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Specifications (30) rn cr9- � \v�5�u � t � ,� CT ENGINEERINGstructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 SEP 7 2017 Structural Calculations CTYOFTIGARD Bl. LDiNG DIVISION River Terrace PRo k-'��GINF2&, Plan 17 w �' ►��.; Elevation A `s •REGoNA Tigard, OR � 9���`' Design Criteria: 2012 IBC (ORSC, °SSC) 09/14/2015 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 4 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 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"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 0.01 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 - --- --- --- --- --- -- - --- --- --- --- - --- - . nom I HD' HD• t RBA' .�__I 111 _ __ HDR HDR DRIr _ ... 1�: JE-- — I I I\ .illtntiiiLI..... IP. 1 •Aim . . . . . .. ... Ami ..•• i i ,. ....,,,,„... . . „ ..._ . ,....74.:-....," 4 17- . i 1�7 \\ - --- ....J ... __ -_.. � • lo III / / 1 / 1 • 1 1 / I .: 1 1 i . .. :.. 1 Ir. IL IMINEIMI i; , n n r_J, L 1 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.Calculabons 1, 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 Fr,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 Center Span Data o„o.,,.,:; ..,s F -., . ."+- 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 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 OK Center DL Deli 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 F- ' ,1 FB1 ." . R EDGER 1r-r- -- 5:'='-'-'1-III E - in I I I 2 ',LL -II II H HH H H H H .......-.�....._........._. r0 a FB2 ED I Q' Io m LL I.' —f--lif ____ =1 FB3 2x LEDGER II :, —____ —J NN O I L/ Z W0W 444> S O l ' , _, o F ; 42x4 FRAMING a 1' 'AT 24"O.C. ,rg is 41 ________ RIM��FB��FB �— FB4 STAIR FRAMING II E ii HDI 43-,T--r FB13 R\ , z m W; m ILLI= 1 FB15A� I1 ROOF i4 0 _ ..,... --=.---.----.--:- 7.. FB -- AT 24"0.0. --_ -- ABOVE FRAMING r Q mLEG•ER NI i 4r m !_ LL IV i s'' • It �L ... ROOF TRUSSES AT 24"O.C. 'H o HDR44_ NOLF4 HDR 1� N 0 I�DR FB14 E'' & _.. ■lle HDR — 11 .. s:;,n,.. NOR ® HOR 1i ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS L___s 1 z___ WHICH ARE LABELED AINPlan 5017A TOP FLOOORF RAMINGSHEARLAN PLAN 1/4•-1•-0" Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB1 FB2** FB3 FB4*** FB5*** FB6 FB7 Timber Section 4x12 Prllm:3.5x16.0 2-2x8 Prllm:5.25x16.0 Prllm:3.5x16.0 2-2x8 4x12 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 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Douglas Fr- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 2,325.0 850.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 180.0 310.0 150.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,600.0 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,600.0 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 Sawn 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 2.50 Dead Load #/ft 68.00 210.00 248.00 315.00 180.00 173.00 Live Load #/ft 113.00 560.00 660.00 840.00 480.00 168.00 Point#1 DL lbs 4,013.00 LL lbs 6,688.00 @ X ft 1.250 Results Ratio= 0.9335 0.6994 0.4573 0.5366 0.0863 0.3360 0.9847 Mmax @ Center in-k 78.46 242.84 12.26 292.79 29.95 10.36 80.26 @ X= ft 8.50 7.25 1.50 6.50 2.75 2.25 1.25 fb:Actual psi 1,062.8 1,626.2 466.4 1,247.7 200.5 394.1 1,087.1 Fb:Allowable psi 1,138.5 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 1,138.5 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 38.9 203.8 Fv:Allowable psi 207.0 310.0 150.0 310.0 310.0 172.5 207.0 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 2,006.50 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 3,344.00 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,350.50 @ Right End DL lbs 578.00 1,522.50 372.00 2,047.50 495.00 389.25 2,006.50 LL lbs 960.50 4,060.00 990.00 5,460.00 1,320.00 378.00 3,344.00 Max.DL+LL lbs 1,538.50 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,350.50 1eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in' -0.192 -0.113 -0.004 -0.070 -0.002 -0.013 -0.003 UDefl Ratio I 1,060.8 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 8,830.8 Center LL Defl in -0.320 -0.301 -0.010 -0.186 -0.005 -0.013 -0.006 UDefl Ratio 638.3 578.5 3,706.8 841.0 12,366.9 4,314.8 5,298.8 Center Total Defl in -0.512 -0.414 -0.013 -0.255 -0.007 -0.025 -0.009 Location ft 8.500 7.250 1.500 6.500 2.750 2.250 1.250 UDefl Ratio 398.5 420.7 2,694.4 611.6 8,994.1 2,125.8 3,311.7 "An equal sized'RigidLam' x.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 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 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined - FBS FB9 FB10B FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 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 Fir- Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Lards,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 Mmax @ Center in-lc l 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 1 Reactions .