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s7 Lotce -- ootn, l z ? 3'-C S se‘ d eery ta-rifr CT ENGINEERING ":>1'/ 0 4 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) OF TIGARD BUILDING DIVISION #15238 Structural Calculations 0-EVG 1P NRFRiver Terrace y 60 Plan 7 1;� d Elevation A VRE 1, Tigard, OR 's 031 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 P h: 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 ENGIN E E R I NG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 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#: Plan 7A 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";ypsum ceiling; 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r i:-- GABLE END TRUSS _ RB.�l ....._ Li. MIN. HDR 1 MIN. HDR 19 59.1 19 '- S9.1 8 CrJ ►_� S9.1 1 GT GT.a2 0_.s T1/4 ----+ 11 �.; . . m :':::': ':.(::..:'.: ::':: i 16 gx �= 7 • S9.1 59.1 ...I:::..,..... s r 16 L 1 S9.1 F- U 1- O 1 II = r----I N 22x301 JO W __J a Im L rr 20 S9.1 v) e ca 1 w :.i w0 , ' ' w •.•.1.'. o 1 m ::t:.:: 20 = , clQ Iz — c, :'}':. S9.1 Z I d 12 59.1 Z. CO I le tt r-1'- -:'::.':.'.:: �:G�•:•a l::'t::.........:::'::::::.::.�::. ::::(2, 2x81 KJR:`:::':. :.P2 IGT 2 j...... 1 f o (.> �_�� Kb. t--- A10 MIN. -IDR MIN.!HDR MIN. HDR I ID GABLE END TRUSS I L a 1911 16 5 S9.1 A11 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST48 MST48 W NJ ( 1 1Qi WASHER il psi ENTIRE n DRYER SIDE J ENTIRE C SIDE O Q on GI MST37\<1111111.1111 MST37 m 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL MI 0 S9.1 0 NIP VP �• GABLE END TRUSS I 1 _— CONT-4 12 HDR --_— 1 14 B.a1 STHD1 STug.e ROOF TRUSSES AT 24" O.C. TYP. 9'-6" A 6x66 POST 6x6 POST 5 5,0 4-5 ,ZS IMP 11 s 3.a U O N 4 of 4 99.0 ® �� :. 59.0 vi 1/'—� v cr o GT ABOVE p I` GT ABOVE AEI , 0' '..4.- I " "') p 014 S-HD14 ix 14L EmIllgilINIIIIIMIIIIIIIIIIINIIMMINMIIIIIII \111111119 WfliftilliMPrntIPRINIPISPil q -- -- P6 ENTIRE 6x6 POST 1 I L �� = I g SIDE NNIMISMIIIIIIIIMI' 2 4 FLOOR TRUSSE`��. i� ROOF TRUSSES (2)2�C10 HD' ` I, I IIM r' AT 24" O.C.t--B a i„ \ I, E i am-m- 1. I Is'�L•yMiit{t=rcir�7 ENTIRE P6 LEDGER � -' \s,I,N w �1. -J=ice SIDE 1110•..- millimm - _ Irak •1i --) 2)2x10 HDR , UV ()I� D.n15 !. O 3 o S *cc;0 1 a I 1 �. j I 1 BLOCKOUT FOR ' 1y K--.1 i � MICROWAVE EXHAUST. $ _ 0 13" CLEAR o I ma I C9) ---J I = PICTURE FRAME _ 59.D OPENING. DIMS 74*ii.,___.1 v m $ I ARE TO I. STUDS. o 1 !p m m I ' a� _ a ": 4-7-1-----)9- -,-.‘xa N u- i I I � _ - a S9.0 c, In i tn g gg ti I o R1 $ i N m i I FIXTURES ABOVE 04 CV I11 r--6x6 POST o I i= ti I , o E -� {l w ; I r 2x ROOF I N "40 I m I r— 11 FRAMING 1 9 . m I1 ( ° JI I _- (* 1 J I I`-- B �J I cc but sa_ _ . GT ABOVE GT ABOVE p rruDCER o m STH014 STHD14 a W U a 4x8 HDR 4x8 HDR 4x8 HDR 4x6 HDR N o 1 B.a10 B.a/0 B.a10 B.a10 RN S9.0 oo ® 0 ec 51.2 B a17 4x12 HDR 6x6 POST&z L J W/ACE4 m 6x6 POST MIP W ACE4 Q ALL HEADERS CHANGED s TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL -70/2 16'-3" 3-10/2.. 18 15 18 56.1 0 S6.0 _I- S6.1-00 -J -J „ ,,,-7.7111111 STHD14 Q STHD1 0- = _I N Z S' Via CONC. SLAB Z L. OVER 4” FREE DRAINAGE MATERIAL OVER COMPACTED FILL Q I- o ••••,`-' .%_____L I 0"-I--- Z I VERIFY GARAGE SLAB HEIGHT aw- 16 WITH GRADING PLAN a 0 0 o N LL ® Ero0 14 18'-0)" 3'-113/29 14 S6.0 56.0 J ' , • I-16"Jfi all II 1 w 100 �+ 1 1 FURN. CONC. 56 VARIES : MIN. I 16 SIM. . ;0 __ ABOVE PA110 SLAB -3" FROM TOP OF 1i D2 STEM WALL I II ra Q SLOPE ---� STHD14� J -- II P4 ~-� , L- ---- - I 2" DN � I I IN\� 56.0 LI- - I STHD14 Z- 4/4 ^ 3 9Y" I FIXTURE ABOVE--4 1• 1 2x4 PONY WALL I 18x24 CRAWL ABU66 I I AT HIGH FDN. i�PACE ACCESS -�I Q o ®I A 7 -...