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Specifications
CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 17 also includes Plan 5017) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 5017 ABD ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"0.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 1.0';psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF , H.' HD' Tor: R •, I� '% H� - MI !T _ xr ,_: -- - . B—A- R_ r , . \LE ,A „in , II 1� \\ ' ffII - 111 1 - - --- --- - --- - i,,____L, ‘) , rill, li of it Ell • I IiL . I JAI INN" ' - GT I i H I 1 immmi J i ii n n t-J L I ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 5017A ROOF FRAMING PLAN 1/4"=1'-0" Title: Job# Dsgnr: ARS Date: 5:19PM, 5 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017A-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBA1 RBA2 Timber Section 3-2x10 2-2x8 Beam Width in 4.500 3.000 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No enter Span Data Span ft 7.50 5.00 Dead Load #/ft 53.00 Live Load #/ft 88.00 Dead Load #/ft 293.00 Live Load #/ft 488.00 Start ft End ft 7.000 Point#1 DL lbs 1,065.00 LL lbs 1,775.00 @ X ft 7.000 Results Ratio= 0.9840 0.1715 Mmax @ Center in-k 74.07 5.29 @ X= ft 3.99 2.50 fb:Actual psi 1,154.2 201.2 Fb:Allowable psi 1,173.0 1,173.0 Bending OK Bending OK fv:Actual psi 90.8 18.5 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 1,164.87 132.50 1 LL lbs 1,940.20 220.00 Max.DL+LL lbs 3,105.07 352.50 @ Right End DL lbs 1,951.13 132.50 LL lbs 3,250.80 220.00 Max.DL+LL lbs 5,201.93 352.50 Deflections Ratio OK Deflection OKII Center DL Defl in -0.062 -0.006 UDefl Ratio 1,455.3 9,970.6 Center LL Defl in -0.103 -0.010 UDefl Ratio 873.7 6,005.0 Center Total Defl in -0.165 -0.016 Location ft 3.810 2.500 UDefl Ratio 545.9 3,747.8 6%6 ® 6X6 F ._._. ......_. 1 4X12�R_L _- FBI m GT 1. ABOVE �p� sm. 'F- ���®. ®� 2X10 HDR ItI �f I .IMII lca• I t-]1. - NI o '. _ 'STHDI4RJ N � t" { F. Fl%, 9 ��1�ry 0- �' I aeb `.1E1 Q < NFA 1 I I -- N,..-4 SiHm4RJ ® , 'i N■: �� . STHDI4RJ _o- D. 1 GT FBe- fl Ej' x• a■ I i i GT ABOVE )2X1 HD• (2)27 10 HDR (2)2':10 HDR ROOF TRUSSES'" I ' AT 24'0.�r 12 ■ ABOVE FRAMINfj F I I 2 Io SIM. � � VA asak__ J © Fr , )2 10 HD: I I _ STHCI4RJ !-7"72-11 P4 i I. ABOVE E I ___ STHDI4RJ 1 I .dl 11 I ,! w Ino 0I 12,,LEDGER ti ill Q o i 4. FlXTU' S� I z'� ABO m, �—� I I I J 1 g°' ADD 2x10 TV BJCGT..Fi 2x4 FRAMING _, ( }8. � 1 I I O+T6'AF.F. AT 24'O.C. 0,1 IGT Fa I I 0 ® 1 1i:.''`,I h • I. L I I IIL a AN „RJ E _ t_____I _ F Gr —yl 3):X16 BIG0 6X6 li �, BEAk FB 1 1 514X1E BIG BEAM -13 DU2 � RIM HDU2-f1 BERING WA ® BEARING WALL •I HUC2610 SDS yt/) STAIR L I.AM 9 FRAMING Ix © SYX1 GLB HDR zI 59. O r' I- 16 GT T F6�3 \ H- _ .I� ABOVE ` N I m z ico`..- !9x ROOF TRUSS0S ___ CO ©-- 16 •IG BEAM FBF•. A LL HGUS5.50/1D ` I r ABOVE AT 24'O.C. Y CT GF ��—..� _—_-..�.—.—._.iii , -i R • 'BOK GT ABOVE FRAMING N 17�ABOVE ABOVE ABOVE` STHDI4RJ co m o I L 1 I ROOF TRUSSES 1 -_ AT 24'O.C. cv;1-8 1•)2X1 HD 2)2X10 2)2X.0.1 I 'N. STHDI4RJ . STHDI4RJ L � F:14 k/�8 1 , c i _ •y,319X16`.BEAM HDR _ ��� I I�N.i, L _J 4 1 SiFiD14RJ STHD14F2 ,I j I 19 1 MIN. HDR MIN. HDR I BEARING WALL ABOVE(250 PLF) 59.1 • .�. 1 -�. STHD,4R5I ---- ®m _-JSTHDI4RJ FLOOR FRAMING AN Plan 1 7A UPPER PLOWEER FLOOR SH ARLPLAN 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: 11:19AM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nvertemace_17abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowables are user defined FBI FB2** FB3 FB4*** FB5*** FBG FB7*** Timber Section 4x12 Prilm:3.5x16.0 2-2x8 Prllm:5.25x16.0 Prtlm:3.5x16.0 2-2x8 Prllm:3.5x16.0 Beam Width in 3.500 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 11.250 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- iLevel,LSL 1.55E Han Fr,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 900.0 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Sawn Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data ` Span ft 17.00 14.50 3.00 13.00 5.50 4.50 12.00 1 Dead Load #/ft 68.00 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 113.00 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @X ft 7.250 Results Ratio= 0.9335 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 Mmax @ Center in-k 78.46 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 8.50 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,062.8 1,626.2 466.4 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 1,138.5 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 52.5 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 207.0 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 578.00 1,522.50 372.00 2,047.50 495.00 389.25 2,430.88 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 3,360.66 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,791.54 @ Right End DL lbs 578.00 1,522.50 372.00 2,047.50 495.00 389.25 2,706.62 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 4,251.59 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 6,958.21 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.192 -0.113 -0.004 -0.070 -0.002 -0.013 -0.147 UDefl Ratio 1,060.8 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.320 -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 UDefl Ratio 638.3 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.512 -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 