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Specifications (14)
mei C\-4 - 0 CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0818 (F) 15238 RECEIVED MAR 2 8 2017 Structural Calculations CITY OFTIGARD BUILDING DIVISION River Terrace Eo PRO, 4 ���GINE�� Plan 19 G .; 1114j Elevation B tdTigard, OR CFS T2' �\<cs 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 INC 180 Nickerson St. 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 ROOFRoofing- 6 3.5'psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0'psf (1)5/8""gypsum ceiling 21.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF TO FACE OF G.T. An L 1 X12 HDR ti.2)2x1( HDfi(t, I4ToH412RJ>/ \XI2TR \ L ti \ • f t. 19 S9.1 • ss `,37;.70 �• `Yi 1 eACCES(,11 1i i ---� • - J • `` ___ i =e • r i zo ' it I s9.1 iia ��� P, 8 c II i, ___ _ ¢r 59.1- I= 1—YE Li 59.1 R< `! • V� li i!` .N it JE, Fil • ________<` a Q4____ __- —__ 1 i I i 19 I S9 1 ii ..I 7 59 i f T 1 u� u J ,.L u /L .0 G.T.u u,'' m 30� li • i 4 r 1 1 11; I ; I I,' I '.I -.I r /� 14 /' 1 %SIM I \`� I`, •/ I jI II 1 i S3,2z:HER .moo • r r �, i G1 /� MIS BAR IAN.BAR MIN.HDR MINHDR MIN HDR J i �' 1f'—• •--+1 i -_. :..1..^ .�. - �` ,y GABLETEND TRUSS I GABLE E D TRUSS I I/ I ----,-I _I r>----� I • `A 16 i.. _- .' `.I 16 4' �iT1-�'I s91 T 59.1 Plan 1 9B ROOF FRAMING PLAN 1/4-,.r_O- Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 1:59PM, 20 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev' 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineedng Software plan 5019 abd.eav:Calculations Description 5019B-ROOF FRAMING Climber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBB1 RBB2 RBB3 RBB4 RBB5 1 Timber Section 3-2x8 2-2x8 4x12 6x12 4x12 Beam Width in 4.500 3.000 3.500 5.500 3.500 Beam Depth in 7.250 7.250 11.250 11.500 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fr- Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 1,350.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 170.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 • Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 @ X ft 3.000 3.000 Results Ratio= 0.7186 0.2919 0.8609 0.9522 0.883411 Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 @ X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 980.1 1,478.3 1,005.7 Fb:Allowable psi 1,270.8 1,173.0 1,138.5 1,552.5 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 92.9 120.2 94.5 Fv:Allowable psi 172.5 172.5 207.0 195.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 @ Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.027 -0.003 -0.019 -0.045 -0.035 UDefl Ratio 2,201.8 11,743.2 3,808.1 2,006.1 2,545.5 Center LL Defl in -0.045 -0.004 -0.032 -0.075 -0.059 UDefl Ratio 1,321.1 7,045.9 2,284.8 1,203.5 1,527.3 Center Total Defl in -0.073 -0.007 -0.050 -0.120 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 UDefl Ratio 825.7 4,403.7 1,428.0 752.2 954.6 m m m rfr--•j--- -�-- 6X61— 6X6 N U N p 4a O ti 2x LEDGER THDI4RJ 4®H� 11112W ABS VE ® � ®+ STHDI4RJ x.'11 r!AMI LVL�D'p ----i ' ;T r �l1 r 1' 0. .. �t• —, 1 1 , I I ;t ' BOVE \ / III—-C^--_ 1 - 0 LL= = J 4 \! 'D gp£ rixtREsi, STHDI4RJ P4 GT A31HyD14RJ _ 7 h\\ 0�+I a D i \\ ,11 ,, SP-014RJ 0 J 1{� * �:! i SA4D 4R O I i .7..I FEARING LL - �i ' �; Ili i E i 17TIV—GT, 1 ioleB 59.0 0 ri 51.2 • 00 SIM. •3 i I'o BEARING WALL , 59.0 I I, 6)'24 B FB 6R 24 GLB FB - \\�\\\_ . . ••.�L-V .*.1-+�-8—+I—.i-.-+1,. — —+-.+�oN Ti .1 _ I .I -{fj- 11.,Sxn16L BiElIG pKAM 7-�LI I, ) ' laf Ai 1 'I'• 1 X E____�.11_17.1=_t..fy _ __J ISTAIR `PT.(_OAD S7,1D14R I I =RAMING (1'251) GT FB pfi FIXTL RES -� .....,1(/''' ABOVE ��.