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Specifications (21)
/Pi 7-) UOL S73 CT ENGINEERING llr K 2 jStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206 285 4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace °o PRp. �1 Plan 19 �`�'��G'6o � , Elevation A Tigard, OR r �REGNA les 1,2,0 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 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 19 also includes Plan 5019) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# 14301: Plan 5019 ABD ROOF Roofing- 3.5'psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2'psf Trusses at 24"'o.c. 4.0''psf Insulation 1.0'psf (1)5/8 gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7;psf joist at 12" 2.5'psf Insulation 1.0psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.61 psf FLOOR DEAD LOAD 15.0 PSF L 8 L I 4%12 HDR 2)2x11 HOF 4,: HDR 4,12 HER 4,12 HDR I �.••.—.—•—. .�r_-)}.—.— es.—.—.—. _—.—.*_ RBP3 •i m pr j gzP I I , r ' L. 3)2X10 HDR _44. RBA2 1 1 i' o i i 20 � III S9.1 r1. _ r 0 rnIx30' 16 59.1 9 ATTC t 59.1 1 , D2 ACCESS Ii w I - I ti I le 7 - -- h Z / 1':. "'i 0 11 0 I I '.1 I. ,.., I I I' / 1:\ I P. g , 1 �\ 1\ kF 1.. i Ip \ / I r,/ A /. G.T 1 �7 — . ' JJ 'L _is 2 2x10 / SRI 1 _\ 19 1 _. .. ... IG'-,.. 2)z]D )2HD3_2�2z1D h 59. aass�� I IAIN.HDR AIIN.HDR I I GABLE IEND TRUSS 1 GABLEyEND TRUSS J J L LE_ ND -L 16 S9.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19A ROOF FRAMING PLAN 1/4-=1'-0- Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 12:26PM, 20 NOV 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:Calwlations Description 5019A-ROOF FRAMING Timber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBA1 RBA2 RBA3 Timber Section 2-2x8 3-2x8 4x12 Beam Width in 3.000 4.500 3.500 Beam Depth in 7.250 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Han Fir,No.2 Hem Fr,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No enter Span Data Span ft 3.00 6.00 7.50 Dead Load #/ft 360.00 345.00 360.00 Live Load #/ft 600.00 575.00 600.00 Results Ratio= 0.4204 0.9917 0.9637 Mmax @ Center in-k 12.96 49.68 81.00 ©X= ft 1.50 3.00 3.75 fb:Actual psi 493.1 1,260.2 1,097.1 Fb:Allowable psi 1,173.0 1,270.8 1,138.5 Bending OK Bending OK Bending OK fv:Actual psi 59.6 101.5 103.1 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 540.00 1,035.00 1,350.00 LL lbs 900.00 1,725.00 2,250.00 Max.DL+LL lbs 1,440.00 2,760.00 3,600.00 ©Right End DL lbs 540.00 1,035.00 1,350.00 LL lbs 900.00 1,725.00 2,250.00 Max.DL+LL lbs 1,440.00 2,760.00 3,600.00 Deflections Ratio OK Deflection OK Deflection OK ` Center DL Defl in -0.005 -0.054 -0.039 1 UDefl Ratio 6,795.8 1,329.6 2,333.4 Center LL Defl in -0.009 -0.090 -0.064 UDefl Ratio 4,077.5 797.8 1,400.0 Center Total Defl in -0.014 -0.144 -0.103 Location ft 1.500 3.000 3.750 UDefl Ratio 2,548.4 498.6 875.0 m Ty FB1 6X6 rn L---1-6X6 ywj U O a O ¢< 2x LEDGER AI�W 5NDI4RJ ' ,��� STHArk DI4RJ 4 ®HDR 5R10143 '1 / 4. :R 5T,"„, r --! ,1•114 RI 2. p x LVL 0 ... r i, , B5 1 c -� 111, •r 1 rI I 1 '_ j a LL===L _ _�J I I 0 Poo D 51.2 ST/D14RJ I STND14RJ� h� L F1X1�RE5 i' , p3OVE - cO _� STHDI4RJ ! • S1MDj4R, DARING LL ' A :. I IA ,r1 E I 111 GT FE li I I I e e 1 0 Q _ SuI = ` 10 BEA ZING WALL ' ® ! 6L24 GLI FB 6$424 GLB FR • ' '‘'VN:— 1L.J1.J.L_„ T'. -' '.'#_Hi_+'.*. ."'"_HI_#'•.*O-' �� o --------'-613 :'} e FB11 7------'------'"-----f 5Xx16 BIG F EAM X10 HDR. •i1 �,,,FB10 ° I FB5 `.#' d_---�__ -11 __I OPEN E- --- - 11 STAIR 13T.(OAD 515146, FRAMING (1'25,) @ I..- TFB lI Ix / FlXTL RES P6 / ABOVE Pfi It LJ 1 I 2x LEDGER I WO 1 ( I. BEARl1G WALL :. _ vj1 j 1.. -I I �`/ e 1 I - _11518- HOUB--'- e - R _ -I 1 -e- /2\ ti U SIM.,,,2j0/ 5:" ,-,, �. II SFT Loo 6 a ADO 2x1C TV BLKG I '42x4 FRAMING U GT B uB9 (120/ g..; ® O+76•A F.F. 1 - AT 24'OC. OPEN TO BELOW it T Fe GT.