8.500 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 398.5 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD-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 11 FB8 FB9 FB1OB FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.12544 5.12544 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No _Center Span Data Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft 6.000 4.000 End ft 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 @ X ft 9.000 6.000 4.000 Point#2 DL lbs 2,169.00 LL lbs 3,616.00 @ X ft 9.000 Cantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 _Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 il Mmax @ Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 ©X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax @ Cantilever in-k 0.00 0.00 0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 900.00 420.00 405.00 486.00 2,641.18 1,846.66 4,086.80 LL lbs 2,205.00 347.50 963.00 828.00 3,650.98 3,052.60 9,028.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,314.00 6,292.16 4,899.26 13114.80 @ Right End DL lbs 900.00 420.00 405.00 654.00 2,141.82 2,066.34 3,163.20 LL lbs 2,205.00 347.50 963.00 1,089.08 3,385.02 3,433.40 7,957.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,743.08 5,526.84 5,499.74 11120.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 -User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 II (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl i 0.025 Cantilever LL Defl i 0.042 Total Cant.Defl in 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page ' (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ FB14*** F315A/FB15B*** FB15D*** FB16 Timber Section Prllm:3.5x16.0 Prllm:5.25x16.0 Prllm:5.25x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Level,LSL 1.55E Level,LSL 155E Douglas Fr,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No Center Span Data111 Span ft 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @ X ft 14.500 LL Results Ratio= 0.6173 0.6916 0.4597 0.4568 Mmax @ Center in-k 246.48 433.92 288.44 531.19 @ X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions111 ©Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OKIII *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User. 997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 _(c)1983-20033-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 UDefl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 UDefl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 UDefl Ratio 367.4 335.3 491.7 1,515.7 50•-0" 23/4 3C-3' 18-9 23/4/; 18'-9" 6" EDGE 6x6 PT POST • 6x6 pT PCCST 4 • <—•* Ari i _3 1r —THICKENED SLAB -4• `--"I ® 1 E/� :'.'ABOVE 2SO X 81D0"TTDEE W^�T gy'T � � ® � 3/7CdONC. STHDt4R P ,., PATIO SLAB SIM. i` q '1 1. tN Ill 5THo14RJ }7_ E .p 1 _ _0_7 .-1-..t.41-- PLU G FTG W/(3}:4+ + � 1j,� 1 �� P4 $ Imo ® -- _-.,1 a _. .838 J STNDIIRJ 1 RFPI AT t6:0.0 - -.-,i••.: hlj,L 1 lJ 17 v.7 • ••• -..MP. ND. . + L, .-j-I-1174"{ '. • � a 1 I6 ]y4.' ®� 10•-0�• - -•----1-,-.--:1: ip-pY4 } aw 13-4}r4 1. i t- 0 } O `-5 TMDI4RJ -1--.•:•-• 1.- r✓ • • • . ••- -I- STNDI IRJ 1- • • :INST' SYSTEM TO ALLOW. L < 121gDLAM LVL 13yx9I- 1- ADE� ATE DRAINAGE AT 0 11 .--I-1174 I ® ® CRAWL SPACE t u , 56.0 y� 1L�J-- — - L�J I-117•. (i`- 1 n �. . FlNISHED FLOOR + 1: 1 . 1.'0) I 1 I -113/4. t-2X4 PONY 36•SO.X1D DEEP FTC. -j STHDI4RJ u I WALL k W/r4)EI4.-Orr EY! .I- a__� RIGIDLAM LVL 1T5 9Yr ;;1 "' _i. -r FURNACE I i -- ABV PONY-WALL 9 S "4.- 644.• S•-5 2" .: ® . ABOVE-T- .L__4-2X4 L I 2X4 PDN"WALL-71- - -..::-11:-:'...::..:::.:::�`{_ I '� ]8x2 C CE L --+ 7 .,$ i �' SPACE ASCE 16 ---1---.....-:.� i-/- /%� ♦� ,� ®'J i.. ao RIGIDLAM `� I : 1-n I o LVE 141X9Yi I ! f'T'l F:-) I_ D 1 (4)2x6 (4)2o6 1 81:- i .......111.7.77.777717.777.77.7 —:-�T� - ._I. D L.J t JJJI ..t.. •a :r P3 31}'G'ONC.SLAB FTC W/(4)14 OVER 4•FREE BOTT.E.W. _1 _ - m ® DRAINAGE MATERIAL 1 OVER COMPACTED Q _1 1`t� r -./ FILL I ---___— — H--�-�- I_ h 'I LrrJ -: .. - Lti :- VERIFY GARAGE SLAB 36'50.510"DEEP '1. r HEIGHT WITH GRADING PLAN ) : t�''I��� I FTG$QTWI TE.W. '.I 117 rj-- 1 -STHDI4RJ 1 II I. L-J '. I, x 3x1)4 BLOCK OUT j ___ I g io I 61$27 0 WAIN STHDI4RJ O STEM WALL TYP. J I . I r9r J`• r 1 . I� L__ 18 P3 CONC. P3 56. Ur a S1H014RJ ®S1HD14RJ I . .. ...... .. H SLAB 1 .L" .... -,,/- THICKENED SLAB - , \ \ — - EDGE • ` S11-01.RJ �0 1�STHDI4RJ_0•_7 S6.0 AIN 10.) %V5)- 1r •- ' 11•-6. 4._9. +'-10} 3 r2 11._. 5._9. 031 12'-0}r2' `✓2 20._0. 30•-0• 4 4 Plan 1 7A FOUNDATION PLAN 1./4..1.-0- ALL /4':1.-B- ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 12:01 PM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_17abd.ecw:Calculations Description 5017 ABD- MAIN FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 0 CBI CB2 Timber Section 4x10 4x8 Beam Width in 3.500 3.500 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Ar- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Lcenter Span Data Span ft 6.75 6.00 1 Dead Load #/ft 195.00 176.00 Live Load #/ft 520.00 470.00 Results Ratio= 0.9065 0.9724 Mmax @ Center in-k 48.87 34.88 X= ft 3.37 3.00 fb:Actual psi 979.0 1,137.7 Fb:Allowable psi 1,080.0 1,170.0 Bending OK Bending OK fv:Actual psi 86.8 91.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions li Left End DL lbs 658.12 528.00 LL lbs 1,755.00 1,410.00 Max.DL+LL lbs 2,413.12 1,938.00 Right End DL lbs 658.12 528.00 LL lbs 1,755.00 1,410.00 Max.DL+LL lbs 2,413.12 1,938.