--p5 _ '. i 2z LEDGER I Wo t BEARRJI WALL y z limit - ca 5d`...?2). � JT Wo11 LOAD o m ADD 2x,0 TV ELKG2x4 FRAMING (S20� I - 0 76'A F.F. AT 24•DCII �®II OPEN TO BELOW ;- IGT ABOVE— OO GT ABOVE II I IGT FB I I I I PT.LOAD PT.L04D _HR ,° (1 I PT LbAD (120(e) • '•rte 2xlD1 • I i' IT ABDDo: F 1200 ® 2 2x OHDR )2x1OHDR ()2x1OiDR 2)2x1DHDR © ( 16 BIG BEAM iDR --0 ' GT — P3 ��. ♦,,/1\\5 014 2 4GER �� $THDI4RJ L.�. —.J0L.1L-�1Y—J4 -aLJi.>� ♦ j \ ill 2X La0I R 1HD14Qm STH014 ♦ - L j o :ARIN•WALL ABOVE w�BEARMG WALL ABOVE 2X LEDGER ♦ 1 \-' < (1'0 PLF) (170 PLF) • ♦ �\ " < I y I -- — —. ' ;I— --- _ ,_, ♦ \ 4z8 HDR z8 HDR T j♦ -lv- __4x HOR ... 1 6x6 &ILIA 6x6 6x6 1 i RIP Mir 6x6_ GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN& Plan 1 9B LOWER FLOOR SHEAR PLAN 1/4"-1'-0" Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB1 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 Ar- Douglas Ar- Hen Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Slawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 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 fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 ©Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 • Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.erw:Calculations Description 5019ABD-UPPER FLOOR FRAMING(2 OF 3) [timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB5D F66A/FB6D FB6B FB7 FB8 FB9 FB10 1 Timber Section 5.125,Q4 Pr11m:5.25x16.0 Prllm:5.25x16.0 LVL3.500x11.875 4x12 4x8 Pram: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 Fr,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Ar- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No enter Span Data r Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 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 i 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 ©Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 @ Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 L/Defl 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 L/Defl 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 L/Defl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 3:31 PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calculations Description 5019ABD-UPPER FLOOR FRAMING (3 OF 3) [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB11 FB12A F813 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 Douglas 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 Glu Lam GluLam GluLam 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 [esults 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 1 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 � '- 5D'-0" ♦ 3•_B• ' it'-5)4 ) 10'-243" 214) 6'-11)4" 5Y4' IIII 5Y4' 1- r.7S;I • 656 J I-1.-4"J THICKENED L , 6X6 ` SLAB EDGE w3I 5'-0" � I .Y3♦ CCNC. Nig, m PATI SUB mlt P 1-3. 10 � -0'-Y � 10 SmHD14RJ P4 ?I ° 56. 51HD14RJ ST6014RJ -1-2" 2 • _____ STHp M. ISI t f\I T \ \ \ - 16 SO.510 DEEP i 1 m J o, 1L _ 1.. rS7HDI4RJ Pa4. 51HD14RJ j.- (TYP U.N.O.) 1 -.t 9X..POST 1 .n ® QI I I 1.- r.__--+ - I :. FINISHED-FLOOR I o :. 5THD14RJ :1 1 SLOPE I 11W .1.3,.9' ' -{ ••-4" t L-r ♦ I ..-i. l'iJ • .i 7 I T r 316"CONC. .I-'.•• 1 •• • 1 ....„......_.....1.,1.144-.- PATIO SLAB- 0 1 - i 1 xi aI -i O - I �� .. -SW RFPI z0-AT 16" - __I P6 v 1 2X6 PONY WA¢� e 113Y" -11 Ys" 1 r_ _ DEEP FTC.Wt r'1- �1 '�'1- I- �0 RIGIDLAM 13W91•I 'r i .144:14:- 4)/4 BOTT EW i .•I I `i ' .I —a - (4)2x6 +,- o' 1 (5)2x6 (4)2x6 .....4'.','.-.•.' i j a 14 --- -- - -- -_ i -1 i I , 1 - m 56.0 1 f 0 14'-6 n _ I 5 4_--_- Y-,WW., 5-DY4 L--1- J 7'-44. I. r • ♦rJ I } i $o 1 1• 1 T- .'. ---_— - _—• k-}-1---a LJL. •- • r 1 ti VARIES: 1.116. 51HD74RJ - _ 1.11.2, -3"FROM TOP OF l I BAWL^ I - / S,' STEM WALL I „ �♦ SPACE .. --1 I t I _ ACCESS-. I •i .Y.- 7 3)' coNC. � 1SIM - 1,- ._---.— —. i 56.0 1. i SLAB {!L. - RIGIDLAM LVL 93" -I OVER 4"FREE C)- 6 `®' ,4_PCI WALL - RIGID[AM LVL 13�(9�J — _1 DRAINAGE MATERIAL -- -- 1 r..