„ BEARING WALL ABOVE . GT PT LOAD (1090 PI() x ABOVE .z 2x10_HD:.. _1M,.' (6000k) (T .LOAD GT � 60E0/) ABOVE '•C. RI• f1 f1 WOVE I © 51,X16 BIG BEAM HDR ©_ 64p 4 GL FB Fj I� — — F66A I1 4111 T FB GT FB GI 5THD14�� 5111014 41 p ST 014 )2x10 HDR(2)2x10 H )2 0 HDR(2)2x10 HD-I/ionI STHD14RJ � ®�BEARING WALL ABOVE 2x LEDGER , �+ 0 2x LEDGER 16111" (210 WO) STRUCTURAL STRUCTURAL FASCIA MONO TRUSSES FASCIA FB2A MONO TRUSSES 0 24•0_C. ALL BEAMS/HDRS NOT LABELED ARE _- , • 0 24.0.C. 'SIM' IN DESIGN TO BEAMS/HDRS6x6 -6x6 WHICH ARE LABELED ® 19 59.1 UPPER FLOOR FRAMING PLAN& Plan 1 9A LOWER FLOOR SHEAR PLAN 3/4•=1.-o- 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 11 FB1 FB2A FB2B FB2D FB3 FB4 FBSB 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 Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No 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 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 il @ 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 111 Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam &Joist Page 1 User K-2oo3 E 97,Ver c En ne a ng so plan 5019 abd.eoN Calculations _(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 F85D FB6A/FB6D*** FB6 *x �7* FB8 fB9x* FB10xxx Timber Section 5.125x24 Prilm:5.25x16.0 Pr11m:525x16.0 LVL:3.500x11.875 4x12 4x8 Prllm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TI mber Grade las Fr,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MaddiYan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No ` Center Span Data 1 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 11 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 Shear OK 276.0 Shear 333.5 OKear 333.5 Shear OK 327.8 Shear OK 207.0 Shear OK 180.0 290.0 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 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 Rev: 580006 User.KW-0602997.Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 -(c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calarlations Description 5019ABD-UPPER FLOOR FRAMING (3 OF 3) I 1 imber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Fr,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No Center Span Data ` Span ft 20.50 20.00 9.25 1 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 f ©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 L @ Left End DL lbs 3,690.00 5,555.00 832.50 e 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 so'-D• _ 3._8. 11-5)" 10.-T7/g. 21-446 6-1174 I 0 iiiiit4V4. .w ny+, ` ,- r_., J _1 ` 6%6 THICKENED 6X6 SLAB EDGE t' 1 3r CONC. PATIO SLAB S O 1'-3' m Om $ -0'-7' 10 STHDI4RJ P4 '�� 5THD74RJ P4 y 1 -STHD 4R. 1 l\l� S ND14RJ I I5 ISI I`. 1 ISI I i I r 7 18'SO.X70'DEEP I o ,m 1 P4 ®' 1 BOTT.EW ' I - { ` STSTHDI4RJ I (TYP U.N.0) 4z POST i' F -___ , I - .. { U.N.O.) — — i_�+—""t 1 r— ..i. r SIHD 4R- n ® I :i ,�®,:_ FINISHED FLDOR ' _ STtiD14RJ t. T n SLOPE 1� I 1 1 I4=17 I -.,� f ~� , r r — --- -r---, -,Lj3 316"CONC. PATIO SLAB— "I-. I P3 C 1: 934-REIN-26 AT T6' - - 1- r- DC 7YF....U.N O. 1-n r r 1. 19 1I101 — 36 SO zlff L j -l. f 56.0 1144'I -11W L - RIGIOLAM 334z9J4 1 {4)g4 BOr r EW -+ - �a- '-1 - I 1 0 1 - I I h —a_ - {4)2x6 +-r (5)2x6 :(<)2z6- a 14 1 56.0 14._6 . m t- 5-B34 4 3-10. 1 5'-sY4 L _ , 7-4Y I 1Y-1" . �. rJ �n T f _ _ x s$ VARIES: MIN.WALL STHDt4Rd-,-7.- a -3'FROM TOP OF l CRAWL- '--1 o LA 0 o STEM 4 756.0 314' CONC. SLAB �L. _ RtGIDLAM LVL.11XlXj, - !. OVER 4'FREE F6 L 4 PWY WALL- r'•_. RIGIDtl1M LVL 4 DRAINAGE MATERIAL - 2X =—..� �_L- ' -. : I t}---'k 1 I 11 OVER COMPACTED - FILL I-714x' f P3 H0U8"`r ® 1 _ t I 20 VERIFY GARAGE SLAB HEIGHT r m WITH GRADING PLAN r.i 1 ., - 1. ,� I -1- 1 I L1 b-- -O-3t r� 35-SOx10'. f .L—__ `��= � (4 /4 BOTr.EW W/\DEEPVTO TT.EW.Thl- / 3x114 BLOCK OUT ...