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.025 -0.029 UDefl Ratio 3,284.7 2,495.0 Center LL Defl in -0.066 -0.077 UDefl Ratio 1,231.8 934.3 Center Total Defl in -0.090 -0.106 Location ft 3.375 3.000 UDefl Ratio 895.8 679.7 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301: Plan 5017 ABD Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response .= 1.10' Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 SD1= 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 Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14301:Plan 5017 ABD SDs= 0.78 h„ = 19.00(ft) SD,= 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=Sol/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sal*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) C„* = DIAPHR. Story Elevation Height AREA DL w, w; *h;k w„ *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 19.00' 19.00 2120 0.022' 46.64 886.2 0.58 5.38 5.38 2nd 9.00 10.00 10.00 2300 0.0281 64.4 644.0 0.42 3.91 9.30 1st(base) 10.00 0.00 SUM= 111.0 1530.2 1.00 9.30 E=V= 13.28(LRFD) 0.7*E= 9.30 (ASD) Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5017 ABD N-S E-W F-B S-S 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 53.0 ft. V eft. Wind Speed 3see.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Seg Gust .:P € ,,T93 mph (EQ 16-33) Exposure= B B Iw= 1,0 1.0N/A N/A Roof Type= Gable Gable Ps3o A= 25;7 25.7',psf Figure 28.6-1 Ps3o B= 17.6 17.6'pat Figure 28.6-1 Ps3o c= 20.4 20.4'psf Figure 28.6-1 PS300= 14.0 14,0'.psf Figure 28.6-1 A= 1,00 1,00 Figure 28.6-1 Ka= 1.00 1.00' Section 26.8 windward/lee= 1.001.00'(Single Family Home) X'KN'I _ 1 1 Ps=A'Kzt'I'Ps3o= (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 and C average= 23.1 23.1 psf (LRFD) PsBandoaverage= 15.8 15.8 psf(LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2'2a= 30 33 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00; 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00' 0.89' wind(LRFD)wtnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Ao per28.4.4 per28.4.4 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 0 499.3 Roof 19.00 19.00 4.5 90 0 135 0 90 0 132.2 0 17.2 16.4 18.19 18.19 17.32 17.32 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 313.5 0 7.6 8.1 10.70 28.89 11.28 28.60 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 Ar= 1528 24.8 24.4 V(ns)= 28.89 V(e-w)= 28.60 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14301:Plan 5017 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) 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-VV) V(E-W) Roof - 19.00 19.00 0.00'. 0.00 _,i 0:00 0.00 18.19 18.19 17.32 17.32 2nd 9.00 10.00 10.00 0 00 0.00 0.00. 0.00 10.70 28.89 11.28 28.60 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)= 28.60 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6•W 0.6•W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 17.32 17.32 10.91 10.91 10.39 10.39 2nd 10 0 0 10.70 28.89 11.28 28.60 6.42 17.33 6.77 17.16 1st(base) 0 0 0 V(n-s)= 28.89 V(e-w)= 28.60 V(n-s)= 17.33 V(e-w)= 17.16 kips(LRFD) kies(LRFD), __.. kips(ASD) kips(ASD) Page 1 Page 1 of 1 Design Maps Summary Report ilms Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III ..,,,,,,. .4.7,,,,,:v- do .' . /.3 . .f," ,"4 i -.(-.i:,,,„-,- x s ,' ,-- k' s'' lteye x'' av ti3 �*„ '- kR 4 . `fir t19 i s ,,e ., CJI # o 4.xr lir atfi17,5 r�r/ r ":::7.-..,,,:':'.'-'1'-- --,,.511.47-,r'''' ---',- r ®2 ' f�1Ri d USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.4238 SMS = 0.6678 S°, = 0.4458 For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum O+ sln Response Sper�um s.Re 1.10 0.00 0.44 004 040 a.17 Sa.44 . ,44 0.32 *.s41 css , is ax 0 asr 0.0* 0 40 0.s 0.200.40 0.t� a. a �. t. a.a .co i. 0.00 tz, 0.aaa o t, t.tu �.00 2.00 ► r y( P d T( Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 4-0' 13'-3" 14'-0 1B'-9" • { 7-7' f 4'-3Y4 { 3'-1134 5'_9. f 3'-7}Z" f 5'-9' i 5•-9' t 3-7/Z f I I I 1 I I I \._o I I 1 ❑/ I I I I I F- , 1 I I I B1a 5-o4-os. B 1 b 5-o;-or Bic • R U--- I I I 1,„,,,,.,,,,,,,_,.,,,,,,,,,,_,,,,,,,,! 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LII co m TOP OP-L•ONCRETE I ___- 1'..1 . .. BASEMENT WALL / 1 [:::1 —J/ DW 1 L:.;1 UL APPROVED DIRECT-VENT-��— B• E20WOOD TREAD I ___J FIREPLACE,INSTALL PER MFR. I I 4:1 0® MAX RISER 8 — E3 c111 I aGreat Room(ADD STEPS o a.,1 N 6 II"I A REO'D BY GRADE) , r' m i:.7 D-4_.--.I I �I eo Q [Fi 12"nLE SURROUND W/ I M'FV S d O -5 f:::l 2x TRIM FRAME , PER SITE YA1 i 1 f7:1 .. 0 __J wONDI nor, I 9 wH I —r—=',`-- -.:::ii ::l a 1 a _ Kitchen L:.1 '�- _ PLATFORM 0+18- 51NSUL 5 a e ABOVE ADJACENT [;ii GARAGE SLAB i _:1� —FLOOR ABOVE v f. n ,—.,"P 25' LO FURNACE TO BE SIZED 1O ...1. PER ORSC 81305.1.1 FURN. REF ¢ r L- ( - 2-4 HC 12 m _ T'1 0 i f :I ',=.1,-..".1.-1 ... 13-4Y2• 3_p• 3-7Y2 _ 7-0 •I v 5'-0' ,:•::::1 lf..._ . T r ♦ �1 GUARD RAIL I .1 I.:•:•.:-1 rl - _ • --- -_ UP ' WITH 6•HIGH[ U l :1 n w ® y CURB AT r f r l 3-Car Garage 1- BOTTOM, TOPE i L WALL FINISH: IV GWB I -r ABV.NOSING[ r Z r - CEILING FINISH 4N TYPE X•GWB ----' A • • OPEN TO I I I I I m FIRE-TAPE ALL DAB I 1l ^� ABOVE 1 :1 - DInJ#Tg n__ WRAP BEAMS BELOW CEILING LEVEL1 7 45'L =- Ent f :1 RF�r�V,, „ --. A 0 INSULATE FLOOR ABOVE. 