�1----•-- — 1y-T1-1 OVER COMPACTED 1 r- 1 I ,„ `, Lt ---`• 1 I 1 FILL I-115'. �--• iU P3 HWB�' �_ 1_ 20 VERIFY GARAGE 1 HY2 SLAB HEIGHT ♦I • ®---'-••........j---------. 1:'•••••-•.---- - -Y I D2 1 WITH GRADING PLAN 1 �-� �. O1 � `,,.N �. -. -{- I 1 t RIGIDLAM LVL 1' 93 --.; � a .-t. 1 I-O'-3'I i=— J 43,1J4 BLOCK OUT I '' `�r'I- i -r C STEM WALL TYP J 4)2116 ry r— r I-0•-5"I 1 • 1 J 8 Ti Lo.s. L r—+ s1HD14 s1HD14RJ 1:4- 516014 ®� 18 SIHD14 PORCH SLAB 51.2 CDP 56.1 1'-0YB" 6• / i • B'-10)4" 20'-B" n • 0 1 OUP' i---THICKENED SLAB EDGE 191)\ 6x6 I 7-6,6 IIpIL 6z6 -4o I-0'-6311 I I 6x6 •1�r m7�z6 }�j iD'-6Y4 .iii" 6.6 B._7 y_ 9•_7Y4 I6; 2'-1Y 16'-3" /8e I♦ D'-7� 11'-10Y{ "�B 1}9'-178" } 4 SD'-0" ♦ Plan 1 9B FOUNDATION PLAN 1/4-=1'-0" Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 1:04PM, 24 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1 03 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD-MAIN FLOOR FRAMING Timber Member Information %ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- 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 Results Ratio= 0.7924 Mmax @ Center in-k 42.71 @ X= ft 3.25 fb:Actual psi 855.8 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 77.9 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 @ Right End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 3,898.4 Center LL Defl in -0.053 UDefl Ratio 1,463.9 Center Total Defl in -0.073 Location ft 3.250 UDefl Ratio 1,064.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301: Plan 5019 ABD Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.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 SMS=F.*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv'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 SDI=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 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 Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14301:Plan 5019 ABD SDs= 0.78 h„ = 19.00(ft) Spy= 0.50 X = 0.75:ASCE 7-05(Table 12.8-2) R= 6.5 C,= 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/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDl/(T*(R/IE)) (forT<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*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 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) = DIAPHR. Story Elevation Height AREA DL w; W, *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 19.00' 19.00 2400 0.022' 52.8 1003.2 0.60 6.02 6.02 2nd 9.00 10.00' 10.00 2400 0.028', 67.2 672.0 0.40 4.03 10.05 1st(base) 10.00 0.00 SUM= 120.0 1675.2 1.00 10.05 E=V= 14.35(LRFD) 0.7*E= 10.05(ASD) Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5019 ABD NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36.00 36.001 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. -- -- Building Width= 50.0 50.3ft. V u/t. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec.Gust ;;, 93 4,144,Ln1Ph (EQ 16-33) Exposure= B B lw= 1.0 1.0' N/A N/A Roof Type= Gable Gable Ps3oA= 25.7 25.7 psf Figure 28.6-1 Ps3os= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps3o o= 14.0 14.0;psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kn*I : 1 1 Ps=A*Kzt*I*Pao= (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) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A end c average= 23.1 23.1 psf (LRFD) Pse endo 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 As AD AA AB As AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 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) klps kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14301:Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(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 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 2726 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(NS) 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 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(n-s)= 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36 kips(LRFD) kips(LRFD) W__. kips ASD) _ kips(ASD) Page 1 B AB 50-0. Roof Below 11'-5}4" 38•_634' ♦ + 9_5• 9'-77/8" 4'-11)g. 1.