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Specifications (24) t\( cc atm -- ococo CT E N GIN E E R I N G SEP 1 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF TIGARD 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations ��GF��l River Terrace , sNo , Plan 4 ed Elevation D ir RETigard, OR T• qk\ I16 0\1/ Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) 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#14189 ROOF Roofing- 3.5 psf Roofing -future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF L 19 59.1 .4.(2)2xP0 HDR r I r ' (2)2x1(, HDR J RB.d1 ; RB.d2 /, • 8 S9.1 00 'L T.d1u GTL u OO 59.1 : [ 1 -i L I I 1 1 ft LI- I Ur VP I 19 1 f \ 59.1 1 IN\ Y z0 + O pc�j p te j TRLSSES AT 24" O.C. TYP. 2,C-5,I17 I oc°x T5 X mj 20 Ncj m (NI N 59.1 ^ a rl 1M ?l + L I 9 1 1 22"x30" 1 i A111C 1 I i I 6ACCESS JL<J11 4:12 BOTTOM I t.CHORD, TYP. 1 ' 1( 19 I- , S9.1 deb ter'';•...*:•'•••''•:.•:?.:lr 0 GT.d2 1v,::.:,:1: 1 1 40 /i I !!/ ,, I v, I 4" GT r GS. 13 I \.- `` 1 `1 `\1\ ZI \ (2)2X$HDR OK -k e (3)2x8 HD' � • PB.,.s" RB_d4$ �%� f (3)2x8 HOP (CONT.) .. -(2)-2X-8-HDR-SK-- 19 19 59.1 S9.1 0 TOP PLATE IS +8'-1" ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR TOP OF PLAN 4D ROOF FRAMING PLAN WINDOWS HEIGHT. 1/4"=1'-0" FRENCH REVIVAL S18.2 P6 I i 7 L J - i C- J J 1/.1_ ° 0 r I ` o ■ • C6-TN, 1 J � - I E ' CI I , CS16 CS16 0 8 P4 S1.2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D UPPER LEVEL SHEARWALLS 1/4"=r-0" FRENCH REVIVAL OArk 18 S6.1 STHD14 ZS. 1x14 OSB RIM B.dl -13:111F ST HD14 7X 6R'. Bit BE'M 'I be 1 V SPACINGSHERE ON d' 1 • 61 a • :UND. STUD. a STUI S � A.:OVE OR •:• FOR GT t 3 m : • If) O Y; v • Abe ® lith k 0 FIXTURES ' ABOVE i STHD14ill �r S 014 , ` '4 OS: • B .3BL )..L_,-' G.T. x • a ----1---- - EE- rirm. p „ IBIGBAAkLq�: _nSH 0 0 OLtG � • SIM. — x. He" •p L, = , p r. H r'-'; N II N CO— EIJI L-- 1.75"x14" 4 LVL FB Mk -- 4x4 POST i -- — TAIR ! 1.75"x14" LVL FB IIFRAMINGI - bot S9.0 : I I Mk '3 Nu Qi N II r7 14" FLOOR (TRUSS 19.2" OTC. TVP. b ' 1 I B."� TOP OF (2) 2x8 FB I , 2 .,8 F AT +3474" A.F.F. ..� I -1. 2x8 ® 1s" O.C. 4SC4..-I'usl - ry1 �t RAISED PLATFORM ICe 2x4 PUNYFRAMINGW WALL TOP 1' +3474" A.F.F. 91 FACE OF GT I '"" GIRDER TRUSS I ' ' 81 14 i 4 2x8 LEDGER I I ,� • ■ s TOP AT +3474" A.F.F. s BUND. STIInS I I II II • ' BUND. STUDS �7, ABOVE 1 lSi>�11 i 1 H1l m ABOVE FOR GT 1 r ! /11111 FIXTURES ABOVE • 2x ROOF I1 Tmol FRAMING cc ®24" O.C. 0_ € "(.4-'' .,6 rr-._-,s 'ao ,' 1 , B.d13 I�r ..N B.d11 HDUB i=r .LVL au/ IV II •,14 4x8 HDR xl®e` EXTEND FLOOR 3,"x14" LVI-wf�B = _• SHEATHING TO RIM HDUB Sr Mgl: at j{I' II : .. l2N� g EXTEND TOP CHORD , '� I 1 O I Y Q I o N 4x8 HD I 1x14 RIM BOARD TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014-10-29 1/4" = 1'-0" (11x17) NOTED OTHERWISE SEE A9 LOWER LEVEL SHEARWALLS WINDOWEET HEADEROR PLAN 4D UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" FRENCH REVIVAL l'-10)/2" 16'-3" 3'-1012 O. ST STHD14' P3 . STHD14 STHD14 P3 - HD14 ;L I 1 I nI M 1 I I "' 1 I / _,____________„.., 18 I / 1 ` 6.1 a 56.1 } 14 ® 1 0 14 S6.0 p 1 S6.0 re o 314" CONC. SLABo 1 VERIFY GARAGE SLAB HEIGHT w M WITH GRADING PLAN In 14'-9" I 3-4" . 3-11" • AEI VARIES : MIN. �S J ` P6 -3" FROM TOP OF 6" WALL �IM STEM WALL - — ENTIRE SIDE "' / i/ TSTHD14 / STHD14�, " e cli) �4 3 i I -1214" �;I 1� 9 i L--N-� i ~r-FABOVEE i r t aIim with rim I _ I_ _J ov i 17 L _i PLUMBING 10 ! S6.0 FIXTURE 5610 e I t r i ABOVE 44 0. 8'-0" -1214" 16 - J 1 �.' ,›- 1. t t- 56.0 I 1 9Yz" I-JST @ 19.2" O.C. I — 314" CONC. TYPICAL �a I '- PA110 SLAB o ' r--I _ SLOPE `� I I1p -T-T-------�` I -16 i 2"DN FINISHED FLOOR P.T. 4x4 POST L i P6 - _14" i AT +C'-0" r rYP. I a n ' I I } 3-9/4 ENTIRE SIDE �...-- 3'-0" II -3" 7 "fir 7 lo lo 0 0 ♦ 3 6 0 neI ®1•:sore D7 S6.0 I. =I • 18"x24" CRAWL 11 ` - "ON T 2x4 PONY WALLSPACE �� AT HIGH FDN. r ACCESS -12Y4" 9 I' ,q---1, I I o , L}J I II I , /— --A, 1 ! n` 1�_ x 9)<z" LVL_1__—""-I ♦ 3-9144 00 / In 'iL ! 18"x18"x10" FTG. Ir, Q I+�W/ (2) 4 EW --H-1214"I M r mJ TYP. U.N.o. CO SIM. YL 1 y T 1 1 11 0 14'4" x 914" LVL 'r9'-3" 66.0 J II D-- 121 J .."5..- .. '—4"*18" FTG. EXTENSION, TYP. dip n n 6,1 I .> 18"x18" FTC. EXTENSION STHD14 STHD14 I / In ;START FRMG. _ . NCD 56.04 O. r _ _ ` o L�xL.-___.