-ni-.{4086 @ 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 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 (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 1 -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 j 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 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-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (3 OF 3) Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined �.< .. .. :may/ FBM*"* FB15A/FB156**" 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 iLevel,LSL 1.55E level,LSL 1.55E iLevel,LSL 1.55E Douglas Fir,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 Data ': ,: °' ros., <. .. . •...����, .. /Hi�;hnr ,fiz,.. "ink H ; Span ft' 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @ X ft 14.500 Results Ratio= 0.6173 0.6916 0.4597 0.4568 -. Mmax @ Center in-k 246.48 433.92 288.44 531.19 @ X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized'RigidLam' **A GT may be used in ***An equal sized 'Big Beam' 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 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations 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• 27'-3" 18'-9" 3'-8• 4 27'-0Y4 17-4Y.' 83 24'1, 11 :ArJL.( I ! 6x6 PT POST 6x6 P,T'OST s n I� i 31i- CONC. M T"'1 PATIO SLAB 0 'N NI-- J r-----„I ISI 10 r. -i.- r- -LT_r -� I LTJ -i '.I -0'-71/2" y�H I I '' 1 -0-3. -p-3' ' L rl� r+7 J ` z .i 1 9)4"TJ FLOOR JOISTS AT 1 L �4'ONY >s-F- ,_ -T--- � i. -- ;o L J -pyo^ I 19.2 O.C.TYP.U.N.O ` - 1, I � m1 w ,ii_1'_5^ I 12._7y4- V A 10,_034- of 10 0Y4 1 i 8 13'4Y4 1 i.,, k_ m L J.Il -' i I L1J_ LjJ r! ,"I 1 tl LVL I I INST SYSTEM TO ALLOW '-TH-1'-014•I I - I ADE"CRAWL DRAINAGE ATI i , .. l „ , 1 I r , r 1-1 I-1.-o1/2"1-n• i i L.IJ �- LVL ��...IIII " 1 N 1 11 11ffaidliUI 2 I r r o 11' oyh"Fr' T ' 0 I 12 I s -..16xrr1 _. SPACE C —--F 2 E n I '- 0 Nn ` o I I - SICCONC.sue ,. 1 4- J -,- —1- --' n VERIFY GARAGE SLAB HEII • - / GHT WITH GRADING PLAN rI *-14 I a •� i�'p5�k - 1-1'-O1/2"I'1-' 11-l•-DYz"I I-1•-01/2lw I L-J I---..1 Iv I L 7e J o E ♦ I 1 � •-I I �- - I -- - m I .� q THICKENED SLAB 1 I 1 I 1pYF AB SL : L .. 1 I 5Y2' ,'-10Y2 14'-6- ,1'_9- _101�; .� 12'-0Y2' 20'-0' 30'-0' Plan 5017A FOUNDATION PLAN ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: Job# Dsgnr: ARS Date: 1:15PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations ...r ..- ..:_.Win, 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 CBI CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fr- Larth,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 6.00 Dead Load #/ft 169.00 176.00 Live Load #/ft 450.00 470.00 Results Ratio= 0.9318 0.9724 Mmax @ Center in-k 33.43 34.88 @X= ft 3.00 3.00 fb:Actual psi 1,090.2 1,137.7 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.8 91.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 507.00 528.00 LL lbs 1,350.00 1,410.00 Max.DL+LL lbs 1,857.00 1,938.00 @ Right End DL lbs 507.00 528.00 LL lbs 1,350.00 1,410.00 Max.DL+LL lbs 1,857.00 1,938.00 Deflections Ratio OK Deflection OK Center DL Defl in I -0.028 -0.029 UDefl Ratio 2,598.3 2,495.0 Center LL Defl in -0.074 -0.077 UDefl Ratio 975.8 934.3 Center Total Defl in -0.101 -0.106 Location ft 3.000 3.000 UDefl Ratio 709.4 679.7 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301: Plan 5017 ABD; Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude=Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SMi= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D = Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S20 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 Sips= 0.78 h„ = 19.00(ft) Spy= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7-05(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(RJIE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T> 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„„ = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wX *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) >w, *h;k Vi DESIGN Vi Roof -- 19.00 19.00 2120 0.022 46.64 886.2 0.58 5.38 5.38 2nd 9.00 10.00 10.00 2300 0.028', 64.4 644.0 0.42 3.91 9.30 1st(base) 10.00 0.00, SUM= 111.0 1530.2 1.00 9.30 E=V= 13.28(LRFD) 0.7*E= 9.30(ASD) Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5017 ABD N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36.00 36.00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. Building Width= 50.0 53.0'ft. V u/t. Wind Speed 33e<.0ust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C