-9 "1•_6• 5'-5h' 4'-11}2 4'-11h. t 5-5h- i 6-0 0 5L 2-6 4.-0 ' .:i 4/,r,.�, aa. r_ 3-0 51-0 SH 6-0 6-0 F 3 10 SH 6:h-o644:; 0. I Shwe3 r w 727'26* 2 o 36" ' TREY CEILING PER TRUSS DESIGN .7 Tub I m e i TUB PLATFORM -� .. ! I 6-014-0 . ®+21"A.F.F.AFF ., it i .... i I m ! Q 7 1-4 HC 1 i Master Bath Master:Bedroom I 1 I 2.-4F 232 0 a i n .I 11'-7 4'-il 1'-9t� 2'-4 4'-11 +-----$'.t} •-'-- " , il4',,,' Bedroom 4 I_- , ® ® s INSULATE FLOOR1 IN I OVER UNHEATED S 8 P 5 SHS k P I S&P . n I SPACE I . 1 1 2-0 H W N o 122•.701 '-4 HCW `2-4 H u 1 ATBL I W.I.C. it n ,tea r........5,,-1 in dl • ILCCES JI n WIC. I 0 x m (I 0 2-BH � m Q i{ A8 f 8 I lir VV = N uTS�Rr...r...,t:) 60"aJ3 ala Laundry 5§P $k P ` "i- o ry —�. 1 III IN SHOWERS 1 ®, 2 m 1,,v___.,.,.. i 2-6 HCW a 9 r )p, -7an T 5 SH. ; ALL BELOW - In '� Open to .TNa z-D f a-nye' SBe634-low Bedroom 2 IT, BIFOLOvilli +� Bath .12 ! ,,o, 1. � J/ 2-4 HCW LIN. CAB. ^ _ - F r1r LOW WALL AT+42"A.F.F. .4 2_6 HCW i ' eHall c u.�OPEN RAIL W • Bonus Room , +''�' 1.2.-OF, HCW IL INSULATE FLOOR+ Bedroom 3 1 s. OVER UNHEATED Open to Below o.L SPACE ,n 43 WIC ii I toI " I r. �T I. Floor Below "' -,,, ., ,I 4-534" 4-4 g' _„'S&P Floor Below o I Ir W 1 I 3-0 0 SH 3-0 -0 F 3-0 0 SH F - 3-0 51-.SH 7-00 SH 0 II I 4-1Y ; 3-534' }1�3'-5) ' 4-1Y4 ♦• OF 6'-2Y2 J-52• 6-2YT' •r 2'-B" * 15-1/2' ♦ 2'-e" B'-1 ♦1 , 1♦ 4'-9 .. ♦ 15'-1034" (" 50'-0 L_ LJ l LJ � -, Roof Be ow F._ J LJ 021 Plan 1 9B UPPER FLOOR PLAN B 21'-11K• 6'-8- e 6. -� AB p'}1C17y 6- Patio'. 1 •_p• .. -I. 1 IT 1 1 ., m 5._6. 5'-0)'•1• -I I 6' 3 12-,OY4' - I - 9'-B)4 • { 11 1 m � - 1 , I 1 4-0 0 SH 1 1 - .4-0 0 SH 1 -�,_ti • I' - 04 Ir 0W ��i .. 0 a f 00 Den ' m A .—..-- ook Kitchen v© i n o H DOWNT - lo 2 Shop r�trS� BOLLARD ' /.. r$ 2-6 XCW I •I�;r P � }0 HCw 1 ry,o ,-rY SOFFIT DOWN , L- — —________--11 / 1 S h •P ID[ IMP +9-1 L J. 4 3-1F Powder x "' i 2'-9Y4 10'-0• 4'-7y4" 3'-4- 2-8 IA TL 1r WOOD TREAD INSUL MAX RISER 8• a (ADD STEPS RED'D BY GRADE) E CLOSET 6-DIBFOID II Dining Room 3-Car Garage — I WALL FINISH: H•GWB PantryI.0-' "g-----. CEILING FINISH W TYPE X'GWB o FIRE-TAPE ALL GWB N 5 SHELVES :, WRAP BEAMS BELOW CEILING LEVEL ` 1 b •m INSULATE FLOOR ABOVE. 1 FURN "■,.Y,FF' Y PI_ Mk I rn < �_ I I GUARD RAIL W/6•HIGH a FURNACE TO BE SIZED _• it 2x4 CURB AT BOTTOM- PER ORSC M1305.1.1 -• ��' _ TOP AT+42•ABV.NOSING PLATFORM®+1B• - AP." 2'-3 2-4)2' Q o ABOVE ADJACENT o1•' GARAGE SLAB - LLI� 11• -----. -L • 1'-6• 1X0• I OBASI StOr. I I:rigs'6,Iil n ,l_L u+kly II SI&IP " 1 UL APPROVED DIRECT-VENT _ __ m 0 ' 0',o , ' ' ' 1' FIREPLACE,INSTALL PER MFR. • 'r n 02 1 1', Great Room D o ;;;;1IT 12•TILE SURROUND W/ + I I InAPP Entry 2x TRIM FRAME—� _ MPEP SITE ~— 0— • CONDITIONS I -' Q 3 Iw 0n L. 4 1- �+ . 0.6-0 F 1-O. -O F ��-=--, _ I6-0 8-0 50110 F, --. I p ' b � .1 ~---- -- ------ 5-- `'- V II - I- .F OC I 3-0 I 0{SH 3-0•-0 p F 3-0:'Floor Above-0 F }0 O SH - FloorlAbove I - - i s, - !� I 10'-23• 1 10'-2Y. d'-11�yy 7-S) j}2'-5W' „ 7-B•.. ! .Y • } 6'-5 F 3-5Jik: = S_B• o 20'-5r(• I . / 8';1D)2 �' 20'-6' - - - u i 14x'. .,.5p•Tp• .. f \a l 0 • y 1� 01l Illy"JJII : ", 1 l J /Eh XI IN Plan 1 9B m 1127 m LOWER FLOOR PLAN 114•-1,-0" SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 6.02 kips Design Wind N-S V I= 10.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.02 kips Sum Wind N-S V I= 10.