5338- a ,* i--FLOOR 1 a Y�I" AB 3'9Y{ 3•-4}Z•• 17) S•-732 I T F $. ___ -_5)F'F 45' I tt �^g o I rZYx30-1 t ! 4 '1 ATTIC I0 I [ w— 1 :i __, ACCESS I _T i::•:::...,i::•:::..., FLOOR1480....E. -71 .H 1 ::I I ^ © Den -' I.0-�I.L_„-,- 1 61 g 6 0 SH 2-6 0 SH 2-6.6-0 4311b KW I Q-PaIrh'-. —' + I I 16-0 8-0 SDHD I -' : . I I • I BE” -e Ekinslx I. . L m J I I I I I ' . 1 -..• I ROOF ABOVE--.I '® . 1..I I 1 1 1 L_B- as r� _J I. 1� e 1 I I 1n_o• 1 10•-0• 3-1032 i 3•-B• j. 3-10x5' -24'} (-OA ♦ 2•-9' 41, 3'-0' 1 3'-0' 3-BYl 20•-0• 11•-3• 6'_ 12'-6)" 0 Plan 1 7A LOWER FLOOR PLAN 1/4'=1'-0' SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.38 kips Design Wind N-S V I= 10.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.38 kips Sum Wind N-S V i= 10.91 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM tine Usum OTM RoTM Unet Ueu,„ Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 405 14.5 14,5 1.00 0,15' 2.09 0.00 1.03 0.00 1.00 1.00 71 P6TN P6TN 144 9.26 7.81 0.10 0.10 18.77 9.46 0.67 0.67 0.67 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2a* 181 6.5 10,5 1,00 0,15 0.93 0.00 0.46 0.00 1.00 1.00 71 126T1.1 P6TN 143 4.14 2.53 0.27 0.27 8.39 3.07 0.91 0.91 0,54 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2b' 167 6.0 7.5 1.00 0.15 0.86 0.00 0.42 0.00 1.00 1.00 71 PSTN P6T-N 143 3.82 1.67 0.40 0.40 7.74 2.03 1.07 1.07 4,07 - - 0 0.0 0.0 1.00 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 307 11.0 11,0 1.00 0.15 1.58 0.00 0.78 0.00 1.00 1.00 71 P6TN P6TN 144 7.02 4.49 0.24 0.24 14.23 5.45 0.85 0.85 0.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 1060 42.0 42.0 1.00 0.15' 5.46 0.00 2.69 0.00 1.00 1.00 64 P6TN P6TN 130 24.22 65.49 -1.00 -1.00 49.12 79.38 -0.73 -0.73 -0.73 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 2120 80.0 80.0=L eff. 10.91 0.00 5.38 0.00 EV,„„d 10.91 EVEQ 5.38 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: 2nd Panel Height. 10 ft. Seismic V I= 3.91 kips Design Wind N-S V i= 6.42 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 9.30 kips Sum Wind N-S V I= 17.33 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy 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 (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) Ext A5 681 38.0 38,0 1.00 0.25 1.90 5.46 1.16 2.69 1.00 1.00 101 P6TN P6 194 38.48 89.35 -1.36 -1.36 73.60 108.30 -0.93 -0.93 -0.93 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A6 349 19.5 19,5 1.00 0,25' 0.97 0.00 0.59 0.00 1.00 1.00 30 P6TN P6TN 50 5.94 23.53 -0.93 -0.93 9.74 28.52 -1.00 -1.00 -0.93 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 304 17.0 17.0 1.00 0.25 0.85 0.00 0.52 0.00 1.00 1.00 30 P6TN P6TN 50 5.17 17.88 -0.78 -0.78 8.48 21.68 -0.81 -0.81 -0.78 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A8 161 9,0 9.0 1.00 0.25 0.45 0.00 0.27 0.00 1.00 1.00 30 P6TN P6TN 50 2.74 5.01 -0.27 -0.27 4.49 6.08 -0.19 -0.19 -0.19 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9a* i28 2.0 5.0 1.00 0.25 0.36 0.87 0.22 0.43 1.00 0.80 405 P3 P3 614 6.48 0.62 4.39 4.39 12.27 0.75 8.64 8.64 8,64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. A9b* 128 2.0 5.0 1.00 0.25 0.36 0.87 0.22 0.43 1.00 0.80 405 P3 P3 614 6.48 0.62 4.39 4.39 12.27 0.75 8.64 8.64 8.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9c* 288 4.5 8.5 1.00 0.25 0.80 1.95 0.49 0.97 1.00 1.00 324 P4 P3 612 14.60 2.37 3.19 3.19 27.54 2.87 6.44 6.44 6.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext AIOa* 117 1.8 4.3 1.00 0.25 0.33 0.79 0.20 0.39 1.00 0.73 440 P3 P3 610 5.89 0.49 4.64 4.64 11.16 0.59 9.09 9.09 9,G8 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 144 2.3 4.8 1.00 0.25' 0.40 0.97 0.24 0.48 1.00 0.90 358 P3 P3 610 7.25 0.66 4.16 4.16 13.72 0.80 8.16 8.16 8.46 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 96.1 96.1 =L eff. 6.42 10.91 3.91 5.39 1.00 EVnd 17.33 EVEQ 9.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: A2ab w dl= 150 p/f V eq 880.0 pounds V1 eq= 457.6 pounds V3 eq = 422.4 pounds V w= 1790.0 pounds V1 w= 930.8 pounds V3 w= 859.2 pounds ► ♦ v hdr eq= 56.8 plf ► A H head= A v hdr w= 115.5 plf 1 V Fdragl eq= 89 F2 eq= 82 A Fdragl w= 7,0 F2 - 166 H pier= vi eq= 70.4 plf v3 eq= 70.4 plf P6TN E.Q. 3.0 v1 w= 143.2 plf v3 w= 143.2 plf P6TN WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= :s F4 0.- 82 feet A Fdrag3 w= 180 F4 w= 166 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 56.8 plf P6TN 5.0 EQ Wind v sill w= 115.5 plf P6TN feet OTM 7920 16110 R OTM 8850 10811 v • UPLIFT -63 357 Up above 0 0 UP sum -63 357 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 il.14 Htotal/L= 0.58 o. Hpier/L1= 0.46 _ Hpier/L3= 0.50 L total = 15.5 feet JOB#: CT#14301:Plan 5017 ABD'. ID: A9abc w dl= 250 p/f V eq 2760.0 pounds V1 eq= 649.4 pounds V3 eq= 649.4 pounds V5 eq= 1461.2 pounds V w= 5210.0 pounds V1 w= 1225.9 pounds V3 w= 1225.9 pounds V5 w= 2758.2 pounds v hdr eq= 190.3 p/f ► A H1 head=A vhdr= 359.3 plf H5 head= A 1 V Fdragl eq= 134.4 Fdrag2 eq= 134.4 Fdrag5 eq= 134.4 Fdrag6 eq= 302.3 1 v A Fdragl w= • .6 Fdragl , 253.6 Fdrag5 w= •3.6 Fdrag. w= 570.7 A H1 pier= v1 eq= 405.9 p/f v3 eq= 405.9 plf v5 eq= 324.7 H5 pier= 5.0 v1 w= 612.9 p/f v3 w= 612.9 p/f v5 w= 612.91, 5.0 feet feet H total= 2w/h= 0.8 2w/h= 0.8 2w/h= 1 10.0 V Fdrag3= .