--I-':: -I.moi !.A��dw 1 I _ li y -- I I N Lt I °' 1 18"x36"x10" FOOTING c''' Q I a I -3" ? 1 1 (2) #4, (3) #4 i 7 ® i 1M 0ETIRE® �_ `" iL�-"'--i I_t�"x 9Yz_LVL `1 I 1 P6 ESIC - ` 1 J 0 CENTER U/ WALL ko 1 11 0 I i 17 It1 ' 1 `r r 1 S6.0 �- 9'-83/4" I ak I I I 16 30"x30"x10" _ CI FINISHED FLOOR Lf_I S6.0 FOOTING W/ • gifr® AT +0'-0" -1 - ~�ti (3) #4 EA. WAY ° ® n =.p V _ Y____.1 t 1 I"-". 4� • P.T. 4x4 POST •• • J r Ti?. U.N.O. • • -\h L `. [NW' • .-' • I X,IN Ia 9V I-JOISTS AT 19.2" O.C. I )T. TYPICAL I ,--.0' r i f 1= \It• -121/4" 11'-774" r i, 142-4%" N tttT ri � I i 1 9-83/4" II L J • .04- x 9)c LVL w __ ,_.j" I r- -30"x30"x10" I o I FOOTING W/ ® I 18"x18"x10" FTG. "' I �I I (3) #4 EA. WAY -12Ya"� o I W/ (2) #4 EW I I ' ® I 1 TYP. U.N.O. ,I T� L---- 6x6 P.T. POST m L+J La 10 &. I I M 13/4" x 9Yz" LVL I SIM.I`�SIM. -3" In o I-_I --i_---------- -- -- 1 ^ 2x1 PONY EEM 0) I I WALL o r I -n 6.1. r • N 'v TART FRMG.I L i" 1- VP SIMJ I e 6 i -5" 1 1 56.0 f SLOPE 11/2" o r 31 a CONC. SLAB 1� STHD14 10 0" STHD14 - i� S6.0 18'-6y" o I 9.-s3/,. a H U v J 1 56.1 I 16 _ D7 - -- —3 ::`---- ',n7:''.TOP OF SLAB ABU44-6Yz" s' 7 n 1,1.51, 6'-0" -934 TOP OF 8" -121/2" STEM WALL , V4" 9'-4" 134" ABU44 10'-'0/2" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions Timber Member Information GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas Rr,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data 1 Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 II Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fir:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK _Reactions il @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK II Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING [iimber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,200.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 1 Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 I Ki esults Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions1111 @ Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist _(01983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r B.al B.a2 B.a3 B.a4 B.aS B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbeam Revel,LSI_1.55E Hem Fir,No.2 Rosbaro,Bigbeam Douglas Fr- Hem Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Datail Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 ill Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions11 @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 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 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member InformationII B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No LCenter Span Datall Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 ill Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defi in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defi in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN _Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist II (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information 1 B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data II Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OKII Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Timber