‘_='-N SIM. - li ALIGN Wi_':OVE 7i 1 m N -�, -or--_- HDUBL---- 1 1 -1214" - K HDU8Mgr ., iiiiiii -----NDUB --� -MK,-- HDU8 p2 12 7 P2 1 10 ® 5" A2 56.0 I 56.0 � `7\ N 11'-312" s 2'-2" `--i IM. SIM. ro r SLOPE 1) j -- TOP OF SLAB -61/2" � CONC. SLAB-T; e rn TOP OF 8" 121/2"�_ ` '' V STEM WALL �• N • :4I 6'-0" 8'-612" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL L Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description: Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (x)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4D LTimber Member Information )ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hen Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Hein Ar,No.2 Hem Ar,No.2 iLevel,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 [Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 @ Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 - . - . -11 DR7 -0.001 -0 n03 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 X003 -0.002 -0.005- UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description: Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 141892lan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4D (1 of 2) Timber Member Information II B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section PrIIm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade boro,Bigbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Revel,LSL 1.55E Horn Fir,No.2 Hem Fr,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 • Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 325.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.9 57.7 12.1 6.8 139.0 17.4 64.9 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max. DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Deft in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description : Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(01983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecwFLOOR FRMG W;FLOOR T Description Floor Frmg Trusses_Plan 4D (2 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.d8 B.d9 B.d10 B.d11 11E112 B.d13 B.d14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4)c8 LVL:1.750x14.000 4x8 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Hell Fr,No.2 Douglas Fr- Truss Joist- Douglas Ar- Larch,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 6.50 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 60.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 100.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.00 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 I jliesults Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.2458 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 10.14 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 3.25 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 330.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 25.1 Fs/:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK -Reactions @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 195.00 LL lbs 2,356.25 2,426.55 956.25 446.25 315.00 1,690.56 325.00 Max.DL+LL lbs 3,802.50 3,885.70 1,531.25 857.50 472.50 3,073.89 520.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 195.00 LL lbs 2,356.25 2,688.45 956.25 446.25 315.00 1,179.44 325.00 Max.DL+LL lbs 3,802.50 4,303.30 1,531.25 857.50 472.50 2,256.11 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.014 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 5,756.2 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.023 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 3,453.7 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.036 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 3.250 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 2,158.6 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description : Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawispace Framing Plan 4ABCD Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Lardi,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No enter Span Data Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS , . , • 1 i 1 L Code 1 Code : Code Suggest SuRqest Suggest Lpiok 1 Lpick Lpick Lpick Joist I b I d Spa.1. LL DL 1 M max V max: El L lb L tv L TL240:L LL360-I-L max TL dell. LL doll. L TL360 L LL480 L max iL deirtL deli.CL deft IL del: 1 size&grade width(in.) depth(in.) (in.) (psf) (psf) 1 (ft-lbs) (psi) : (psi) (ft.) (ft.) (fL) 1 (ft.) 1 (ft.) 1 (in.) (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio 9.5"TJI 110i 1.751 9.5.11 19.2 40 15 '2380 12201-1.40E+08 14.711 27.73 15.23 L 14.80 14.71 r 0.661 0.48 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 1101 1.75 ,. 1- 9.51 16 40 15 12380 12201 1.40E+08 16.111 33.27 16.191 15.73 15.731 0.721 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 1101 1.75 9.51 121 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110, 1.75 9.51 9.6_1 40 15: 2380 1220L 1.40E+08 20.80 55.45 19.191_18.64, 18.641. 0.85 0.62 16.77 16.94 16.77 0.56L 360 0.41 495 I , , 1 , 9.5"TJI 110 1.75 9.51 19.21 40 101 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.371 0.64; 0.51 14.27 13.97 13.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34. 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJ11101 1.75 9.51 121 40 10.1 2500 12201 1.57E+08 20.001 48.80 19.11 17.98L 17.981 0.75: 0.601_ 16.69 16 •.34 16.34 0.511 384 0.41 480 1 - 9.5"TJI 1101 1.75 9.5 9.6[ 40 10 2500 1220T1 1.57E+08 22.361 61.00 20.58 19.37 19.37: 0.81: 0.65. 