}}} L ®STEM WALL TYP J r I r I :.I / +... g „ r.D.s mar {5}2zb r. (5}226 L i • N rJ ®AD >3)4' CONC. , I N �_ , N_ J.JJJy STH014 ®� 18 51HD14 PORCH SLAB L STHD14 S1HD14RJ�/R�„ 56.7 8 . 10 / 51.2 56.0 n THICKENED I-SLAB EDGE _ 6x6_ 616 16 I 56.1 I*. 1 9_0. i I„1�. 2'-1y' 16'-3' ,'-Y 10._9. '✓2 19'-0'4 f Plan 1 9A FOUNDATION PLAN 1/4-=1'-0" ALL BEAMS/HDRS 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 Page 1 j User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (0)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 CB1 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 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. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qovklesiqnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S, SM,= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sps= 0.78 EQ 16-39 EQ 11.4-3 Sip,=2/3*SM, Sip,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Ho= 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) SD1= 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) S,= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sc,*TJ/(1-2*(RITE)) (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 S,)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„„ = DIAPHR. Story Elevation Height AREA DL w; w, *h;k w, *11„k 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 10032 0.60 6.02 6.02 2nd 9.00 10.0010.00 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 N-S 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= 50.0 503 ft. V ult. Wind Speed 3 seo.oust= 120 120 mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 4to,mph (EQ 18-33) Exposure= B B Iw= 1.0 1`01 N/A N/A Roof Type= Gable Gable Ps3a A= 25.7 25.7psf Figure 28.6-1 Ps3a B= 17.6 17.8'psf Figure 28.6-1 Ps30 c= 20.4 20.4'psf Figure 28.6-1 Ps30 0= 14.0 14M psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Krt= 11.00 1.001 Section 26.8 windward/lee= 1',00 1.00'(Single Family Home) X*Ke*I : 1 1 Ps=X*Kzt*l*psso= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Psa= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) pa D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsAend caverage = 23.1 23.1 psf (LRFD) Ps s and o average 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.25 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1{00 1.00f 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 Aa Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-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 Ar= 1550 AF= 1449 24.8 23.2 V(n-s)= 28.89 V(e-w)= 27.26 klps(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14301:Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(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-VV) 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-sr 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(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 16.52 16.52 10.91 10.91 9.91 9.91 2nd 10 0 0 10.70 28.89 10.75 27.26 6.42 17.33 6.45 16.36 1st(base) 0 0 0 V(n-s)= 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Page 1 AB o ri Roof Below 50'-0" 5Y2" , 1� 1� 3B'-6Y2" 6-OY2" B•-j7/B' 4,11V1'-9Y2 f1•-6" 5.-%* 4"-11)F4'-11 5'-3Y2• ' 6-0 0 SL 2-6 t0 62a i al 3 0 0 SH 6 0 -0 F 3 0 SX 62b i 1........"'-'ffl3= ::.:.':.::..'':,''.'...:...'..::''''''.'....., .........i.,....... ......:....... ... .: 6 3 72Tub 6• I TUB PLATFORM 8 Bia 6-O'4-0s Bib +21 A.F.F.PLATFORMVAULY£b EEILING �: Q PETT TRUS .. $I('f 2-4 MC Master Bath Master Bedroom I _ T 2-4Y2 1-2Y2 •n 0.1 11-7Y2• / 4'-11Y2• 1'-9Y2' 7-4Y2. 4 II 9'11}f2 $ !:: ___QBedroom 4 ® � INSUUTE FLOOR 11: l! i OVER UNHEATED -' - -- SPACE I Kiln5 SH I crani L; g 2-4 HC-11 ,,.IZI 7 F2 zl I IMI VI 7 p111 gGl Laundry _ .