Vasd. Wind Speed 3Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0'. N/A N/A Roof Type= Gable Gable Ps30 A= 25.7 25.7 psf Figure 28.6-1 Ps30 a= 17.6 17.6 psf Figure 28.6-1 Ps30 c= 20A 20A psf Figure 28.6-1 P530 o= 14.0 14.0 psf Figure 28.6-1 1.00 1.00 Figure 28.6-1 Ke= 11.00 1.00 Section 26.8 windward/lee= 1_001.00(Single Family Home) *K��*I 1 1 Ps=A*Kzt*I*Poo= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PSB= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps Aenac average= 23.1 23.1 psf (LRFD) Ps B and Deverego 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) wind(LRFD) DIAPHR. Story Elevation Height AA An 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-W) 36.00 17.0 0 340 0 510 0 302.6 0 499.3 Roof --- 19.00 19.00 4.5 90 0 135 0 90 0 132.2 0 17.2 16.4 18.19 18.19 17.32 17.32 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 313.5 0 7.6 8.1 10.70 28.89 11.28 28.60 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 AF= 1528 24.8 24.4 V(n-s)= 28.89 V(e-w)= 28.60 kips(LRFD) kips(LRFD) kips kips Page 1 11 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 SII CT PROJECT#: CT#14301:Plan 5017 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof -- 19.00 19.00 0.00'. 0.00 0,Ot7. 0.00 18.19 18.19 1732 1732 2nd 9.00 10.00 10.00 0.00'. 0.00 0:00 0.00 10.70 28.89 1128 28.60 1st(base) 10.00 0.00 0.00 V(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-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6`W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 17.32 17.32 10.91 10.91 10.39 10.39 2nd 10 0 0 10.70 28.89 11.28 28.60 6.42 17.33 6.77 17.16 1st(base) 0 0 0 V(n-s)= 28.89 V(e-w)= 28.60 V(n-s)= 17.33 V(e-w)= 17.16 kips(LRFD)I kips(LRFD) kips(ASD) kips(ASD) Page 1 Design Maps Summary Report Page 1 of 1 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 1 Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ,3 r 7€4 p ii.- 12ittl)m .._ B avertort } � 1 zf fi c##.r (: *a r,4 '' ,, ) .£- '- \\I Lake Oswego <- r�- Ott N - Tualatin / „ jFj, ffi ,�,��.d� "..E i4.I' yam_ t i 'a USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMI = 0.667 g SDI = 0.445 g For information on how the SS and S1 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 Design Response Spectrum 1.10 0,00 Vit,0? 0 77, 22 020.17 0,04 4 110 024 24 044 +* 0, 0 40 044 0,22 -0 22 0,24 0,22 0.1 6.11 0.02 200 0.0O 0,20 0.40 0,42 0,00 1.20 1,20 1.40 1 0 1,20 2.0 0.00 0.20 0.4.0 0.00 0.20 1.00 1. # 1.40 1 GO 1.23 2.40 Para I(sec) irk I ) 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' 18'-9" / 5'-8" t 7'-7• '4'-3Y4 t 3'-113/4 - 5'-9' 3'-7Y2 t 5'-9" { 5-9. f .3'-73,2" 1 1 1 \\_o I I I 0• I I I I r B1a 5-o9-osL B1b 5-0 OF Bic , j j j •mom r= I I I (( 3'X 5' L o Drop-in I I 11 Tub 1 I B2a �0 -0 F 7-6 510 XOX 3-0 -0 F 62b CO ._.._ * I Bedroom 4 0 Master Bath _ r J ej 6-0 BIPASS 0 � 3 Master Bedroom P 5& i 6V AlIIM 011.111 ME 0 1110 Iii II r` I --o II Lilajl-"" ---""' Bath ` oA SII WASHER j J 4 Hcw All FirLaundr - 3 g /1 5 SHELVES (.)'1 S&P 2-8 HC •i N m ( W Mg 6-0 BIPASS BIFOLD j W.l.C. a •I 3'-SY2 6 HCW�, 2'-0" 5'-17' 2'-1" 3' 9Y2 4 7'-9Y2' 2'-1 3'-7Y' 2'-1�Y6' 3'-13/g' 3 1oY" k 9'-4Y2 m s ,a; Hall47s .. S&P N) Bedroom 3 I 5 8 P Y OPEN TO BELOW c, 6-0 BIPASS 3 illim 7 5Y8" 9'-5Yi -11Y" liiiiimmumkillitiM 3-Bmagi 3/4 <-2Y4 Bedroom 2 64b^ Bonus Room a 1 I I II I Mil I .7.---- -----. i_ J iZ UM N I 1I 1 1 I I I t- -t-1 1 1 1 j j 5-8Y" k 3'-6" k 3'_6" ; 3'_9" 7'-BY2 ; 2'-6' , 2'-6" , 3'-3" 5'-OY2 } 3'-6' , 5'-0Y 4'-0" 16'-5Y2 15'-11Y2" 13'-7' Plan 5017"A TOP FLOOR PLAN Ix-1.-0- I 16._10. 14.-5.. / 18.-9- 7'-10Y2 - 4'-,1Y" / 4'-3Y2 I, t 4-2" 11Y2; 3'-7Y- 1' t i3-7Y i; j I r 1 J 1 1 ` I I 111 T 1 T ' I v p 1 5/ I _____4i4_8%. ` ` B5a1 4-6 6- LOW A 4-6 6 LOW SL, 8 ' Linen mIN �� I I a '34" bi e 8 HCW 1 H x Powder 3-0 sfl 3-D -0 F 7-6 6=0 XO% 3-0 6-0 F B64 : , ` &FOLD .n :____....1.- I _ �1r 4 /---- _pi 0 o I CW r- \ i 30'18 2-4 HOW Nook I — Q p 2-4 HCW I I I , Pantry �-__ 1 • j rA OW II ..r I 'OZ a1 o�' Great Room r\ q d or L--J I 00„ o=J . 11le1 OKitchen WH li' 17[ L n i I 18"24"CRAWL �- , i 2-4 Hp''']h'2 ,� 1 Q SP CE ACCESS___ I // '''''-4/2- - I I 2.-8Y' 3'-7Y' --63,-r---1✓ 7�-OY2 Y2 5"-0'\\��Y.-,n�. 12'-6Y" _OPEN TO �2 in ABOVE h 3-Car Garage rn f Entry — b f,r- 1 Dining Room a' ¢ I ' m 1 Q I O } n ^— • I I n Den I Bi4157sH z-s os z-ss-oeitb 16-0 8-0 50HD CO Pprch 1 1 I fig_ J I — '—.- 1 I I I i I I I j I I I L_310a i IQb I / 10-0 10'-0" 3'-10Y• F 3'-0" t 3'-703 /2'-2Y44. 4'-0Y4 , 2'-9" 3'-0' ; 3'-0" A 3'-9Y. , * / / , Plan 501 7A MAIN 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kit.) (kip) (kip) (kip) (kip) p (plf) (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 126TN P6TN 143 4.14 2.53 0.27 0.27 8.39 3.07 0.91 0.91 0.94 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext ',A2b* 167 6.0 7.5 1.00 0.15 0.86 0.00 0.42 0.00 1.00 1.00 71 P6TN P6TN 143 3.82 1.67 0.40 0.40 7.74 2.03 1.07 1.07 1-.