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 pOe 0.6D+W per SDPWS-2008 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 LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM tine Usum OTM ROTM Unet Usum Usum (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2.95 0.00 1.62 0.00 1.00 1.00 96 P6TN P6 173 14.62 11.68 0.18 0.18 26.52 14.15 0.76 0.76 0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2 552 14,5 15.8 1.00 0.15 2.51 0.00 1.38 0.00 1.00 1.00 95 P6TN P6 173 12.45 8.48 0.29 0.29 22.59 10.28 0.89 0.89 0.89 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 465 15.5 18.0 1.00 0.15 2.11 0.00 1.17 0.00 1.00 1.00 75 P6TN P6TN 136 10.49 10.36 0.01 0.01 19.03 12.56 0.44 0.44 0.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 375 12.5 16.5 1.00 0.15 1.71 0.00 0.94 0.00 1.00 1.00 75 P6TN P6TN 136 8.46 7.66 0.07 0.07 15.35 9.28 0.51 0.51 0.51 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0I 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0: 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 .0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 EVnd 10.91 EVEQ 6.02 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design Wind N-S V I= 6.42 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 10.05 kips Sum Wind N-S V i= 17.33 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klt) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 3410 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 - - 0 010 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 80 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: 1 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4 1.00 ':0.00 0.00 0.00 0.00 0.00 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 'A10a* 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 18.63 4.43 2.94 2.94- - 3A4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. 'A10b* 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 4,93 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 - - 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' 1 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' ' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00c 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 - - 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 s'0.00 0.00 0.00 0.00 0.00 1_00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 91.3 91.3=L eff. 6.42 10.91 4.03 6.02 1.00 EVu;nd 17.33 EVE0 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: A1Oab w dl= 250 p/f 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 v Fdrag1 eq= 237 F2 eq= 745 A 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 A Fdrag3 w= 414 F4 w= 1297 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 151.1 plf P6 4.0 EQ Wind v sill w= 263.2 plf P6 feet OTM 44200 77000 R OTM 52529 64167 ‘ . UPLIFT -291 449 Up above 0 0 UP sum -291 449 H/L Ratios: L1= 5.5 L2= 6.5 L3= 17.3 Htotal/L= 0.34 Hpier/L1= 0.91o. �� I. Hpier/L3= 0.29 L total= 29.3 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height. 9 ft. Seismic V i= 6.02 kips Design Wind E-W V I= 9.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.02 kips Sum Wind E-W V i= 9.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 Lot.e8. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet U,um OTM RorM Unet Usum U..,, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (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 4.33 - - 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 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 3.99 - - 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 Ext B2b* 3- 00 3.0 10,3 1.00 0,15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 1.14 2.41 2.41 11.15 1.38 4.19 4.19 4.49 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 6.62 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3b* 3- 00 2.5 7.5 1,00 <0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6.61 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4a* 3- 00 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2.33 - - 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 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 2.33 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 __.