•.4 Fdra•-- 134.4 feet A Fdragl w= 253.6308 Fdragl w= 253.6 Fdrag7eq= 4.4 Fdragae• 302.3 V P3 E.Q. Fdrag7w= 253.6 Fdrag8w= 570.7 A P3 WIND v sill eq= 190.3 p/f H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 359.3 p/f H5 sill= 4.0 EQ Wind 4.0 feet OTM 27600.0 52100.0 feet R OTM 12263 14980 V UPLIFT 1113 2695 V Up above 0 0 Up Sum 1113 2695 H/L Ratios: L1= 2.0 L2= 3.0P. L3= 2,0 L4=' 3.0 L5= 4.5 Htotal/L= 0.69 ,, ,, ,' ' Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 14.5 feet Hpier/L5= 1.11 0.95 L reduction JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: A10ab w dl= 250 plf V eq 1310.0 pounds V1 eq = 587.6 pounds V3 eq = 722.4 pounds V w= 2490.0 pounds V1 w= 1116.8 pounds V3 w= 1373.2 pounds --► v hdr eq= 144.3 plf ► •H head = A v hdr w= 274.2 plf 1 : Fdrag1 eq= 324 F2 eq= 398 Fdrag1 w= : 5 F2 - 756 H pier= vi eq= 438.6 plf v3 eq= 356.8 plf P3 E.Q. 5.0 v1 w= 610.3 plf v3 w= 610.3 plf P3 WIND feet H total = 2w/h = 0.732 2w/h = 0.9 10 v Fdrag3 eq= • F4 e.- 398 feet A Fdrag3 w= 615 F4 w= 756 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 144.3 plf P6TN 4.0 EQ Wind v sill w= 274.2 plf P6 feet OTM 13100 24900 R OTM 5062 6183 v • UPLIFT 955 2225 Up above 0 0 UP sum 955 2225 H/L Ratios: L1= 1.810 1 L2= 5'0 L3= 2.3 Htotal/L= 1.10 Hpier/L1= 2.73 �� Hier/L3= 2.22 p L total= 9.1 feet SHEET TITLE: LATERAL E-W{side to side-left/right) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.38 kips Design Wind E-W V I= 10.39 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.38 kips Sum Wind E-W V I= 10.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 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 Veum OTM ROTM Unet Veum Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext I' B1a* 186 3.2 5.7 1.00 0.15 0.91 0.00 0.47 0.00 1.00 1.00 149 1:16TN P6 288 4.25 0.67 1.43 1.43 8.21 0.81 2.96 2.96 2,96 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1 b* 411 7.0 12.0 1.00 0.15 2.02 0.00 1.04 0.00 1.00 1.00 149 126TN P6 288 9.39 3.12 0.99 0.99 18.14 3.78 2.27 2.27 341 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bic* 425 7,3 9,8 1.00 10.15' 2.08 0.00 1.08 0.00 1.00 1.00 149 P6T-14 P6 287 9.71 2.62 1.08 1.08 18.76 3.18 2.37 2.37 243 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 125 2.1 9.4 1.00 0.15 0.61 0.00 0.32 0.00 1.00 0.85 175 P6 P6 288 2.86 0.74 1.45 1.45 5.52 0.90 3.16 3.16 3,46 - - 0 0.0 0.0 1.00 >0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2b* 125 2.1 9.4 1.00 0.15 0.61 0.00 0.32 0.00 1.00 0.85 175 P6 P6 288 2.86 0.74 1.45 1.45 5.52 0.90 3.16 3.16 346 0 0.0 0,0 1,00 ;0.00 0.00 0.00 0.00 0.00 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* r° 254 3.0 8.3 1.00 0.15' 1.25 0.00 0.64 0.00 1.00 1.00 215 P6 P4 415 5.80 0.92 2.09 2.09 11.21 1.11 4.33 4.33 4,33 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext; B3b* 254 3.0 8.3 1.00 0.15 1.25 0.00 0.64 0.00 1.00 1.00 215 P6 P4 415 5.80 0.92 2.09 2.09 11.21 1.11 4.33 4.33 4,33 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4a* 170 2.0 8.0 1.00 0.15 0.83 0.00 0.43 0.00 1.00 0.67 324 P4 P4 417 3.89 0.59 2.47 2.47 7.50 0.72 5.09 5.09 6.09 - - 0 0,0 0.0 1,00 : 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4b* 170 2.0 8.0 1.00 0.15' 0.83 0.00 0.43 0.00 1.00 0.67 324 P4 P4 417 3.89 0.59 2.47 2.47 7.50 0.72 5.09 5.09 LOS - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00 0.001 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 2120 31.7 31.7=Leff. 10.39 0.00 5.38 0.00 EVnd 10.39 EVEp 5.38 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ= 280#< EQ (ALLOW)= 1031# SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5017 ABD WIND=480#<WIND (ALLOW)= 1444# Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 3.91 kips Desi• Wind E-W V I 6.77 kips Max.aspect= 3.5SDPWS Table 4.3.4 Sum Seismic V I= 9.30 kips m Wind E-W V I= Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt- 1.00 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 Logy eff. C 0 w dl V level V abv.V level V ab 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM ROTM Unet Usum Uswm (sqft) (ft) (ft) (kit) (kip) (kip) (kip) ip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5a* 664 15.0 19.8 1.00 0.25 1.95 4.19 .13 2.17 1.00 1.00 220 P6 P4 410 32.99 18.33 1.02 1.02 61.44 22.22 2.74 2.74 2.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.0' 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5b* 129 2.9 7.7 1.00 0.25 0.38 • .2 0.22 0.42 1.00 0.97 225 P6 P4 411 6.39 1.39 2.22 2.22 12.00 1.68 4.58 4.58 4.68 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a* 94 2.1 9.4 1.00 0.25 0... 0.61 0.16 0.32 1.00 0.71 317 P4 P4 416 4.80 1.24 2.43 2.43 8.87 1.50 5.03 5.03 6.0.3 0 0.0 0.0 1.00 0.00' *.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 94 2.1 9.4 1.00 0.2 0.28 0.61 0.16 0.32 1.00 0.71 317 P4 P4 416 4.80 1.24 2.43 2.43 8.87 1.50 5.03 5.03 643 - - 0 0.0 0.0 1.00 '.'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 In e7 •9 • • 9$ 00 '0 1. 0 0. 0.8 0..' 1.00 1.00 75 P6TN P6TN 130 6.79 5.01 0.21 0.21 11.74 6.08 0.68 0.68 0.68 • 0.0 $.0', 1.0+ 4.00< 0..0 0.'