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 00 0.0 1.00 0.00i 0.00 0.00 0,00 0.00 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 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 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 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 Oi0 0.0 1.00 '0.00_ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 00 0.0 1.00 0.00' 0.00 0.00 0.00 0.001.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 2120 80.0 80.0=L eff. 10.91 0.00 5.38 0.00 EVwind 10.91 EVEo 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 LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usurn Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38.0 38.0 1.00 0.25 1.90 5.46 1.16 2.69 1.00 1.00 101 P6TN P6 194 38.48 89.35 -1.36 -1.36 73.60 108.30 -0.93 -0.93 -0.93 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A6 349 19.5 19.5 1.00 0.25 0.97 0.00 0.59 0.00 1.00 1.00 30 P6TN P6TN 50 5.94 23.53 -0.93 -0.93 9.74 28.52 -1.00 -1.00 -0.93 - 0 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 Int A7 304 17.0 17.0 1.00 0.25 0.85 0.00 0.52 0.00 1.00 1.00 30 P6TN P6TN 50 5.17 17.88 -0.78 -0.78 8.48 21.68 -0.81 -0.81 -0.78 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A8 161 9.0 9.0 1.00 0.25 0.45 0.00 0.27 0.00 1.00 1.00 30 P6TN P6TN 50 2.74 5.01 -0.27 -0.27 4.49 6.08 -0.19 -0.19 -0.19 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9a* 128 2.0 5.0 1.00 '0.25'i 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 8.64 844 - 0 0.0 0,0 r-' 1.00 0.00 0.00 0.00 0.00 0.00 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 A10a* 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 9.08 - - 0 0.0 0,0" 1.00 0.00 0.00 0.00 0.00 0.00 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 8.16 846 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0,01 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 =Leff. 6.42 10.91 3.91 5.39 1.00 EVw;,,d 17.33 EV50 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 plf 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 ► o- v hdr eq= 56.8 plf H head = v hdr w= 115.5 plf A1 V Fdrag1 eq= 89 F2 eq= 82 A Fdrag1 w= ,0 F2 . 166 H pier= v1 eq = 70.4 plf v3 eq = 70.4 plf P6TN E.Q. 3.0 vi w= 143.2 plf v3 w= 143.2 plf P6TN WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= ;s F4 e.- 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 UPLIFT -63 357 le y Up above 0 0 UP sum -63 357 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 P. 11 11044 ► Hpier/L1= 0.46 Hpier/L3= 0.50 L total = 15.5 feet P. JOB#: CT#14301:Plan 5017 ABD ID: A9abc w dl= 250 plf 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 plf ► ► • H1 head=A v hdr= 359.3 plf H5 head= A 1 V Fdragl eq= 134.4 Fdrag2 eq= 134.4 Fdrag5 eq= 134.4 Fdrag6 eq= 302.3 L 1 v A Fdragl w= 25\3.6 Fdragl , 253.6 Fdrag5 w= '.3.6 Fdrag• w= 570.7 A H1 pier= v1 eq= 405.9 plf v3 eq= 405.9 plf v5 eq= 324.7 H5 pier= 5.0 v1 w= 612.9 plf v3 w= 612.9 plf 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 Fdrag•- 134.4 feet A Fdragl w= 253.6308 Fdragl w= 253.6 Fdrag7eq= 4.4 Fdrag8e. 302.3 V P3 E.Q. Fdrag7w= 253.6 Fdrag8w= 570.7 A P3 WIND v sill eq= 190.3 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 359.3 plf H5 sill= 4.0 EQ Wind 4.0 feet OTM 27600.0 52100.0 feet R OTM 12263 14980 v UPLIFT 1113 2695 V Up above 0 0 Up Sum 1113 2695 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4 5 Htotal/L= 0.69 ► 4 1104 ► 110 4 ► 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 0. ► v hdr eq= 144.3 plf —__•,, ♦H head = A v hdr w= 274.2 plf 1 v Fdragl eq= 324 F2 eq= 398 A Fdragl w= : 5 F2 , - 756 H pier= v1 eq = 438.6 plf v3 eq= 356.8 p/f P3 E.Q. «r 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 p/f P6 feet OTM 13100 24900 R OTM 5062 6183 R v UPLIFT 955 2225 Up above 0 0 UP sum 955 2225 H/L Ratios: L1= 1.8 L2= 5,0L3= 2.3 Htotal/L= 1.10 ►, ► Hpier/L1= 2.73 Hpier/L3= 2.22 L total = 9.1 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5017 ABD Diaph.Level: Roof Panel Height=' 9 ft. Seismic V i= 5.38 kips Design Wind E-W V i= 10.39 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.38 kips Sum Wind E-W V i= 10.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL ee. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Una Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 a* 186 3.2 5:7" 1.00 0.15 0.91 0.00 0.47 0.00 1.00 1.00 149 P6TN P6 288 4.25 0.67 1.43 1.43 8.21 0.81 2.96 2.96 246 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 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 B1b* 411 7.0 12.0 1.00 0.15 2.02 0.00 1.04 0.00 1.00 1.00 149 P6TN P6 288 9.39 3.12 0.99 0.99 18.14 3.78 2.27 2.27 2.2-7 - - 0 0.0 0.0 1.00 0.00 .0.00 0.00 0.00 0.00 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 B1c* 425 73 9.8' 1.00 0.15 2.08 0.00 1.08 0.00 1.00 1.00 149 P6TTN P6 287 9.71 2.62 1.08 1.08 18.76 3.18 2.37 2.37 247 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 3.16 346 - 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 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* 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 4.33 443 - 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 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 4.33 443 - -' 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 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 5.09 - - 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 5-09 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 31.7 31.7=L eff. 10.39 0.00 5.38 0.00 El/mod 10.39 EVEO 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= 3.5 SDPWS 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 LDL eff. C 0 w dl V level V abv.V level V ab 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) ip) p (p11) (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 0.01 0.00 0.00 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 1 :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 4.56 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 f;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 5.03 - - 0 0.0 0.0 1.00 0.00 1.00 0.00 0.00 0.00 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 `13613* 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 5,03 - 0 0.0 0.0 1 00 p.10 0.00 0.00 0.00 0.00 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 :7 •9 •]I 9.1 00 0 5 1. 1 01 0.8 0.55 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 - e 0.0 1.0 1.03 3.00 0.10 0.1, 1.01 1.00 10 0.00 0 "' "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B8 77 2.0 2.0 1.00 0.25 0.23 0.25 0.13 0.15 10 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 10 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 10 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 • !. 1 : 1.00 0.79 246 P4 P4 369 4.65 0.83 2.23 2.23 8.78 1.00 4.54 4.54 4.54 - - 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 :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 4.54 - - 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 -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 5:27 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 B11 b* 86 23 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 5,94 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 Int B12 421 11.0 11.0 1.00 0.25 1.24 1.22 0.72 0.63 1.00 1.00 122 P6TN P6 224 13.46 7.49 0.58 0.58 24.59 9.08 1.50 1.50 1.50 - - 0 0.0 0.0- 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.77 10.39 3.91 5.39 EVwinA 17.16 EVEQ 9.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14301:Plan 5017 ABD ID: B1abc w dl= 150 plf V eq 2590.0 pounds V1 eq= 471.3 pounds V3 eq= 1040.8 pounds V5 eq= 1077.9 pounds V w= 5010.0 pounds V1 w= 911.7 pounds V3 w= 2013.2 pounds V5 w= 2085.1 pounds ► ► v hdr eq= 94.5 plf H1 head=A v hdr= 182.7 plf 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= 6.2 Fdragl 367.1 Fdrag5 w= '.7.1 Fdrag• w= 380.2 A H1 pier= v1 eq= 148.7 plf v3 eq= 148.7 plf v5 eq= 148.7 H5 pier= 5.0 vl w= 287.6 plf v3 w= 287.6 plf v5 w= 287.6 3.0 feet ( feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= :..• Fdrag•- 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 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 182.7 p/f H5 sill= 3.0 EQ Wind 5.0 feet OTM 23310.0 45090.0 feet R OTM 24927 30450 • V UPLIFT -66 593 V Up above 0 0 Up Sum -66 593 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 4 ► A 04 04 ►I ► Hpier/L1= 1.58 Hpier/L3= 0.71 L total= 27.4 feet Hpier/L5= 0.41 0.90--L reduction JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B2ab w dl= 150 plf V eq 640.0 pounds V1 eq = 320.0 pounds V3 eq = 320.0 pounds V w= 1220,0 pounds V1 w= 610.0 pounds V3 w= 610.0 pounds ► ► v hdr eq= 34.1 p/f A H head = A v hdr w= 65.0 plf 1 v Fdragl eq= 247 F2 eq= 247 A Fdragl w= , 1 F2 .- 471 H pier= vi eq = 176.3 plf v3 eq= 176.3 p/f P6 E.Q. 5.0 vi w= 286.4 plf v3 w= 286.4 p/f P6 WIND feet H total = 2w/h = 0.852 2w/h = 0.852 9 Fdrag3 eq= , F4 e.