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0' 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0s 1.00 30,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ':0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 26.3 26.3=L eff. 9.91 0.00 6.02 0.00 EV„,„d 9.91 EVE0 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design Wind E-W V i= 6.45 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind E-W V i= 16.36 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM 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 0.00 0.00 0.00 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 12.6T-N R6 198 4.26 1.19 1.08 1.08 6.94 1.44 1.94 1.94 444 - - 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 B6b* 208 6.3 11.3' 1.00 0.25 0.56 0.69 0.35 0.42 1.00 1.00 123 126T-14 P6 200 7.69 4.35 0.60 0.60 12.49 5.27 1.29 1.29 4,28 - - 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 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 0.25 0.63 0.77 0.39 0.47 1.00 1.00 123 R6T14 P6 199 8.61 5.20 0.54 0.54 13.96 6.30 1.21 1.21 434 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 87b* 258 7.8 9.8 1.00 ''0.25 0.69 0.85 0.43 0.51 1.00 1.00 122 P6TA1 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 0.0 1.00 '.0.00'! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B9 720 8,0 8.0 1.00 0.25 1.93 2.98 1.21 1.80 1.00 1.00 376 P3 P3 614 30.09 3.96 3.56 3.56 49.14 4.80 5.85 5.85 5.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 810 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 1.00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B11 84 2.0 2.0; 1.00 0.25 0.23 0.35 0.14 0.21 1.00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - - 0 0.0 0.0' 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 812 146 3.5 3.5 1.00 0.25 0.39 0.60 0.25 0.37 1.00 0.70 251 P4 P6 283 6.15 0.76 1.90 1.90 9.92 0.92 3.18 3.18 3.18 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 813 166 4.0 4.0 1,00 ;0,25', 0.45 0.67 0.28 0.42 1.00 0.80 218 P6 P6 279 6.99 0.99 1.80 1.80 11.16 1.20 2.99 2.99 2.99 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 55.5 55.5=L eff. 6.45 9.91 4.03 6.02 EVw,nd 16.36 EV Ea 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 dl= 150 p/f V eq 1380.0 pounds V1 eq = 752.7 pounds V3 eq= 627.3 pounds V w= 2270.0 pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds ► > v hdr eq= 120.0 plf ► •H head = A v hdr w= 197.4 plf I V Fdragl 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 v v UPLIFT 697 1337 Up above 0 0 UP sum 697 1337 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 01 14 Htotal/L= 0.78 0. 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 p/f 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 -0- •H head = A v hdr w= 128.1 plf 1 v Fdrag1 eq= 606 F2 eq= 519 • Fdrag1 w= ,00 F2 ,- 857 H pier= v1 eq= 250.8 p/f v3 eq= 250.8 plf P4 E.Q. 5.0 v1 w= 413.8 p/f v3 w= 413.8 p/f P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= •s• F4 e•- 519 feet A Fdrag3 w= 1000 F4 w= 857 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 plf P6TN 3.0 EQ Wind v sill w= 128.1 plf P6TN feet OTM 14670 24210 R OTM 16246 19845 v 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 4 ► 4 101 ► Hpier/L1= 1.43 Hpier/L3= 1.67 L total = 21.0 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B w dl= 150 pff Vaq1500.0 pounds V1eq = 750.0 