- .11 g I EIJI' , .74 yi' UilliM 5 SH. ` ALL BELOW i -_1 .lam j �� open to r lo .i II 2-0 4•-„v I -"" 5Be6°"" Bedroom 2 _BIFOLD34• ���p Y2• iBath a„„„ p „,,.. 2-4 HCW • o I LIN. ® ® m I I I CAR.�I j DR 1 0' LOW WALLAT+42•A.FF. Hall OPII RAIL Bonus Room 4'-2YB. J2'-0/2• -4 HCW INSULATE FLOOR a Bedroom 3 I Open to Below SPACE .n WIC 3-0 4-0 F Floor Below • S k P AI !WM1. Baa 3 0 ' 0 SX 3-0 5-0 F 3-0 ' 0 SX B3b3Roofleelow B,a 3-0 5-S SFi-3-0 1-0 SH Bob �1 6-B}�j' J'-5Y2� 3'-SY2. 6'-o/B• 4'-5y" 4'_5y• �I �� 3'_7 i 3'-5}Z" I B � 20'-5Y2" B'-10 3-4y"I'-J4• ♦ 1Z'-4y♦ Y-4Y4 50'-. F-1 LJ 0 1/4" Pla=1'-0'n 1 9A UPPER FLOOR PLAN e 21'-11Y8- 2 fi• 0 0 �2�:- �• 4 0. 11. -- Patio ' YI ' m 1l-5 9'-BY4- <m m f j6a 4-0.-091 ;,i. B7a a-o D 9 1 87b 6_0 -7_ WWI WNL ' 15121 IIS 1 U45 DW 00 B5Den ? m A r — ook Kitchen © i © , o SOFFIT Q n WH "" DOWNlo U Shop F d, 2-6 HCW 1. 1 BOLLARD �' I 6 Ord G _ 3-0 HCW Q % ,", eT� SOFFIT DO a I ; — --LI r r�I S 8:P � fPS \1:� � +9'-1" L 31 3 • Powder n n L 22'-9Y410.-o- 4-7Y4 I 3-4- j�,1: 1 n 2-8 MTL WOOD TREAD INSUL n MAX RISER 8' (ADD STEPS REDO BY GRADE) CLOSET _—_� .. j I Dining Room — 3-Car Garage -- 6-Dj'FDLD WALL FINISH: le GYM Pantry CEILING FINISH%"TYPE X'GWB 5 SHELVES o ARE-TAPE ALL GWB -Q WRAP BEAMS BELOW CEILING LEVEL " .. .•B INSULATE FLOOR ABOVE • ""'i I I h 11/7 a Q �— — GUARD RAIL W/6"HIGH e, FURNACE TO BE SIZED -` _F ii 2.4 CURB AT BOTTOM- PER ORSC 111305.1.12,-,. .INN1� TOP AT+42"ABV.NOSING 4 PLATFORM Q+18" 3-9 2,-3. -3" 2{ <,`T o ABOVE ADJACENT \ ' AlI '4 O1__� GARAGE SLAB - II LL I 11- o L -6 Y. Stor. 1 11,41,-,,,,!: n IIL ilAi - " UL APPROVED DIRECT-VENT - o_i —'- FIREPLACE,INSTALL PER MFR. 89Great Room D 'q I I AS 12"TILE SURROUND W/ Ix TRIM FRAME ,) APPLICABLE 2NPEP SITE Entry U - LON)IT1ONS i a < 111- n i5 © wen o-- �v - o XV 16-0 B-0 SOFID1 • - i- le _ __ ____ ' iO ♦ q i B10 0 I r'B11i < I Floor Above 1 I 1 1� Floor Nbove I I Porch _ _- - _ - pp ♦ �.____.. i �� I I I .: .,� SH 3 -0 F 3 -0 F 3-0 _1313_ Q I :12, B-0 B 0` 0 0 5 0 5 0 - 10'-24(y' 1� 10'-2'134 1-11'4-1.2'-•) JL2.-5 -11.-04. • 20•5)' 8' 107{.2" 20'_8•5' ' .„ F - • B 20'-73- I Ur B'-6132' Jr ® 20-10- ' , Plan 1 9A LOWER FLOOR PLAN 1/4•=1.-0- SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 6.02 kips Design Wind N-S V I= 10.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.02 kips Sum Wind N-S V I= 10.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM line( Usum OTM Roan Unet Usum Ug4m (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 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 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 eft. 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 Rollo Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext " A6 742 34.0 35.5 1.00 0.25 1.98 5.45 1.25 3.01 1.00 1.00 125 P6TN P6 219 42.56 74.68 -0.96 -0.96 74.34 90.53 -0.49 -0.49 -0.49 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 462 19.5 19.5 1.00 0.25 1.24 0.00 0.78 0.00 1.00 1.00 40 P6TN P6TN 63 7.76 23.53 -0.84 -0.84 12.36 28.52 -0.86 -0.86 -0.84 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 190 8.0 9.3 1.00 0.25 0.51 0.00 0.32 0.00 1.00 1.00 40 P6TN P6TN 64 3.19 4.58 -0.19 -0.19 5.08 5.55 -0.06 -0.06 -0.06 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A9 166 7.0 7.0 1.00 0.25 0.44 0.00 0.28 0.00 1.00 1.00 40 P6TN P6TN 63 2.79 3.03 -0.04 -0.04 4.44 3.68 0.12 0.12 0.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 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 Ob* 637 17,3 20.5 1.00 0.25 1.70 4.14 1.07 2.28 1.00 1.00 194 P6 R6 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 1.0010.00' 0.00 0.00 0.00 0.00 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 EV„;nd 17.33 EVEp 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 _.. -Ho. v hdr eq= 151.1 plf --10. • H head = A v hdr w= 263.2 plf 1 v Fdragl eq= 237 F2 eq= 745 4 Fdragl 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 plf v3 w= 338.5 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 Fdrag3 eq= . F4 e.