17.98 17.60 17.60384 0.44 480 . ; . I 9.5"TJI 210; 2.06251 9.51 19.2; 40 101 3000 13301 1.87E+081 17.321 33.25 17.32 16.30 16.301 0.68; 0.541 1 15.13 14.81 14.81 0.46: 384 0.37 480 9.5"TJI 210 2.0625 9.6 16 40 10 ;3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17,32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210,1 2.06251 9.51 121 40 101 3000 13301.1.87E+08 21.911 53.20 20.261 19.061 19.061 0.79 0.64' 17.70 17.32 17.32 0.541 384 0.43 480 9.5"TJI 2101 2.0625 9.5, 9.61 40 10r 3000 13301 1.87E+08 24.491 66.50 21.82r 20.531 20.531 0.86! 0.68 19.06 18.66 18.66 0.58; 384 0.47 480 , 1111111111111111 , 1.11111111.1111111 , 1 9.5"TJI 2301 2.3125 9.51 19.21 40 10 3330 13301 2.06E+08 18.25, 33.25 17.891 16.83, 16.83 0.70 0.561 , 15.63 15.29 15.29 0.48 384 0.38 480 1 9.5"TJI 230 2.3125 9.5 16 40 10 .3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5' 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.921 19.691 19.691 0.82 0.661 18.28 17.89 17.89 0.56 384 0.451 480 9.5"TJI 2301 2.31251 9.5 9.6! 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.211 21.21! 0.88 0.71 19.69 19.27 19.27 0.60 384 0.481 480 1 11.875 TJI 110 1.751 11.8751- 19.2; 40 10 3160 1560! 2.67E+08 17.78 3900 19.50! 18.351 1738: 0.67 0.54 17.04 16.67 16.67 0.52 384 0.42[ 480 11.875"TJI 110 1.75 11 875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 . 11.875"TJI 110: 1.75 11.8751 12! 40 101 3160 1560 2.67E+08 22.491 62.40 22.81 21.461 21.461 0.891 0.721 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 1101 1.75 11.8751 9.61 40 101 3160 15601 2.67E+08 25.141 78.00 24.57 23.121 23.121 0.9611 0 0.771 21.46 21.01 21.01 .66. 384 0.53 480 1 I , • 11.87511TJI 2101,- 2.062511 11.875 19.2; 40 101 3795 1655; 3.15E+08 19.481 41.38 20.611 19.39 19.391 0.811, 0.65 18.00 17.62 17.62 0.5-54 384 0.44, 480 11.875"TJI 210. 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.88 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11.8751 121 40 101_ 3795 16551 3.15E+08 24.641 66.20 24.101 22.6841 22.68! 0.951 0.76 21.05 20.61 20.61 0,64: 384 0.52. 480 11.875"TJI 210: 2.06251. 11.8751 9.6: 40 1-10 3795 1655: 3.15E+08 27.551 82.75 25.961 24.431 24.43: 1.021 0.81 22.68 22.20 22.20 0.691 384 0.55 480 i 11.87511TJI 230: 2.31251 11.8751 19.21 40 10' 4215 16551 3.47E+08 20.531 41.38 21.281 20.031 20.03; 0.831 0.671 18.59 18.20 18.20 0.57: 384 0.451 480 11.875"TJI 230 2.3125. 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230: 2.31251 11.8751_ 12: 40 101„ 14215 16551 3.47E+08 25.971_ 66.20 24.891 23.421 23.421 0.981 0.781 21.74 21.28 21.28 0.671 384 0.53 480 _....... 11.875"TJI 230: 2.3125 11.875, 9:5F 40 161 4215 16551 3.47E+08 29.03; 82.75 26.817 25.231 25.231- 1.057 0.841 23.42 22.93 22.93 0.72: 384 0.57 480 ,_ 1 _... I , 1 1 1 I-- , j 1- 1 : . . . 1 11.875"RFPI 4001 2.06251 11.8751 19.2 40 101 4315 1480! 3.30E+08 20.771 37.00 20.931 19.69! 19.691 0.821 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0,87 0.70 19.43 19.01 19,01 0,59 384 0.48 480 , 11.875"RFPI 4001 2.06251, 11.8751 121 40 10i 43151 14801 3.30E+081 26.281 59.201 24.481 23.031 23.031 0.961 0.77 21.38 20.93 20.93 0.651 3841 0.52., 480 11.875"RFPI 400; 2.06251 11.8751 9.61 40 101 , 4315 14801 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 0.83 23.03 22.54 22.54 0.701 384 0.561 480 1 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Sec9on 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wldth Depth Spacing Height Le/d Vert.Load Hor.Loa <=1.0 Load @ Plate Cd(Fb)Cd (Fa) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ in. in. in. ft. pif psf pif (Fb) (Fc) ____ i psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 988 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1,05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.58 8.25 28.3 2030 SPF Stud 1.5 3.5 8 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 675.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 108925 850.16 53123 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 5 0,9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucdin Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS _ Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Sparing Heigh Le/d Vert.Load Hor.Load <a 1.0 Load 0 Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ In. in. In. R. plf psf plf (Fb)_(Fc) pal psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 IMO 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30,9 1125 8.46 09931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 980 8.13 0970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0958 4183.6 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0 3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0,5743 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0$411 3132.4 1.80 1,00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71_0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0,4790 3287.1 1.60 1.00 1.3 1.10 1.15, 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13####p# 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1,5 5.5 16 19 41.5 600 9.71 013921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W*.