- 247 feet A Fdrag3 w= 471 F4 w= 471 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 34.1 p/f P6TN 3.0 EQ Wind v sill w= 65.0 plf P6TN feet OTM 5760 10980 R OTM 12965 15837 V T UPLIFT -398 -268 Up above 0 0 UP sum -398 -268 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1' Htotal/L= 0.48 ►A ► Hpier/L1= 2.35 Hpier/L3= 2.35 L total = 18.8 feet JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER I 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 Fdrag1 eq= 407 F2 eq= 407 • Fdrag1 w= 5 F2 - 795 H pier= vi eq = 213.3 plf v3 eq = 213.3 p/f P6 E.Q. 6.0 v1 w= 416.7 plf v3 w= 416.7 p/f P4 WIND feet H total = i 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= F4 e - 407 feet • Fdrag3 w= 795 F4 w= 795 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 p/f P6TN 2.0 EQ Wind v sill w= 151.5 p/f P6 feet OTM 11520 22500 R OTM 10029 12251 v v 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 ► 01 ► Hpier/L1= 2.00 o.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 p/f 1 v Fdrag1 eq= 323 F2 eq= 323 • Fdragl w= :-3 F2 , - 623 H pier= v1 eq= 322.5 p/f v3 eq= 322.5 p/f 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 v UPLIFT -110 223 Up above 0 0 UP sum -110 223 H/L Ratios: L1= 2.0 L2= 12.044 L3= 2.0 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 -_1, A H head = A v hdr w= 267.7 plf 1 V Fdragl eq= 1143 F2 eq= 222 A Fdragl w= 9 F2 ,- 414 H pier= v1 eq = 219.9 plf v3 eq= 225.9 p/f P6 E.Q. 6.0 v1 w= 409.6 plf v3 w= 409.6 p/f 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 v v UPLIFT -253 636 Up above -66 593 UP sum -319 1229 H/L Ratios: L1= 15.Oi' L2= 9.5 L3= 2.9 Htotal/L= 0.36 o Hpier/L1= 0.40 Hpier/L3= 2.05 L total = 27.4 feet ► JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 960.0 pounds V1 eq = 480.0 pounds V3 eq = 480.0 pounds V w= 1780.0 pounds V1 w= 890.0 pounds V3 w= 890.0 pounds ► v hdr eq= 51.2 plf -► H head = A v hdr w= 94.9 p/f I v _ Fdrag1 eq= 371 F2 eq= 371 A Fdrag1 w= :=8 F2 -- 688 H pier= v1 eq = 317.4 plf v3 eq = 317.4 p/f P4 E.Q. 6.0 v1 w= 417.8 plf v3 w= 417.8 plf P4 WIND feet Htotal = 2w/h = 0.71 2w/h = 0.71 10 _ Fdrag3 eq= F4 e.- 371 feet A Fdrag3 w= 688 F4 w= 688 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 51.2 p/f P6TN 3.0 EQ Wind v sill w= 94.9 plf P6TN feet OTM 9600 17800 R OTM 21608 26395 ir v UPLIFT -664 -475 Up above -398 -268 UP sum -1062 -743 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 ► 4 10.4 ► Hpier/L1= 2.82 Hpier/L3= 2.82 L total = 18.8 feet ► JOB#: CT# 14301: Plan 5017 ABD SHEARWALL WITH FORCE TRANSFER |D:B1Uab w dl= 250 plf V eq 920,0 pounds V1 eq = 400.0 pounds V3 eq = 460.0 pounds V w= 1760.0 pounds V1 w= 880.0 pounds V3 w= 880.0 pounds -------�•. -------+1. vhd/oq= 81.7 plf -------� AHhead = A vhdrw= 156.3 plf 1������ v FdnagYoq= 266 F2oq= 266 A FztygY w= 'v8 F2 ' - 508 H pier= vYoq = 243.6plf v3 eq= 243.8plf P4 E.Q. 6.0 v1 w= 368J plf v3 w= 369.7 plf P4 WIND feet H total = 2w/h = 0793333 2w/h = 0.793333 10v Fdnag3oq= :^ F4 e.- 266 feet * Fdnag3w=.508 F4w= 508 2vwh = 1 H sill = (0.6'0.14Sdo) D 0.6D vsill oq= 81.7 plf P6TN 3.0 EQ Wind vsill w/= 156.3 plf P6 feet OTM 0200 17600 R OTM 7784 9509 • • UPLIFT 134 764 Up above 0 0 UP sum 134 764 H/L Ratios: Li= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.80 4 � 4 Ow 4 � Hpier/L1= 252 � .4 * Hpier/L3= 2.52 L total = 11.3 feet 1 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 p/f ► A H head = A v hdr w= 133.3 p/f 1 v Fdrag1 eq= 279 F2 eq= 314 • Fdrag1 w= ' .3 F2 ,- 600 H pier= v1 eq = 261.8 plf v3 eq = 232.7 p/f P6 E.Q. 5.0 vi w= 400.0 plf v3 w= 400.0 p/f P4 WIND feet H total = 2w/h = 0.8 2w/h = 0.9 10 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 • 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 ► ► Hpier/L1= 2.50 Hpier/L3= 2.22 L total = 12.8 feet 41 Y ,:. fi; 41. • • • A PA nuc ics TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—T c 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 k, for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) Shearon(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 Y"Y `lo-Y--Y-Y Y Y Y1,11T5 �57WWiVDDr _ 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 EQ(1444 WIND) aurda ioa ft i a a S'isaii Lean•t . a>b,c,d) (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) I Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap • I• 2'to 18'rough width of opening I - per wind design min 1000 lbf for single or double portal Ii- on both sides of opening I e 1 Y _ opposite side of sheathing Pony wall • height / i /�� -:e i,%, _ ;� s: — �r r /Fasten top plate to header with two rows of 16d ,i/; nota=llowed ; sinker nailsat 3 o.c ah r> , 'I' .typ • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max total .t. -Header to jack-stud strap per wind design. " t wall Min 1000 lbf on both sides of opening opposite height side of sheathing. ( If needed,panel splice edges shall occur over and be 10' . -Min.double 2x4 framing covered with min 3/8" • • I• nailed to common blocking max thick wood structural panel sheathing with 444 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. I. 