- 745 feet A Fdrag3 w= 414 F4 w= 1297 2w/h= 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 151.1 plf P6 4.0 EQ Wind v sill w= 263.2 plf P6 feet OTM 44200 77000 R OTM 52529 64167 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 ► 04 ► 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 -0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind EQ. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eS, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Veum OTM RoTM Unet �e�m :um (sqft) (ft) (ft) (kip) (kip) p (plt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 3- 00 3.0 6.0' 1.00 0,15' 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 0.67 2.61 2.61 11.15 0.81 4.43 4.43 4,43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Blb* 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 4.73 443 - - 0 0.0 0.0' 1.00 '0.00' 0,00 0.00 0.00 0.00 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 132a* 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 3,89 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 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 4.46 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 300 2.5 7.5 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6,63 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3b* 3- 00 2.5 7.5' 1.00 015 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 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 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* 3- 00 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2,37 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -" -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --" _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 "- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 2400 28.3 26.3=Leff. 9.91 0.00 6.02 0.00 EV„„„d 9.91 EVEQ 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-left/right) 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 Design ,ind E-W V I= 6.4- . • Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 10.05 kips S 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 p c= .00 Table 4.3.3.5 Wind Wind E.Q. E.Q. .= 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 ab . 2w/h v i Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Usum Us„m (sgft) (ft) (ft) (klf) (kip) (kip) (kip) ip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 85 507 11,5 11.5 1.00 0.25 1.36 2.27 ..85 1.38 1.00 1.00 194 P6 P6 316 22.31 8.18 1.30 2.00 36.32 9.92 2.44 3.78 3.78 - - 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* 154 3.5 5.5 1.00 0.25 0.41 :.60 0.26 0.36 1.00 1.00 177 P6 P6 290 6.19 1.19 1.76 1.76 10.14 1.44 3.07 3.07 3,03 0 0.0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 198 4.5 10.5 1.00 0.25 .. 3 0.77 0.33 0.47 1.00 1.00 178 P6 P6 289 8.02 2.92 1.33 1.33 13.02 3.54 2.47 2.47 3,47 - - 0 0.0 0.0 1.00 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7a* 154 3.5 13.0 1.00 . 5 0.41 0.60 0.26 0.36 1.00 1.00 177 P6 P6 290 6.19 2.82 1.19 1.19 10.14 3.41 2.37 2.37 2.3x - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 187 4.3 9.8 1 c e 0.25' 0.50 0.72 0.31 0.44 1.00 1.00 177 P6 P6 288 7.54 2.56 1.39 1.39 12.22 3.11 2.54 2.54 3,64 0 0,0 0,0; 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 I . 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,e 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' ' ' • ' _ 1.00 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' ..00 0.10 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 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 '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 ABWP B11 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' 1.0. .,00 000 0.00 0.00 .00 .00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'r •e I '•" ;.