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sl2 c 0.80(Constant)> Section 3.7.1.5 Cr- KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Vedas) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load trg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ in. in. in. ft. p0 psf plf (Fb)j p) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-1c/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.516 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 ' 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0,689 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 500 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###p## 0.979 SPF W2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE (12-15) (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desk n Bucklin.Factor D+L+S+Wl2 _ c 0.80(Constant)> Section3.7.1.5 Cr KcE 0.30(Constant > Section 3.7.1.5 Cf Fb Cf c 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Re.. Cd b Cb Cd Fc E•.3.7-1 NOS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load c=1.0 Load cc Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc•: • Fc E Fb' Fc perp' Fc* Fce F'c fc fc/F'c fb tb/ in. In. In. B. pif psf plf Fb Fc •si •..I psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 '..'935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 ..'923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 ..'976 2657.8 1.80 _ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 '960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 '990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 26.3 2665 4.065 ..'999 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 8 19.6 3287 4.23 3 750 3287.1 1.60 _1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4..65 '•3:750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38. 531.23 0.56 73.17 0.059 ■ _. ■ SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 '959 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.•55 [1925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.'970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 • Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+EI1A c 0.80_(Constant)> Section 3.7.1.5 __ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb)/ _ Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <>1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb ' fb/ In. in. in. 8. p# psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi pal Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 311.11 0.79 158.88 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9840 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.308 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4818 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1,15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.84 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. Suite 302 Seattle,WA i =14 f• 98109 / / Project: *- — -- -;7.-- FAX: Client: Page Nurnber (206)28S-0618 )at** Ka& &Jaz (1,64-g) -:---1-20 60)Mo-1-1c366- W kil, 7-- I 00 20. Oa tawr- . 2000 , ..„ -np Lot,-- grVO4-15).4-1;f1 tr- 170 457 44. .$,t . e .- asre , ,.. ..,. , C-.. i p- q30 -1.-----1 z . . . 19PP Virfr :, 2 I6 3eP stytore. Mj . ( t 5 . .7/1. -:-.-• 4.044 Structural Engineers Su Nickerson St. MI ENGINEERING I N E E R I N G Su1t e 302 Project: i ( F KA-3. Seattle,WA 913109Date: �j�J � moi_ „p (2461285-4512 Client siox'$4 f [ �" r Page Number: FAX: (206)285-0618 P Y6. , - 11--,. C4ak 61‘,‘)*f) % tDO : 4 7 a : 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA 98109 Project: t "9�GinLL 7 , M et,06' I ^' 0110e �C Date: —,011. 06 (206)285-4512 Client: 2072 iii/ �28 ✓D' `� '"'+'s Page Number: (2 6)285-0618 r, , 6 sP - E . TM ) vimE ` A0 . ! i - ; i I !... __: ._' yr`/ _ S._ � - .__ .:I i i t F 1 z • I ' T " i 2. _ 31��3 6.5 ._ _ — q c. (6 12?) .15'0 Y 1 'i i t -_...e K tici: % 0 Z— ..L�� , - �,�}'' : .2.� `t- -- ;r� E 1 CD - -i}-;-.6,p -1--1- 6P-e.?; -:i ', ; t-.. 1. .. .._. s. `r _ _ _ hu i ! -; i - . ' 1 ; -- -_-> i i v i.. - r t 4 �_ & .may /I• � - Structural Engineers I fr c 4- ?�.6(i-, 3 - ✓1 f r I - t/ Design Maps Summary Report Page 1 of 1 IIUSGS Design Maps Summary Report User—Specified Input Building Code Reference Document International nCo (2012which utilizes USGS hazardBuildidatag availabdele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 1 1 5OOOm Beaverton averton , •, s, 1` . iell f M has t . shra n r Krog City p 1SH f r ;, r tt C �[ ,,,e,---?::::' -t: ... AP, sal Mril a. ap,u.. '' _` t+MapQuest USGS—Provided Output S: = 0.972 g SMS = 1.080 g SDs = 0.720 g Sl = 0.423 g S„1 = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum Cu .10 . **0 an t,8 a 0.22 0s to co; - s , tit, 032 ) , a22 . . ce °°°0,00 020 @.44 Q. 0.2 S. 1.2(9 2.d#6 I 4 1.80 zoot1_II U,2 t l3. 