pounds V3eq = 750.0 pounds Vvv= pounds V1w= 1340.0 pounds V3w= 1240.0 pounds -------+1.. o. vhdre4= 100.0pff -------•„' Hhead= A vhdrw= 166.3pff 18 / Fdny Y eq= SOU F2 eq= 5OO • Fdragl w= : F2 '- 827 H pier= vYeq= 300.0plf v3 eq= 300.0pff P4 E.Q. UUUUUUUU5 0 vYw/= 496.0plf v3 w= 496.0pff P4 WIND feet H total= 2w/h = 1 2w/h = 1 9 . Fohag3oq= t^ F4o^- 500 feet A Fdnog3w= 827 F4 w= 827 2w/h = 1 H sill = (0.6'0.14Gdo) D 0.6D vsill eq= 100.0 pff P6TN ���UUUU3.0 EQ Wind vsill vv= 1653pff P6 feet OTM 13500 22320 ROT[N 8289 10125 v v 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 4 0 4 0.4 00 Hpier/L1= 2.00 4 0 Hpier/L3= 2.00 Lbdo| = 15.0 feet 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 ► v hdr eq= 94.7 plf •H head = A v hdr w= 156.6 plf I v Fdrag1 eq= 308 F2 eq= 308 • Fdragl w= '19 F2 - 509 H pier= v1 eq= 160.6 plf v3 eq= 160.6 plf P6 E.Q. 5.0 v1 w= 265.5 plf v3 w= 265.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= s s F4 e•- 308 I feet • Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 94.7 plf P6TN 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 v • UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 ► ► ► Hpier/L1= 1.07 o Hpier/L3= 1.07 L total = 15.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 1200.0 pounds V1 eq = 430.8 pounds V3 eq = 769.2 pounds V w= 1940.0 pounds V1 w= 696.4 pounds V3 w= 1243.6 pounds ♦ v hdr eq= 87.3 plf A H head= A v hdr w= 141.1 plf 1 v Fdragl eq= 125 F2 eq= 224 A Fdragl w= 93 F2 - 362 H pier= vi eq= 123.1 plf v3 eq= 123.1 plf P6TN E.Q. 6.0 v1 w= 199.0 p/f v3 w= 199.0 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 • 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 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 —__•. ♦ v hdr eq= 96.0 plf A H head= A v hdr w= 156.8 Of 1 v Fdrag1 eq= 182 F2 eq= 202 A Fdrag1 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 plf v3 w= 199.3 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 T Fdrag3 eq= : F4 e.- 202 feet A 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 . 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 1 ► 1 001 ► Hpier/L1= 0.57 Hpier/L3= 0.52 L total= 18.8 feet ► - _1"^ry — ... a A PA • • 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—7hc 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,Mininuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:hel Form No.TL100F p@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 Engineered Wood Association CT ENGINEERING t . � 180 N icke rs on St. Suite 302 S Progecfvnoc, e .5z.soC• k4q�// Ma-- Date: 980760WA (:06)285-4512 Client: + + Page Number. FAX:(206)265-0618 I ks . 3 � I 1/) o07:50 `` X t6`` )2" ktJ' A� Lt341 P k95-- �K FDR- (1'0111) ?)07-Dim ;80.. rP- Pm/71W1 pM3s n A; a)(02 (v) 0,312 ‘ 3 ��� , g5 Z3 Liza (Z orL, ( - P,h , ())62)11-1) .,`e 86 .0144 , q;, (s K AI tot' ---- 5' ' S x t& ►„)/(2) O1= 4,X86 6---autue / ) Z 10/ '- Ae ,, 6.1„... 8x10 eg9VIY 5 3 � L Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL 63 j Table 2.2A Uplift Connection Loads from Wind ', '• . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 y Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)112,3,415,6,1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281. 315 369 V 24 195 213 232 •272 315 362 412 465 521 612 0 O psf8 36 272 298 324 380 441 506 576 650 729 856 2 to 48 350 383 417 489 567 651 741 836 938 1100 Irt . 