•* 1.' +. 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 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0: 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0, 1.00 0.00 0.00 0.00 0.00 0.00 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 46.8 46.8=L eff. 6.45 9.91 4.03 6.02 EVH;,,d 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'FORGE TRANSFER ID: Blab w dl= 150' plf V eq 1380.0' pounds V1 eq = 752.7 pounds V3 eq= 627....83 3 pounds V w= 2270.0 pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds ► v hdr eq= 120.0 plf •H head= A v hdr w= 197.4 plf 1 v Fdrag1 eq= 393 F2 eq= 327 A Fdrag1 H pier= vi eq= 250.9 plf v3 eq= 250.9 plf P4 E.Q. 5.0 __ v1 w= 412.7 Of v3 w= . plf P4 WIND feet H total = 2w/h = 1 2w/h 1 9 Fdrag3 eq= ' F4 e•- 327 feet • Fdrag3 w= 646 F4 w= 538 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 i . 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 11, 41 1.4 ► Hpier/L1= 1.67 -4 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 p/f AHhead= A v hdr w= 128.1 p/f V Fdragl eq= 606 F2 eq= 519 • Fdragl w= '00 F2 - 857 H pier= vi eq= 250.8 p/f v3 eq= 250.8 p/f P4 E.Q. 5.0 vi w= 413.8 p/f v3 w= 413.8 p/f P4 WIND feet H total= 2w/h = 1 2w/h = 1 9 Fdrag3 eq= •t• 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 p/f P6TN feet OTM 14670 24210 R OTM 16246 19845 UPLIFT -77 215 Up above 0 0 UP sum -77 215 H/L Ratios: Ll= 3.5 L2= 14.5 L3= 3.0 Htotal/L= 0.43 0 4 041 Hpier/L1= 1.43 -4 0 Hpier/L3= 1.67 L total= 21.0 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH'FORCE TRANSFER ID: B3ab w dl= 150' plf V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq= 750.0 pounds V w= 2480.0' pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds v hdr eq= 100.0 plf •H head= A v hdr w= 165.3 plf 1 V 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 v Fdrag3 eq= 'I F4 e•- 500 feet • Fdrag3 w= 827 F4 w= 827 = 1 H sill = (0V1_ 0 -0.14Sds) D 0.6D v sill 2w/h eq= 100.0 plf P6TN 3.0 EQ Wind v sill w= 165.3 plf P6 feet OTM 13500 22320 R OTM 8289 10125 v 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 ► 1 ►A ► Hpier/L1= 2.00wio ► Hpier/L3= 2.00 L total= 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 ► i v hdr eq= 94.7 plf ► A H head= A v hdr w= 156.6 plf ` 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 Htotal = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= F4 e.- 308 feet • Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 94.7 plf P6TN 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 • UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.74 L2= 6.5 L3= 4.7 Htotal/L = 0.57 Hpier/L1= 1.07 10 ►� ► Hpier/L3= 1.07 ► L total = 15.8 feet I. 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 Fdrag1 eq= 125 F2 eq= 224 Fdragl w= !3 F2 - 362 H pier= v1 eq= 123.1 plf v3 eq= 123.1 plf P6TN E.Q. 6.0 v1 w= 199.0 plf v3 w= 199.0 plf P6 WIND feet 2w/h = 1 2w/h = 1 H total= 10 . Fdrag3 eq= F4 e•- 224 feet • 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 ir • 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 0 4 ►4 P. Hpier/L1= 1.71 4 • Hpier/L3= 0.96 L total= 13.8 feet JOB#: CT# 14301: Plan5019 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 --0. • H head= A v hdr w= 156.8 plf I 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 plf v3 w= 199.3 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 v 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 v v UPLIFT -198 168 Up above 0 0 UP sum -198 168 H/L Ratios: L1= 7.0 L2= 40 L3= 7.8 Htotal/L= 0.53 Hpier/L1= 0.57 ► ►� ► Hpier/L3= 0.52 ► L total= 18.8 feet . 