3 1.8tF !. 1,x$7 1-40 1. Y# 1-go Period T(sec} Period. ( 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 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 4D 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 N/A (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1= F,,"Si SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDS=2/3*SMS 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 Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No ._ ' N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4D Sps= 0.78 h„ = 19.00(ft) SD/= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7(Table 12.8-2) 1E= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) Si= 0.50 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sul*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.038 W ASCE 7(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„x = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 19.00 19.00 1140 0.022 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68 (LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, E w, Fp„ = EF;*w„, 0.4*SDs*IE*WP 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 F, Max. F. Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 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#14189:Plan 4D NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.00 ;''31.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.00 25.00 ft. -- Building Width= 22.0 50.0 ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wnd Speed 3S c Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30 A= 25.7 25.7 psf Figure 28.6-1 Ps30 s = "'.17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps30o= 14.0 14.0 psf Figure 28.6-1 N= 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Krt*I : 1 1 Ps=X•Kzt*I"Pa30= (Eq.28.6-1) Pse= 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) Pso= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsAand caverage= 23.1 23.1 psf (LRFD) Ps B and D average= 15.8 15.8 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 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 0.50 0.50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD 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-VV) V(E-W) 31.00 12.0 0 144 0 120 0 72 0 228 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 5.6 8.0 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 0 0.00 0.00 A,. 561 AF= 975 9.0 15.6 V(ns)= 11.13 V(e-w)= 19.09 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#14189:Plan 4D 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-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 0.00 0.00 0.00 0.00 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 1t13 V(e-w)= 19.09 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 8 11 11 6.26 6.26 8.79 8.79 3.76 3.76 5.28 5.28 2nd 11 0 0 4.87 11.13 10.29 19.09 2.92 6.68 6.18 11.45 1st(base) 0 0 0 V(n-s)= 11.13 V(e-w)= 19.09 V(n-s)= 6.68 V(e-w)= 11.45 kips(LRFD) kips(LRFD)_ kips(ASO), kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT# 14189: Plan 4D SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES=_H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. ='0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 114"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 i SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind N-S V i= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL elf. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM Row Unet Veom U.,,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 22.0 22.0 1.00 0.15 0.98 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.86 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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. left 3 272 20.0 22.0 1.00 0.15 0.90 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.17 19.80 -0.65 -0.65 -0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Ext. right 285 20.0 25.0 1.00 0.15 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 22.50 -0.77 -0.77 -0.68 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 285 20.0 25.0 1.00 0.15 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 22.50 -0.77 -0.77 -0.68 - 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.76 0.00 2.73 0.00 EV wind 3.76 EVEQ 2.73 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#14189:Plan 4D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind N-S V i= 2.92 kips Max.aspect= ->3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind N-S V i= 6.68 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 LOL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usu,,, OTM ROTM Line Usm, U,,„ HD (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. left 