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 m cn 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 ll 20 psf 36 32 58 84 140 201 266 336 410 489 616 lint` `' 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 '• 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings . located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 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 16 192 24 48 • Multiplier I 1.00 I 1.33 I 1.60 I 2.00 I 4.00 !I• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 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) i 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 {;' ,x; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ,. fi.kvi 7 r For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length i�y . includes the overhang length and the Jack span. .` r'=s g Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. cy 3:¢.44, . .1 ' S:. AMERICAN WOOD COUNCIL f 180 Nickerson St. C T E N G I N E E R I N G Suite 302 `y'i//��/�j / IC. Seattle,WA Project: - 1 1 r`�/��-- S)IVII�t- 1 0/ A65• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \di 1\li) LOticD PVi7+. 1-145e) .74P 14U— '01\WI5e/r7)4C.)Ns, WAD A- t4 -'AE- ) - I l D MPr- ( u L 15 � j D ► _ -1 : or t''' Coma) -rs5 ,/1; = 56. qv- lErin /Pe ll • --= )6p t_77. AL .31 1\1 : -r'P, cm06.zr Q /i s 2 AM.3 K- T1 s5 ( r NTS -- -6 2/=-- l2 J a �v a 4- c �)(Z� i%1,o X0.6 -TyP, Ao 6z7/7-)(P.,-5 oh� 5- (1) -rYP. GaN eco ethq. P.1.), 4 e FI-"Ce -1-22 "12- (EY n A-1) 6644 DOlod Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VAI UI OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES 01'I III I I 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" Cm ,P, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:5:1 nit 1 SDWC15600 - - w, I i ti 2 1410-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1111(1 mu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10/0 2.Ii 2 (2)SDWC15600 - - 9/0 2 sn 3 (3)SDWC15600 - - 145' atn ROOF FRAMING PER PLAN 8d AT 6" O.C. -741444t44:444**4'N,% b 1 2X VENTED BLK'G. 0.131" X 3" TOENAIL ` ' ` '�' AT 6" O.C. 1 IMM ii P - I \N2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS -IIL- 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 'TF VALUE TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UI11=1 H 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" iOO �t5 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 5.55 L 110 1 SDWC15600 - - 4°5 115 2 1410-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" Ul)7U 7r.10 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IO/fl 5i1 .._... 2 (2)SDWC15600 - - 17U-z.10 3 (3)SDWC15600 - - 14!)11 345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 1141116404 SDWC STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. 1. Mil I H2.5A & SDWC15600 STY!F ; COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= I'-0' (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 IUD I N C. Seattle,WA PL.�►� IAB D Date: 98109 Project: sI119 (206)285.4512 FAX: Client: Page Number: (206)285-0618 FOvnDf►Tio4 : : • G -.?t eo F.JT' • • Root . W t: ld p,rf) (qt.'. ) • + llope�) �') z I0LiO. ply UPP f&. ti. t s pac)'.( *. )i +Uo pd.0(t).) z :1st : •: . CLuPC t (S p �)�� ) • tS 'uA ' W. l L, -,,cis-0-:-? 1-)4 f){� /IZ')C2t1 too . (tst; (1 z )C 1It.) Fit!. W ? p �) �I ` 16 t • • z; 133 wTT ZtzB p t I I 2[.Z�'pl !t•'. I�3 �� L. 2pop wrntN llb P , : , CO�rr F • L▪ it i 0 t-t� : • 4 • : ; • : i Structural Engineers Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 I` ,(c)1983-2003 ENERCALC Engineering Software II plan 5019 abd.ecw:Calwlations Description 5019ABD-FTG F1 General Information Code Ret ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1111 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 i 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-Deo-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 r Dead Load 4.500 k Footing Dimension 3.000 ft Live Load 12.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ReinforcingIII 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 10.0in 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