4' Y APA . Technic TT-100F APRIL 2014 A Portal Frame with Hold Downs for En ineered Applications g 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. l 0 2014 APA—The Engineered WoodAssociation PORTAL FRAME DESIGN (MIN. WIDTH =22 1/21: EQ= 350#< EQ (ALLOW)= 1031# WIND =580#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable Des'•-n Valu•. for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) r Shear("-tt(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 0 ,12 (1575 WIND) 0.51 3.42 1"-10 11/2" 8 1520 EQ(2128 WIND) Iliao1� fo" in, o S•is.ri Lt .d'ngfab'� 1 EQ(1444WIND) (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 ore for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1. 2'to 18'rough width of opening .y per wind design min 1000 lbf for single or double portal I on both sides of opening opposite side of sheathing Pony f wall height ,7' wru s y ,1,,. «�� Fasten top plate to header 4 u with iwo rows of 16d sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or 12' galvanized box nails at 3"grid pattern as shown Min. e wood structural max panell sshheathing total Header to jack-stud strap per wind design. heightwaMin 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges shall occur over and be 10. ?• Min.double 2x4 framing covered with min 3/8" r nailed to common blocking max ;` r;• thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. , height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Mm double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables top and bottom of footing.Lap bars 15"mm. A ' aid 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 ©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,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.ctpavvood.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 Form No.TT-100F 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 immemreemesemee 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 0 2014 APA—Thc EngineeredWuodAssuriatiun CT E N G I N E E R I N G 180 Nickerson St, Suite 302 frrrn N� ^ �n n _J,,0 n_ /l, , p„,,,,,,___ n _ {�— Seattle,WA Pro ect: u /�'�l n�`�J t��(/� Date: ;tot,5, �I �cc)._ /� 98109 7_(��/� 3. e-)55/ �p FAX: 285-4512 Client: �W 2-34), ,( 3.2 ` 09).P 16.5,1 PAX: Page Number: (206)285-0618 I I (4.7-1 Aj 0, C.V o to . Hvi----As- D(ei-evt) 4---(, d1��A dig 1. --i �1 ,i g `` XZ6`` )2" Xlee i3s / .0-717)iii 1.51b2._ rz* Pcsimw195/14/1.) _ , �J T)v -11- 'TI VVK-1\0* . , C '-r'b(' -• ( ,A D f 860046 r ___ (zYo,,�� _ j9. 63'0, a- G)(D (2, 12. (5;)N04) gjgz--3-571z,) M(1.---- (40,1) (b© 4 * P„ , ()J(,2)16,1 t.e .- ,34) 68 ,°,x- ?1. , q; ees }i4., Atp)11 tel ) Of - 5`' 0 Xte F?, 1,0/(2) A-4- oi_ 0, t5,6 6-Num D 12xitZ 10/4-¢ oi\e 'l-) = c1,`' ' 15 8xG(, eQ..,90Yrs - .3t �L o4= a,so \AD I Uv ,°lam ,n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 i Table 2.2A Uplift Connection Loads from Wind If . • .• % . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 I 195 3-second gust(mph) _ ' Roof/Ceiling AssemblyI Roof Span(ft) 'unit Connection Loads(plf)2'43'4'6'6'1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 .272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 tint 60 428 468 509 598 693 796 906 1022 1146 1345 Pi . 