1 63 3.5 8.0 1.00 0.15 0.17 0,22 0.11 0.16 1.00 0.78 99 P6TN P6TN 110 2.41 1.04 0.49 -0.09 3.45 1.26 0.77 0.12 0.12 Ext. left 2 90 5.0 8.0 1.00 0.15 0.24 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 109 3.45 1.49 0.45 0.45 4.92 1.80 0.72 0.72 0.72 Ext. left 3 397 22.0 24.0 1.00 0.15' 1.05 1.36 0.70 0.08 1.00 1.00 77 P6TN P6TN 110 15.17 19.60 -0.21 -0.78 21.69 23.76 -0.10 -0.75 -0.75 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Ext, right 58 5.0 24,5 1.00 0.15 0,15 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 71 2.23 4.55 -0.54 -1.21 3.19 5.51 -0.54 -1.31 -1.21 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 492 42.0 22.0,, 1.00 0.15' 1.31 1.68 0.87 1.22 1.00 1.00 50 P6TN P6TN 71 18.80 34.30 -0.37 -1.05 26.88 41.58 -0.36 -1.13 -1.05 - - 0 0.0 0.0 1.00_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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'f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'r 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0. 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 = ,0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=L eff. 2.92 3.76 1.94 2.73 1.00 EV,„,,d 6.68 EVEO 4.67 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind E-W V i= 5.28 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind E-W V i= 5.28 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 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 ett. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet OTM ROTM Unet Unum Ug„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR*` 320 6.9 12.9 1.00 0.15 1.48 0.00 0.77 0.00 1.00 1.00 111 P6TN P6 214 6.14 3.32 0.45 0.45 11.85 4.02 1.25 1.25 1.25 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 250 6.6 9.1 1.00 0.15'' 1.16 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 176 4.80 2.22 0.44 0.44 9.26 2.69 1.11 1.11 1.11 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam1* 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam2* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int -;`Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Kit 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Ext BR2/3 570 14.0 22.0 1.00 0.15 2.64 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 188 10.94 11.43 -0.04 -0.04 21.10 13.86 0.54 0.54 0.54 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Ext garl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1140 27.5 27.5 =L eff. 5.28 0.00 2.73 0.00 EVwind 5.28 EVEo 2.73 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4'GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED SHEET TITLE: LATERAL E-W(side to side-left right) AS PART OF DOUBLE PORTAL FRAME GARAGE CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.9 kips Design Wind E-W V i= 6.18 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4,.8 kips Sum Wind E-W V i= 11.45 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind -.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 di V level V abv level V abv. 2w/h v i Type Type v i OTM RonM Unet Usum OTM RorM Unet Usum U. HD (sqft) (ft) (ft) (klf) (kip) (ki' (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0 0.0 0.0 1.00 °0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 1.25 1.25 - - 0 0.0 0.0 ,1.00 0.00 0.4. 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 0 0.0 0.0 1.00 0.00 s.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.11 1.11 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front LR* 188 6.5 8.0 1.00 0.3 1.06 1.86 0.33 0.96 1.00 1.00 199 P6 P4 448 11.62 4.50 1.22 1.22 26.20 5.46 3.56 3.56 3.56 Front entry 86 2.8 4.0 1.00 41 5 0.48 0.79 0.15 0.41 1.00 0.61 332 P4 P4 461 5.02 0.95 1.95 1.95 11.41 1.16 4.92 4.92 4.92 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,a 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1 00 -0.00 0.00 0.00 0.00 0.00 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 Kit 675 14.0 14.0 .00 0.15 3.79 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 271 10.75 7.28 0.26 0.26 34.14 8.82 1.90 1.90 1.90 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0 + 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 0 0.0, +.0 1.00 cs0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.54 0.54 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.4 4.0 1 40 COI 100 0 40 0.44 4.01 00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4.0 0.," .00 0.40' 0.44 1.04 4.00 0.#0 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR ABWP'- 50 2.0 11.0 1.00 0.15 0.21 1.01 0.09 0.46 1.sn 0.44 611 2P4 P3 581 4.89 0.82 3.06 3.06 10.45 0.99 7.09 7.09 7.09 GA A: ^ 00 .0 11.4 .0. a 15 0. 1 .0 a 18 0.11 1.0# 0.89 306 P4 P3 581 9.78 1.63 2.44 2.44 20.90 1.98 5.68 5.68 5.68 - a 0.4 4.0 1.10 0.04 4.00 0.10 0.'' 