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) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar „T. I,�• jack studs per IRC tables ' t i top and bottom of footing.Lap bars 15"min. t. R502.5(1)&(2). 1 ,$ i r d. \ --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 installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association References es 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.apcawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TLl00F Revised April 2014 DISCLAIMER:The information contained herein is based on MA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied, or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014APA—The Engineered Wood Assuriatiun 180 Nickerson St, CT ENGINEERING Suite 302 Project: Nc, e ,t . 5 V /46/'- Dlze "" Date: f✓15. D! , e8a1tt0l9e ,WA (206)285-9 512 Client: gl2,50"31,3.2 2 ,1qQI6,rpi/i-) Page Number: PAX: (206)285-0618 6'0 ariP:47 Q / 2� AV es" X [b`` )2(1kt - 5asbt S .S-- C-K- 77,R ?)07717111 6i T-2 )7NV 11 tot ( o VD,7)/6(70,312 5 WZ3)(12) U = ort) ( o)C 4 — e � 663M21.4 Y. 4,, q ; (s Atp\-)l1 tei ) A 5` ' s XCCS w/(2) OL, (7;86 tw 12„oz t)/4-4'` 1)2_ 60-4-- � 1 &J flo ,, 46x U5' ,PQ�V yes �, l, = `�,5t P) r MG L. ' Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1�,( Table 2.2A Uplift Connection Loads from Wind '„ • •• • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 23-second gust(mph) 110 115 120 130 140 150 160 170 180 195 0 Roof/Ceiling Assemblyi,z,s,n,s,6,7 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281. 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf5 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 m to 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 2 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 'lk, ivniff 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 • i. 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 i 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. s 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 1.00 1.33 ( 1.60 2.00 4.00 'i' A Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall.or i. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 p11) i 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 l i: ! header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 'i i`' ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ::.i,-.:. includes the overhang length and the jack span. .''..r.' s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. '':I a AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA SiI. 98109 Project: ! 1. 7L' Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 VI)ili) l*ONI) ''' (it'°)'F-1— 1 77)'14$ 7')7 1411.— 4 ,A)1\r&r7)orj ,; .; t/,5 cP V\J%) :g*t' eviOst, MAO\141_ -74 2 2 A wt i\) Ho o MQr uL:d . g I-1n, .,,:_- -33 r 15 P5 PolF DZ __IT .OLAZ C Ct9c�N� �' s 4�/ f -,b .w- -a-=-.... 4e {A Ma 1P 1/6 I - uL-=-. 6/20- ` 0,6)(0,- (0,6) ----- )6 -- b _. • - t - t______ ./ALT: .--0, . .1-55 - __ _ \101-6": X69. t n GL /l sOY AM3 . & TP> ( k -) —6' 21 (2 t : . t,,= ( 4)(2) (1,o) 6,0 2 - 6, 11(1), A n,- ap G,)(Z(ra J 417 ' <2 ' 6.,r 14- --- 6-by q-/Z (0, -5� (0,6. 4-c b - -1- Svc (J -'p cocio e5-34. PL', F1 ' 0' = C� ( n ) & e = fi to 1 --' Structural Engineers TRUSS TO WALL CONNECTION ';1'1 "Al I' # OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES il,l1II 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0,131" X 2.5" -rini ,Iti 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `,','I hu 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" inlu /0t1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Inti) :';'u 2 (2)SDWC15600 '0: 7if1 3 (3)SDWC15600 - - H:,, Irr, ROOF FRAMING PER PLAN 8d AT 6" O.C. z 2X VENTED BLK'G. s "'• 0.131" X 3" TOENAIL 1 i . -4 =I� "al �� AT 6' O.C. H2.5A & SDWC15600 STY)FCOMMON/GIRDER TRUSS r 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 r,PF VAI UE' #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES OPT IFr F1 PLIES L 1 H1 (6) 0.131' X 1.5" (4) 0.131" X 2.5" 90n I 41; 1 H2.5A (5) 0.131' X 2.5' (5) 0.131" X 2.5" 555 L _110 1 SDWC15600 - - 4P 113 2 H1D-2 (9) 0.148" X 1.5" (9)0.148' X 1.5' 10/0 MD 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 107(1-- 'ni - 2 (2)SDWC15600 - - ;7?0 2.II) 3 --- (3)SDWC15600 - - 145u 3,i6 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND jahhh.T''"....,,..,.. %11111 SDWC STYLE Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. IIIIIIIbeha.'I% 111111111. . 440141 4111- 1. 1 111 I li I H2.5A & SDWC15600 STY!