. '.0' '.00 '0 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B8 77 2.0 2.0 i' 1.00 0.25 0.23 0.25 0.13 0.15 '0 0.40 351 P4 P6 238 2.81 0.25 1.92 1.92 4.77 0.30 3.35 3.35 3.35 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.10 0.00 0 -• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B9 77 2.0 2.0 1.00 0.25 0.23 0.25 0.13 0.15 '0 0.40 351 P4 P6 238 2.81 0.25 1.92 1.92 4.77 0.30 3.35 3.35 3.35 - - 0 010 0.0 1.00 '0,00 0.00 0.00 0.00 0.00 .0 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y , • 2 I' '• l ' • P ' • 1.00 0.79 246 P4 P4 369 4.65 0.83 2.23 2.23 8.78 1.00 4.54 4.54 4.64 - - 0 0.0 0.0 1.00 .0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B10b* 91 2.4 5.6; 1.00 0.25 0.27 0.61 0.15 0.31 1.00 0.79 246 P4 P4 369 4.65 0.83 2.23 2.23 8.78 1.00 4.54 4.54 444 - 0 0.0 0.0 1 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B11a* 77 2.0 6.3 1.00 0.25 0.23 0.57 0.13 0.29 1.00 0.80 263 P4 P4 398 4.21 0.77 2.58 2.58 7.97 0.94 5.27 5.27 6.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B11b* 86 2.3 6.5 1.00 0.25 0.25 0.65 0.15 0.32 1.00 0.90 230 P6 P4 401 4.66 0.90 2.37 2.37 9.03 1.10 5.01 5.01 644 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int' B12 421 11:.0 11.0 1.00 0.25' 1.24 1.22 0.72 0.63 1.00 1.00 122 P6TN P6 224 13.46 7.49 0.58 0.58 24.59 9.08 1.50 1.50 1.50 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 • --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 2300 55.2 55.2=L eff. 6.77 10.39 3.91 5.39 EVwlnd 17.16 EVgQ 9.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14301:Plan 5017 ABD ID: B1abc w dl= 150 p/f V eq 2590.0 pounds V1 eq= 471.3 pounds V3 eq= 1040.8 pounds V5 eq= 1077.9 pounds V w= 5010.0 pounds V1 w= 911.7 pounds V3 w= 2013.2 pounds V5 w= 2085.1 pounds v hdr eq= 94.5 p/f A H1 head=A vhdr= 182.7 p/f H5 head= A 1 V Fdragl eq= 85.9 Fdrag2 eq= 189.8 Fdrag5 eq= 189.8 Fdrag6 eq= 196.6 1 V A Fdragl w= _..2 Fdragl 367.1 Fdrag5 w= •7.1 Fdrag• w= 380.2 A H1 pier= v1 eq= 148.7 p/f v3 eq= 148.7 plf v5 eq= 148.7 H5 pier= 5.0 v1 w= 287.6 p/f v3 w= 287.6 p/f v5 w= 287.61 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= :..• Fdra•-- 189.8 feet A Fdragl w= 166.2461 Fdragl w= 367.1 Fdrag7eq= :9.8 Fdrag8e• 196.6 V P6TN E.Q. Fdrag7w= 367.1 Fdrag8w= 380.2 A P6 WIND v sill eq= 94.5 p/f H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 182.7 p/f H5 sill= 3.0 EQ Wind 5.0 feet OTM 23310.0 45090.0 feet R OTM 24927 30450 V UPLIFT -66 593 V Up above 0 0 Up Sum -66 593 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 4 ► 4 1104 10 104 Hpier/L1= 1.58 Hpier/L3= 0.71 L total= 27.4 feet Hpier/L5= 0.41 0.90'L reduction JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: Blab w dl= 150 plf V eq 640.0 pounds V1 eq = 320.0 pounds V3 eq = 320.0 pounds V w= 1220.0 pounds V1 w= 610.0 pounds V3 w= 610.0 pounds --a ► v hdr eq= 34.1 plf i • H head= A v hdr w= 65.0 plf 1 V Fdrag1 eq= 247 F2 eq= 247 Fdrag1 w= , 1 F2 - 471 H pier= v1 eq= 176.3 plf v3 eq= 176.3 plf P6 E.Q. 5.0 v1 w= 286.4 plf v3 w= 286.4 plf P6 WIND feet H total= 2w/h = 0.852 2w/h = 0.852 9Fdrag3 eq= ' F4 e.- 247 feet A Fdrag3 w= 471 F4 w= 471 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 34.1 plf P6TN 3.0 EQ Wind v sill w= 65.0 plf P6TN feet OTM 5760 10980 R OTM 12965 15837 * v UPLIFT -398 -268 Up above 0 0 UP sum -398 -268 H/L Ratios: Htotal/L= 0.48 L1= 2.1 L2= 14.5 L3= ` 2.1 Hpier/L1= 2.3511 o. Hpier/L3= 2.35 L total= 18.8 feet JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B3ab w dl= 150 plf V eq 1280.0 pounds V1 eq = 640.0 pounds V3 eq = 640.0 pounds V w= 2500.0 pounds V1 w= 1250.0 pounds V3 w= 1250.0 pounds ► ► v hdr eq= 77.6 plf •H head = A v hdr w= 151.5 plf 1 V Fdragl eq= 407 F2 eq= 407 A Fdragl w= '5 F2 - 795 H pier= v1 eq= 213.3 plf v3 eq= 213.3 plf P6 E.Q. 6,0 v1 w= 416.7 plf v3 w= 416.7 plf P4 WIND feet H total= 2w/h = 1 2w/h = 1 9v Fdrag3 eq= ,t F4 e.- 407 feet A Fdrag3 w= 795 F4 w= 795 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 plf P6TN 2.0 EQ Wind v sill w= 151.5 plf P6 feet OTM 11520 22500 R OTM 10029 12251 • UPLIFT 94 647 Up above 0 0 UP sum 94 647 H/L Ratios: L1= 3.0' L2= 10.5 L3= 3.0 Htotal/L= 0.55 I, 0.4P.Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total = 16.5 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B4ab w dl= 150 plf V eq 860.0 pounds V1 eq= 430.0 pounds V3 eq= 430.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds — ► ► v hdr eq= 53.8 plf ► • H head = A v hdr w= 103.8 plf 1 V Fdragl eq= 323 F2 eq= 323 • Fdragl w= :-3 F2 - 623 H pier= v1 eq= 322.5 plf v3 eq= 322.5 plf P4 E.Q. 6.0 vi w= 415.0 plf v3 w= 415.0 plf P4 WIND feet H total = 2w/h = 0.666667 2w/h = 0.666667 9 • Fdrag3 eq= F4 e.- 323 feet • Fdrag3 w= 623 F4 w= 623 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 53.8 plf P6TN 2.0 EQ Wind v sill w= 103.8 plf P6TN feet OTM 7740 14940 R OTM 9431 11520 • • UPLIFT -110 223 Up above 0 0 UP sum -110 223 H/L Ratios: L1= 2.0-= L2= 12.0 L3= 2.0 041 11 Htotal/L= 0.56 Hpier/L1= 3.00 _ Hpier/L3= 3.00 L total= 16.0 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B5ab w dl= 250 plf V eq 3940.0 pounds V1 eq= 3298.0 pounds V3 eq= 642.0 pounds V w= 7340.0 pounds V1 w= 6144.0 pounds V3 w= 1196.0 pounds > v hdr eq= 143.7 plf H head = v hdr w= 267.7 plf 1 �i Fdrag1 eq= 1143 F2 eq= 222 A Fdrag1 w= 9 F2 - 414 H pier= v1 eq= 219.9 plf v3 eq= 225.9 plf P6 E.Q. 6.0 v1 w= 409.6 plf v3 w= 409.6 plf P4 WIND feet H total = 2w/h = 1 2w/h = 0.973333 10 Fdrag3 eq= .3 F4 e•- 222 feet A Fdrag3 w= 2129 F4 w= 414 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 143.7 plf P6TN 3.0 EQ Wind v sill w= 267.7 plf P6 feet OTM 39400 73400 R OTM 46161 56389 UPLIFT -253 636 Up above -66 593 UP sum -319 1229 H/L Ratios: L1= 15.0 L2= 9.5' L3 2.9 Htotal/L= 0.36 ► ► Hpier/L1= 0.40 ► Hpier/L3= 2.05 L total = 27.4 feet JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 960.0 pounds V1 eq= 480.0 pounds V3 eq= 480.0 pounds V w= 1780.0 pounds V1 w= 890.0 pounds V3 w= 890.0 pounds --'I, ---► v hdr eq= 51.2 plf •H head= A v hdr w= 94.9 plf 1 V Fdragl eq= 371 F2 eq= 371 • Fdragl w= 8 F2 - 688 H pier= v1 eq= 317.4 plf v3 eq= 317.4 plf P4 E.Q. 6.0 v1 w= 417.8 plf v3 w= 417.8 plf P4 WIND feet H total = 2w/h = 0.71 2w/h = 0.71 10 • Fdrag3 eq= F4 e.