4.04 .00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1099 29.3 29.3 =L eff. 6.18 5.28 1.94 2.73 EVH,;nd 11.46 EVEQ 4.67 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# 14189: Plan 4D ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1480.0 pounds V1 w= 740.0 pounds V3 w= 740.0 pounds ► v hdr eq= 59.6 plf -- • H head = A v hdr w= 114.6 plf 1.083 V Fdrag1 eq= 179 F2 eq= 179 • Fdrag1 w= 4 F2 - 344 H pier= v1 eq= 111.3 plf v3 eq = 111.3 plf P6TN E.Q. 5.0 v1 w= 214.0 plf v3 w= 214.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= • F4 e.- 179 feet • Fdrag3 w= 344 F4 w= 344 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 114.6 plf P6TN mudsill feet OTM 6224 11963 R OTM 11261 8341 v v UPLIFT -433 312 UP sum -433 312 H/L Ratios: L1= 3.5 L2= 6.0 L3= 3.5 Htotal/L= 0.63 Hpier/L1= 1.45 Hpier/L3= 1.45 L total = 12.9 feet IIMMEINIIIIIIMMA JOB#: CT#'14189:;.Plan 4D ID: Front Upper BA* Floor Level w dl= 150 p/f V eq 600.0 pounds V1 eq = 334.4 pounds V3 eq = 265.6 pounds V w= 1160.0 pounds V1 w= 646.5 pounds V3 w= 513.5 pounds ► — 11,, v hdr eq= 66.1 plf ► • H head = A v hdr w= 127.7 p/f 1.083 v Fdrag1 eq= 147 F2 eq= 117 A Fdrag1 w= 5 F2 .- 226 H pier= vi eq= 118.0 plf v3 eq = 118.0 p/f P6TN E.Q. 3.0 v1 w= 228.2 plf v3 w= 228.2 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= • F4 e.- 117 feet A Fdrag3 w= 285 F4 w= 226 2w/h = 1 H sill = v sill eq= 66.1 plf P6TN mudsill 4.0 EQ Wind v sill w= 127.7 p/f P6TN mudsill feet OTM 4850 9376 R OTM 5569 4125 v • UPLIFT -88 642 UP sum -88 642 H/L Ratios: L1= =2.8 L2= 4.0 L3= 2.3 Htotal/L= 0.89 ► 4 ►4 ► Hpier/L1= 1.06 ► Hpier/L3= 1.33 L total = 9.1 feet I I ! JOB#:CT#14189 Plan 4D ID:Rear Upper BR23` ,,'Roof Level w dl= 150 pH V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 2640.0''. pounds V1 w= 806.7 pounds V3 w= 1026.5 pounds V5 w= 806.7 pounds v hdr eq= 68.5 pH ► i 4H1head =.W vhdr= 131.9p/f H5 head= $ 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083 A Fdragl w= -1.3 Fdragl • 205.2 Fdrag5w= .5.2 Fdi g-w= 161.3 A Hl pier= v1 eq= 114.1 p/f v3 eq= 114.1 p/f v5 eq= 114.1 H5 pier= 5.0 v1 w= 219.8 plf v3 w= 219.8 plf v5 w= 219.81 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= : Fdra•-- 106.5 feet A Fdragi w= 161.2649 Fdragl w=205.2 Fdrag7eq= I..5 Fdrag8-• 83.7 v P6TN E.Q. Fdrag7w=205.2 Fdrag8w= 161.3 A PS WIND vsilleq= 68.5pIf Hl sill= (0.6-0.14Sds)D 0.6D vsi//w= 131.9 p/f H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 21339.1 feet R OTM 13275 16216 V UPLIFT -122 284 V Up above 0 0 Up Sum -122 284 H/L Ratios: L1= 3.7 L2= 4.0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 4 0 4 ►I 0 4 0-1 r• Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90`,Lreduction A PA Te T � . ` TT-100F 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 APA—The Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN.WIDTH = 22 1/2"): EQ= 550#< EQ(ALLOW) = 1031# WIND= 1220#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eighl Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"M(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 24 t 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a t, f�31 EQ(1444 WIND) oundation for Wind or Seismic Loading (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 2'to 18'rough width of opening per wind design min 1000 lbf I for single or double portal on both sides of opening i 4 _ opposite side of sheathing ' t --s- Pony . wall . height • € t.,� _ Fasten Top plate to header � i� with two rows of 16d 3;:�'�k -:,€ ,ic x,::: !.a>.-,- */i:��Ji -• sinker nails at3"o.c.typ i .i .. .moi,. ! ------ we Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' Ly galvanized box nails at 3"grid pattern as shown /panel sheathing max d/ total Header to jack-stud strap per wind design. wall N• Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges r. t� shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max `" thick wood structural panel sheathing with { - within middle 24"of portal height .. i. 8d common or galvanized box nails at 3'o.c. . height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction ' Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of ', Min reinforcing of foundation,one#4 bar t jack studs per IRC tables t 1 top and bottom of footing.Lap bars 15 min i i R502.5(1)&(2). 1 i t I i L \\__ 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 18 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report 12004-59, 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 Frcuned 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 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.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warronty, expressed or implied, or assume any legal liability or responsibility for the use,opplication �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—The Engineered Wood Association 180 Nickerson St. CT E N G I N E ER I N G Suite 302 Pro leo: _ v 06 e 3RNz6 1„.._ }n1ft/rQ_ Date: n1/1,5, 4 , S,e8=e,WA A (206)285-4512 Client: 3'4) ) 2i /"-3 r a(, ( /) C-- 2 ,q5,6%.5,-2-) � 1Q,7.