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) '19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. C T ENGINEERING Suite 302 I N C. Seattle,WA F 9809 Project: r � �D l"1 fl Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 • i�uf1A�TLbN, 9 ' 2000 pJ d • ` . RlbC ' 14 ps ) tQ ' U) cit) a :Poo pit . :UPS r . ' tut .tSrpJ1F) (4.)'+ (Jo �Jffiut.) i§o : •• S'R"m•WALL w:.%:(1;(3 •pc4) l /izt)(2t) . z : 2.po ,rr.,, ( ,:.,,'(150:'p��) C8I1'Li)(16/►2') 133 . �mr = 1g33'� ply'_ .. rr Fr€�.l��Dl� 135'pl-�' z l�s`� �,� 2Go0 dT • • P. I , • • : l I : 1 • F Cor '; • , lb4 Wt04x P'I AQP , • t , : , , : • • i o . . , I . • i. I Structural Engineers Title: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 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 5017 abd ecw:Calculations 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 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 0.324 in2 As Req'd by Analysis 0.0002 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 1,858.33 psf Vu:Actual One-Way 2.38 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 613.89 psf Vu:Actual Two-Way 17.80 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.54 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 11:38AM, 7 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 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:Calculations Description 5017 ABD-FTG F2 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 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 % SummaryI 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 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: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 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.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,980.56 psf Vu:Actual One-Way 32.88 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 702.78 psf Vu:Actual Two-Way 100.82 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.89 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's z ` s Roseburg Jl MAIN 3:27pm5 A l xrc^ss.procto is L'*3r.>mur. 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued& Nailed Filename: Beam1 I 16 7 0 10 0 0 p 2670 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 470# -- 2 16' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 1184# -- 3 26' 7.000" Wall DFL Plate(625psi) 3.500" 1.750" 274# -73# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 365#(273p1f) 105#(79p1f) 2 911#(683p1f) 273#(205p1f) 3 236#(177p1f) 37#(28p1f) Design spans 16' 2.375" 9' 9.375" • Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1587.'# 2820.'# 56% 6.86' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 16.58' Total Load D+L Shear 668.# 1220.# 54% 16.57' Total Load D+L End Reaction 470.# 1220.# 38% 0' Odd Spans D+L Int.Reaction 1184.# 1775.# 66% 16.58' Total Load D+L TL Deflection 0.3414" 0.8099" [1569 7.67' Odd Spans D+L LL Deflection 0.2704" 0.4049" [1718 7.67' Odd Spans L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All produc names are tradema k of their respec ive owners KAMI L HENDERSON EWP MANAGER Copyright(cj 20156 Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications 5503-858-9663 Roseburg J5 MAIN 11_P15 LI3:28 m T'ttrr Y xftac(6s ssmta�t 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename:Beam1 T 9 8 0 9 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 340# -- 2 9' 8.000" Wall DFL Plate(625psi) N/A 1.750" 340# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 262#(196plf) 79#(59p1f) 2 262#(1960) 79#(59p1f) Design spans 9' 9.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 834.'# 2820.'# 29% 4.83' Total Load D+L Shear 340.# 1220.# 27% 0' Total Load D+L TL Deflection 0.0854" 0.4906" L/999+ 4.83' Total Load D+L LL Deflection 0.0657" 0.2453" L/999+ 4.83' Total Load L control:` pos.:Mnrnent DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allproduc[namesaretrademak oftheerespec6veowners KAMI L HENDERSON EWP MANAGER Copyright(C)Zor5 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading •Conditions, •and Spans listed on this sheet The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663 BM1 2-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 31/2"Xi6"30F-2.1E-Balanced Layup-AP ,JIC-SP, Left Cantilever:None Main Span: 11'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:L/240 DOL:1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to • Load Load at a Type art Length rt nd _ ft Snow Condition r_ 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear 3efI TL DefI. p psi Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 ela of Allow. 59 V 70 1' 67 Iii 62 V 41 V Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft ... in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 70 ircy.. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005