- 371 feet • Fdrag3 w= 688 F4 w= 688 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 51.2 plf P6TN 3.0 EQ Wind v sill w= 94.9 p/f P6TN feet OTM 9600 17800 R OTM 21608 26395 I, v UPLIFT -664 -475 Up above -398 -268 UP sum -1062 -743 H/L Ratios: L1= 2.1Po L2= 14.5 L3= 2.1 P L Htotal/L= 0.53 Hpier/L1= 2.82 �� Hpier/L3= 2.82 L total = 18.8 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B10ab w dl= 250 plf V eq 920.0 pounds V1 eq = 460.0 pounds V3 eq = 460.0 pounds V w= 1760.0 pounds V1 w= 880.0 pounds V3 w= 880.0 pounds ► v hdr eq= 81.7 plf •H head = A v hdr w= 156.3 plf 1 V Fdrag1 eq= 266 F2 eq= 266 • Fdrag1 w= ',8 F2 - 508 H pier= v1 eq= 243.6 plf v3 eq= 243.6 plf P4 E.Q. 6.0_ v1 w= 369.7 plf v3 w= 369.7 plf P4 WIND feet H total = 2w/h = 0.793333 2w/h = 0.793333 10 Fdrag3 eq= .• F4 e.- 266 feet • Fdrag3 w= 508 F4 w= 508 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 81.7 plf P6TN 3.0 EQ Wind v sill w= 156.3 plf P6 feet OTM 9200 17600 R OTM 7784 9509 • • UPLIFT 134 764 Up above 0 0 UP sum 134 764 H/L Ratios: LL1= 2.4 L2=' 6.5 L3= 2.4 Htotal/L= 0.89 ► ►4 ► Hpier/L1= 2.52 ► Hpier/L3= 2.52 L total = 11.3 feet JOB#: CT#14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B11ab w dl= 250 plf V eq 0.0 pounds V w= 0.0 pounds Sum V eq 890.0 pounds V1 eq= 418.8 pounds V3 eq = 471.2 pounds Sum V w= 1700.0 pounds V1 w= 800.0 pounds V3 w= 900.0 pounds —► ► v hdr eq= 69.8 plf •H head= A v hdr w= 133.3 plf 1 V Fdragl eq= 279 F2 eq= 314 A Fdrag1 w= ' 3 F2 - 600 H pier= v1 eq= 261.8 plf v3 eq= 232.7 plf P6 E.Q. 5.0 v1 w= 400.0 plf v3 w= 400.0 plf P4 WIND feet H total= 2w/h = 0.8 2w/h = 0.9 10 v Fdrag3 eq= • F4 e.- 314 feet • Fdrag3 w= 533 F4 w= 600 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 69.8 plf P6TN 4.0 EQ Wind v sill w= 133.3 plf P6TN feet OTM 8900 17000 R OTM 9981 12192 i v UPLIFT -89 398 Up above 0 0 UP sum -89 398 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L= 0.78 ► P•,4 ► Hpier/L1= 2.50 m,Hpier/L3= 2.22 L total= 12.8 feet i iIna' :li A PAc nuce , TT-1OOF 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 ©2014 A PA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=280#< EQ (ALLOW)= 1031# WIND =480#<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.) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 1 Y Y Y5"(Y Y YY-Y T5 W571CWWWfl D( 0.51 3.42 I 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 EQ(1444 WIND) su da for ft i i t S•'s i Lea' n,fx''''c'd1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame . (one braced wall panels) Header to jack-stud strap f. 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening I - '�� t• = _ opposite side of sheathing walPonl . •, Fin height . III1IIIIE1I!!I!EL!,EtIItI with two rows of 16d sinker nails at 3"o.c.typ • • Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown max - r /panel sheathing total ,� • Header to strap wall jack-stud per wind design. : - hMin 1000 lbf on both sides of opening opposite . side of sheathing. If needed,panel splice edges shall occur over and be 10' M .double 2x4 framing covered with min 3/8" nailed to common blocking max `. thick wood structural panel sheathing with within middle 24"of portal het ht .;. 8d common or galvanized box nails at 3"o.c. g in all framing(studs,blocking,and sills)typ. height.One row of 3"o.c. nailing is required in each - panel edge. ., - • Min length of panel per table 1 Typical portal frame Ilk construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of .:41.1„.. Min reinforcing of foundation,one#4 bar _ 1 jack studs per IRC tables i top and bottom of footing.Lap bars 15"mm. ';:& R502.5 1 & O (2). V 1€ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www•apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 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 lik programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered WoodAssurietiun C T E N G I N E E R I N G 180 Nickerson St. Suite 302 Project: j ,q� ^ �n '6^0 ^ 6, , /� n _ ,o1 ,09-- eattie.WA I roeel: �J `/p! Rfa(/D7.J (/V�'}(�[..� �/ f�f/��. � �7� �slo� Date: , (206)285-4512 Client: a'"l(n�Z.' 2.3q3,6),3„2 JsC� 2 ,&,,fi,-1.) Page NumbPN: . (206)285-0618 . i 1 o.C&S'�10 ' On-----As-Vel-6Q A-7E, , t, ® e 1,, f�g r A(-4' - -7/ A, (I Gl 0 3t 6 �--ww-K �- - \ ?o�� 6.J � s,mw 8514/11) Lott,_ ( yo.i Q) _ •s63,n gt- __i_‘2.,:1)/.)6,z _ 7.1_ 0. 12 (Wl3L1z) n (z of (bo ( 4. _ * P h , C1)C,2 lav .'gig '34!) o8 ,9,4 - )4. 4, , q;, (,9,5 K,v, . - tp )11 - t°` ) CI 5( P X l& V(2) 4- ot= O.�8P 6 ut ur T /2-2Z L0/4-4--- -13 I .4 n2_. c.14- ,,\,, l ut.)106., d� `' ck BxL6 � g_ovrYds -7,. kat- - a= 0,5. I ov n4 V,' Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 Table 2.2A Uplift Connection Loads from Wind • . S (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wlnd Speed 110 115 120 130 140 150 160 170 180 I 195 3-second gust(mph) Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1,2,34,56,7 Design Dead Load �ry 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521 612 0 psfa 36 272 298 324 380 441 506 576 650 729 856rn 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 m . 