-2iJ Page NumbPAX: er: (206)285-0618 I L 5e'711 V _ (1QCVO AsV Hry----A-s-VA-6T/z) 0 -7' Al50 ® 4 ( - / '' X Le' )2(` X r?)( t 6 A s----w),c-t- FDR ?>\7772)04 r 227) A. (zY0.2 _ �� _ � SQi� ,vt �� aVo,-6/60) a 3i2 r 06 g)/3)<1z) 2 ort (bd - 7y \ VV 2 ())G2 (lat e 43�z I Apo)= GD1 ) c{ _ 5` ' 0 X kv(2) GL= 0, 8,(56-Nutt), 2 1 ZX 1tZ 8xU, g_91/1 s k12- 1 AeeL.) f c1--- O,soe _ i o 44 \ Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 . Table 2,2A Uplift Connection Loads from Wind ,,,I' • , ' . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) ' r 700-yr.Wind Speed 1� 1Q 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'2'3,4'5'6'7 Design Dead Load - 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf3 36 272 298 324 380 441 506 576 650 729 856 Z ttt 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 G • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M 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 1 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 1 " " 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 - 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate 1 adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier + 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. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor _ .' wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(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 iii_1%t• header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '5.:; ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length ->i k..•_ includes the overhang length and the jacspan. (—. 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 4.;r ig,t AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 `y' / / INC. Seattle,WA 11 P& Project: M_ S)AK Date: 98109 (206)2854512 FAX: Client: Page Number. (206)285-0618 \d/N8D L 010)'R-1- 7-17v15 `-7`?7 "w12,L f,10i)DYLJ U,5E- P WDDD .A- X057; M14._ -T-ABt.6"-- 2,,z A 1 lo MPv ( w.rj nip. 6 15P A,nr �L IIPP'a- -A .O C19(A it "MSS /i; ' 36. 'd- t/( I/ • 0,C)(0,7 (o,6) = )6v i,Lr ,fsb i ( 4)(2) (1,0)( o.,0 -24. - P, A t2 - 6))(fe e- TML J - < r2 ( 2.. -> ,' - 40/z)(0,- --5 (0,61) e j-4 Fact too_ (5Yn 1) _ ert,4F [>01,t>(\i Structural Engineers TRUSS TO WALL CONNECTION ';ISI VRI UI`.; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'I II I 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131'X 2.5" 400 41', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5',!I nu 1 SDWC15600 - - i,' I i! 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Il/ll /OP 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5" EA. 11n0 2.1> 2 (2)SDWC15600 - - '1/0 2M 3 (3)SOWC15600 - - I4,', .Sr‘ ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. �� 0.131XO.03" TOENAIL �� ' ,• 'l AT6"" 1.ri) .z:jp, r H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -IF- 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 UF` #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1111 Il PI PUSS 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" .400 1 41i 1 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 535 I 111) 1 SDWC15600 - - Ag', 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1070 700 2 (2)H2.5A (5) 0.131' X 2.5' EA. (5) 0.131" X 2.5" EA. 107o 7711 2 (2)SDWC15600 - - :1Al 2w 3 (3)SDWC15600 - - 145', I A') ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND iiiiiiN SDWC STYLE Bd AT 6" O.C. lall:0:1mn'''101.4„..., CONNECTIONS 2X VENTED BLK'G. ...h.. kitiiiii 144 r NI I H2.5A & SDWC15600 STYI F iCOMMON/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) r91 TYPICAL TRUSS TO WALL CONNECTION [ BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON Checked by: Input Data Check of 7 1/4"x16"30F-2.1E-Balanced Layup-APA IJC-SP I Left Cantilever: None Main Span: 166" 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 Load at Type Start Length Start End ft ft plf plf Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 1 69 1 50 1 88 it 68 VI Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location Min. Bearing Reaction ft in lb 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 If%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1 -5/11/2005 PL13-03 5-28-13 R O S E B U R G 71 MAIN 8:57am lofl CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1421 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 / / p 11 0 0 11 0 0 / ® ®/ 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49plf) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" 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 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.BELWOOD EWP MANAGER Strougerie Copyright(C)2013 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 LAKE OSWEGO,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. 503-479-3317