 eq= 202 • Fdragl w= ,8 F2 - 330 H pier= v1 eq= 122.0 plf v3 eq= 122.0 plf P6TN E.Q. 4.0 v1 w= 199.3 p/f v3 w= 199.3 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 Fdrag3 eq= : F4 e.- 202 feet • Fdrag3 w= 298 F4 w= 330 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 96.0 plf P6TN 5.0 EQ Wind v sill w= 156.8 plf P6 feet OTM 18000 29400 R OTM 21585 26367 v . UPLIFT -198 168 Up above 0 0 UP sum -198 168 H/L Ratios: L1= ' 7.0 L2= 4.0 L3= 7:8 Htotal/L= 0.53 Hpier/L1= 0.57o �� Hpier/L3= 0.52 L total= 18.8 feet i , �� ma , .�� • zd .�. APA 3; 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 AM—The Engineered WoodAssociation PORTAL FRAME DESIGN (MIN. WIDTH =22 112"): EQ= 350#< EQ (ALLOW)= 1031# WIND =580#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 $ 2. (1 75 I a) 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) r oundation for•Wind or Seismic Loadingfa'b'� 1 EQ(1444 WIND) (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 I. 2'to 18 rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening I L J opposite side of sheathing Pony : 1 7 '` wall height . ..cAti r,/,%,!V-:-, ,,!--,%, - ''elf, I _ Fasten top plate to header ri with two rows of 16d t 5d 4 sinker nails at 3"o.c.typ .▪r • • Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' • galvanized box nails at 3"grid pattern as shown max /panel sheathing 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 max thick wood structural panel sheathing wth ' within middle 24"of portal height .,. 8d common or galvanized box nails at 3"o.c. 9 height.One row of 3"o.c. Er. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. • Min length of panel per table 1 Typical portal frame '` construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) n double 2x4 post(king \\__ 1 and jack stud).Number of • Min reinforcing of foundation,one#4 bar1 jack studs per IRC tables r top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). 1 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 Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.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,Staiulard 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 AM www.apcwood.org 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 Form No.TL100F APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org 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 Iingineered WoodAssociatimi 180 Nickerson St. CT ENGINEERING Suite 3 0 2 Prolect: -froc, e ,f3AW AR*, Date: e8a1t0tl9e,w WA (206)285-4512 Client: Y1w25q3r ( . L74.7.Z1 Page Number: (206)285-0618 60-0 0-upAsVn 0 v AC-At a1 �l `` X l6`` 1a1` kt - P�r ht PARS—W J i 4 ( ion t 2 )71-46' A � -Tb? b Ai- 0/16 Q.�63;y, a= 6)(02 60) 0,312 ‘5 06 WZ3 43�Z = Vol) Cion 4 _ , i6 = C1v,2 1i.) e - -- o .9,44 q;•. �s Atf )11-,- Le' ) 5( X te ru, 1,0/6 of- o, 6--o?uwr T 12x k i � AepOi 61 ' AWN <PiSt - ,<P1.44- Structural ructural Engineers • WOOD FRAME CONSTRUCTION MANUAL 63 i ' ,. A Table 2.2A Uplift Connection Loads from Wind ,W (For Roof-to-Wall,Wall-to-Wall,and Wali-to-FoimdOtion) „....- 700-yr.Wind Speed 3-second gust(mph) 110 - 115 120 130 140 150 7.60 170 180 195 i Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'2'3'4'8'6'l 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 2 Opsf8 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 ttt 60 428 468 509 598 693 796 906 1022 1146 1345 0 . 12 70 80 92 116 142 171 201 233 267 321 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 6 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 + d 20 psf 36 32 58 84 140 201 266 336 410 489 616 '�?:ff,' 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 1.29 1.61 195 249 • 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 S56 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 I 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, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 1619.2 Multiplier 1.00 I 1.33 I 1.60 I 24 2.00 ` 48 4.00 ri' 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 plf) • for each full wall above. ' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i's. 4.,1):W':- header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. x: 7 ' 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 : a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. q:.4'. _in,yixv 'y;lit!. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 .T1 1lJ1� C 1 L��l4 INC. � � Seattle,WA Project: 1 i 1 r�lll r (�/Aii 1 • Date: 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 \?0.1\IVI X01 74$ 142).— kPk \i\bcDD AI -TABLE:- .q.'„0 I lo: MQ y. g I ( 5 j DZ •• Covt1 9v4sS , ; 4)I • 3b � � MOM /Per •)L:: 617°'4 ',)/ 0 16)(0.,7 (a = :P. 4?) I/ , c%L-T Asb Th4e-, (-.641ANT5A- ir2;(u= (4)(Z) 0,0) 64) 2 --TYR A50v6m 4510o 0 6) Tfvi , r --71 < (2 ( 6. RAtii uL - 6-6y i-z2A(,,,-5 (0,6, 196 C -rvrp ► (10 c 4. PLY. ,q, t T Fes._ t01- = (5Y nAs) 4=V kmd ✓` Structural Engineers TRUSS TO WALL CONNECTION ,;I,I VAt H.,, # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111:1 11 1 I 1 PLIES 1 HI (6)0.131" X 1.5" (4) 0.131" X 2.5' 4111) ,r, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X2.5" `.',:, 1111 1 SDWC15600 - - 411', II:, 2 H10-2 (9) 0.148" X 1.5' (9) 0.146" X 1.5" Inhi 700 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131" X 2.5" EA. Iiilii :.'u- 2 (2)SDWC15600 - - 'I/(l_. _. so 3 (3)SDWC15600 - - 14:,', at't ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. 0.131" X 3' TOENAIL �''" AT 6` O.C. i _ --.0-=- \ 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?PF VALUE' 1 OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT Fl PLIES 1 Hi (6) 0.131" X 1.5' (4)0.131" X 2.5' 400 qts ----- -- 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5' 53 [- _Ill) 1 S9WC15600 - - 4N5 115 2 1110-2 (9) 0.148' X 1.5" (9)0.148" X 1.5" 10/0 71111 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. 1071 7211 - 2 (2)SDWC15600 - - 97-6-- 7.so 3 3 SDWC15600 - - 145) 1 `' ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FORWC S.H2.5A AND ad AT 6' O.C. 404644,1 SDTYLE CONNECTIONS 2X VENTED B1.K'G is1.1 iI' ll•Ii H2.5A & SDWC15600 STY'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 Suite 302 p n I N C. Seattle,WA 98109 (L.r4q (1 as D Date: (206) Project: S IQ (206)28S-4512 FAX: Client: Page Number: (206)265-0618 POvnOfl710►i /,i• s zoo() pJf . , oo .kNop,rf) (t opaf) �') �oiopl UPPi fig: ' •.u, t ( S pJ-1 ( z, ) +Uo p.r 4)(4.') z -7s-o; CRnwPflC� tv CSspr )(;�t.� t 55 - ,,n CuFl . tau ',,OS6;?-f) (4/12')C2t) 200 ' • FICIt W ;Ubtt pcI) (lit .`)(1'/t2'). Z -131!•-• .. i WtoT ` Z '18 P l . I , !Li 1°7 pi t ►t,3 e f 2000 7u 1 wtnT� 1 Y P ; u:b l 1 Zi) , COkT Prt I•la 4101, X S' 'beef'.Det Structural Engineers Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square FootingDesign (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calwlations Description 5019ABD-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II 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 Reinforcing r 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% Summary Footing OK 1.50ft square x 10.0in 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 Rev: 580000 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calculations Description 5019ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 Pc 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 Reinforcing 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 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 2 #7's 1 #8's 1 #9's 1 #10's