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 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 1.49 183 255 333 41.7 507 602 704 866 - 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 i4, 20 psf 36 32 58 84 140 201 266 336 410 489 616 �`' i 48 38 71 105 177 255 339 429 524 626 788 Pi4.. • 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 i- adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. i 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.) Multiplier I 12 1.00 I 16 1.33 I 192 1.60 I 24 48 2.00 4.00 `j• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 1, s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.forwall-to-wall.or wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. i 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the C1', _: - header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 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. tt a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. , .._off _;. . -t AMERICAN WOOD COUNCIL CT E NG) I N E E R I N G 180 Nickerson St. Suite 302 �//�t/�j ��/ INC. Date: Seattle,WA Prof : �Yl r`�7��- ��IV(JI � •1 L 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \AI) IgikOL I i 5 77), 142L- 4 4Imo)4L WDA F:A- . 7; M)014.1 q:4 A r 1d,11I /or MP - u LT) g 15 Psi , 1)2_ 2 . Cavti4 `Pots A 47) 56. -41-4--7,... 4e,: ! . tpe lig • ,4L- -; � 666-= a l" 1•106-:- epikviVencio Peoliffs. 2.Y TP1446 ( 6 - 2)= (2 ( 4)Cz) (1,0) 6,6) _ . , , P, coo 0 GA/5e- J (2 1 u( (Lk 612/z)(0,,-5)(0,61 4_1'1 44_ ►96.-- C -[YP 60,Nodo '64, Pp( -- 5- TY? ,al i� ,q, Ar-i--Tsufrnier (5J( nal) = fico DD Structural Engineers TRUSS TO WALL CONNECTION :;I''I Vhllil<; #OF TRUSS CONNECTOR TO TRUSS TO TOP PIXIES 1/1'16 1 I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" lixi ,1!, 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 5'•, int 1 SDWC15600 - - i{_.. _...11 _... 2 1410-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1111(1 MO .. ...... ..... .... 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 111/07.'6 2 (2)SDWC15600 - - 9/0 2.2.so 3 (3)SDWC15600 - - 1417 3i15 .. ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. iliVi'H'''''''''''Ifiltiortilifi.i. 0.131" X 3" TOENAIL 14111 �I'�`, AT 6" O.C. =IMO i=: ►z:, NI I }(2.5A & SDWC15600 STYI F i 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 V1I.UFS OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UPLIFT 1-1 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 415 -- ---- - 1 H2.5A (5)0.131" X 2.5" (5)0.131"X 2.5" - 55-[ l -. 1 SDWC15600 - - 465 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1670 70(i 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. inn 2?t1 2 (2)SDWC15600 - - 17o 'nil. 3 (3)SDWC15600 - - _____f---�'� -- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND ad AT 6" D.C. 14 SDWC STYLE CONNECTIONS ahhh. 2X VENTED Bin. IN I I H2.5A & SDWC15600 STYI F ; COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 t� RED I N C. Seattle,WA Protect: Pir4q S I9 RED98109 Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 FouncflTip►i : aGoo pJf • ;.12.00 10 . (4o p./71) ('1411. )• + (lopai)a,P') • t• o't�. P1 :. • UpP tx, L VSs pJ'�)('Tye. ): 4-.110 p�I Jc9') . -iso cRAwW• PNctu. - (SS p1 )('ttl , - t" 55 3 m Ij) 'u to t,USG pcf);(J/rL')C2t) : 'i Zoo • t Ftc . U.1 : '(.Ise' •c ) ('1)4 )(16 ; ; . P �i2 ) 2133 , X1- 8 P11. WET ` !2.0.44:.p.11.- fib, WtoTk- t I,3Y pad . po, , , IZ z : . Co Irr..?r ; 1‘4„:b.)-1 ,t---)t• -,,,t'":1). ..1)-.;t :_ •: • 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 Footing Design plan 5019 abd.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software 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 3 Bar Size 4 Seismic Zone Rebar Cover 3.250 Overburden Weight 0.000 psf Pc 2,500.0 psi Concrete Weight 150.00 pcf F 60,000.0 psi LL&ST Act Separately y 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 1 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calwlations Description 5019ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 Il Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015 % Summary 1 Footing OK 3.00ft square x 10.0in 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 Mu :ActualAlternate Rebar Selections... 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