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 1.49 183 255 333 417 507 602 704 866 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 20 psf 36 32 58 84 140 201 266 336 410 489 616 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - 29 118 213 316 , 426 542 666 865 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 . 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.) 12 1619.2 24 48 Multiplier I 1.00 1.33 I 1.60 I 2.00 4.00 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-ta-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. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' {<`' ' - 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. •�'isr: a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �pI,NN C. I 1� Seattle,WA Protect: [1�/ F441• Li/ R65• Date: 98109 (206)2854512 FAX: Client: Page Number: (206)285-0618 I VI)A 'LOCD15 7u 604 7)OkJ 1/1,5V-- i)1\ V\k A* most MA0A►h \ei) I !o MP + ( utrj 15 P. 11 CaktAzv 4?)I Y =1-'foi: . Elm lPe 1/(ei J\ OLT i-v 5 -r6°.e Q+2a/ifs' l Th465 csfim6A- 2,1= 12( U1= ( 4)(7) (,;0) 6,0 z 4 "MP, toOk n _ 6)1K062- 1/1- J `71/0 < <2 ( 6.,r - _ (1"6y (17/2)(0j5 0,(o 4-M44 tb 4, Pki C --\(10. s64. P. ', Si ri TV1 I R, Fact- '� = (5 ( Structural Engineers TRUSS TO WALL CONNECTION ',pi \'Ai iU #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'11I I I I PUSS 1 H1 (6) 0131" X 1.5" (4) 0.131"X 2.5" a(ai ,1!, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" r).',5 nu 1 SDWC15600 - - •'N.`, ii!, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" MAI 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IlWWi1 2.11 2 (2)SDWC15600 - - ')/0 1.50 3 (3)SDWC15600 - - 14`.'_, 340 ROOF FRAMING PER PLAN iiiiillihr 8d AT 6" O.C. Ill 2X VENTED BLK'G. 0.131" X 3" TOENAIL `�` '� AT 6" O.C. wI H2.5A & SDWC15600 STYIF \ COMMON GIRDER TRUSS -1IL-- 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 !-,PI" VAI UE`. #OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UPt1FT Ft PUSS 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" -4.001L415 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 535._-L.. fill- . 1 SDWC15600 - - 4115 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" IW - 70(i - 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. -On 220 2 (2)SDWC15600 - - 517(1 2311 . 3 (3)SDWC15600 - - 14; i i5 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE fid AT 6" O.C. CONNECTIONS 2X VENTED BLK'G ��1�7// '' icdsli H2.5A & SDWC15600 STY F 1COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH 141 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. C T ENGINEERING Suite 302 I N C. Seattle,WA Project: t'L4y toll fisD Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 POO-flit) 9.' 460 P4T • lictb� .l1 's 140,ps 4) C31 ) '4-(.l0pa•t )C8`) a coBpl F •1 .UpPitl Fill_ : b,J:L CSspJ4) (`1,) .4- UO pd.f)(R o) is-c, GtAwILSPact . I:0il l5c p,tLF)u' ) ks; Jie 1,..1A.L : : 14.)..,- (tsp c4) 1 1% )(.2 ) .Zao , Wjti (150 p: itPii2'}(I�tii' ;•` '!33 • . W-ror 193, , l�3S';p�-F 1'�r€s:wco t-� iiist9 pa 4 4 2Goa Pad UIUbl i:!1 ; . i_ Cot•[i': 3 I , 1 1 1 , I . J • Structural Engineers Title: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square FootingDesign(c)1983-2003 ENERCALC Engineering Software `� plan 5017 abd.eavPalculatio1 Description 5017 ABD-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.100 k Footing Dimension 1.500 ft Live Load 2.800 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary i Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,858.33 psf Vu:Actual One-Way 2.38 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 613.89 psf Vu:Actual Two-Way 17.80 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.54 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 Dead Load 2.300 k Footing Dimension 2.250 ft Live Load 6.200 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf 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 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.486 in2 As Req'd by Analysis 0.0006 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 2.25ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,804.01 psf Vu:Actual One-Way 16.23 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 579.32 psf Vu:Actual Two-Way 48.60 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.39 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 11:39AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-FTG F3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 5.200 k Footing Dimension 3.000 ft Live Load 11.500 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf 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 II Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0013 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0017 % Summary Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,980.56 psf Vu:Actual One-Way 32.88 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 702.78 psf Vu:Actual Two-Way 100.82 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Altemate Rebar Selections... Mu :Actual 2.89 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's