Beam & Jo Page 1 r (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK ReactionsII @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK ill Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS Code 1 Code ' Code 1. Suggest_ Suggest Suggest Lpick_I Lpick Lick-1 Lpick Jots[ b d Spa. LL DL M max V max El L fb L N L TL240I 1. L LL360 L max TL dell. LL deft. L TL360 L LL480 L max TL deft fTL deft LL deflLL deft (psi) (ft.) (ft.) (ft.) 1 (ft.) ; (ft.) ; (in.) (in.) 1 (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio size&grade ,width(in.)j depth(in.) (in.) ! (psf) (psf) (ft-lbs) (psi) ) 1 1 F iI 9.5"TJI 1101 1 751_ __ 9.51 19.21__,__40 15 2380 1220 1 40E+08 14 71 27.73_,__ 15.231- _14.801_ 14 71: 0.66 0.48! 13.31 13.45 13.31 0.44 360 0.32 495 -1- 9 5 TJI 110 1.75( 9.51 161 40 15 2380 1220) 1.40E+08 16.11 33.27 16.19; 15.731 15.731 0.72 0.521 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.75, 9.51 121 40 15 2380 1220, 1.40E+08 18.611 44.36 17.821 17.311 17.311 0.791 0.581 _ 15.57 15.73 15 57 0 52; 360 0 38. 495 9.5"TJI 1101 1.75; 9.5 9.61 40 15 2360 12204 1.40E+08 20.80 55.45 19.19: 18.641 18.641._____0 85� 0.621 16.77 16.94 16.77 0.561 360 0.41 495 1r -r 9.5"TJI 1101 1.751 9.51 19.21 I , 40 10 2500 1220 37 1.57E+08 15.811 30.50 16.341 15.37 15. 0.641 0.511 14.27 13.97 1197 0.441 384 0.35, 480 9.5'TJI 110 1.75 9.5 16 40 10 2500 1220 157E+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 1 480 9.5"TJI 1101 1.751 9_5 12. 40 1 a1 2500 12201 1.57E+08 20.00 48.80 19.111 17.981, 17_981 0.75 0.60_1_1 16.69 16.34 16.34 0811 384 0.41 480 .7 1 1 9.5"TJI 1100 1.751 9.51 9.6 40 10! 2500 1220 1.57E+08 22.36 61.00 20.581 19.37! 19.37: 0.811 0.651 i 17.98 17.60 17 60 0 55 384 0.44 480 1 1 1 1 9.5"TJI 2101 2.06251 9.5, 19.21 40 101 3000 1330 1.87E+08 17.32 33.25 17.321 16.301 16.30 0.681 0.541 1 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 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 2101 2.06251 9.51 121 40 10' 3000 13301 1 87E+08 21.911 53.20 20.26 19.06 19.061 0 79 _0 641 1 17 70 17 32 17 32 0 541 384 0 43 480 _._._._.-9.5"TJI 625 -----00 ------i 7E+0-----'-.-'9--'66.50"--21. --- TJI 210 2.0625 9.51 9.6� 40 10 3000 1330 1.87E+08 24.49 21.82! 20.53 20.531 0.86, 0.68' 1 19.06 18.66 18.66 0.58 384 0.47 480 1 9.5"TJI 2301 2.3125 9.51 19.21 40 10 3330 13301 2.06E+08 18.25' 33.25 17.891 16.831 16.831 0.701 0.561 15.63 15.29 1529 0.481 384 0 38 480 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 . 18`25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 12: 40 101 3330 13301 2.06E+08 23.08 53.20 20.921 19.69' 19.691 0.821 0.66 18.28 17.89 17 89 0 56......384 0.451 480, 9.5"TJI 2301 2.3125, 9.5 9.6 40 10,1 3330 1330. 2.06E+08 25.81 66.50 22.54, 21.21 21.21. 0.881 0.71 19.69 19.27 19.27 0.60 384 0.48 480 1 -11 • -8 - -9-2 40 0) 0 - 8 - 11.875"TJI110j 1.751 11.875 19.21 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54, 17.04 16.67 16.67 0.521 384 0.421 480 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 1.751 11.875 121 40 101 3160 15601 2.67E+08 22.49 62.40 22.811 21.46 21.461 0.89 0.721 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110 1.751 11.875 9.61 40 10' 3160 1560' 2.67E+08 25.14 78.00 24.571 23.12 23.12! 0.96 0.771 21.46 21.01 21.01 0:66; 384 0.53 480 • 1_._._. ' ._._21.- . 206 1' 11.875 19.2;-- 40 10 3795 1655]3.15E+08 19.48 41.38 20.611:- 19.391- 19.39 0.81 0.651 18.00 17.62 17.62 0.551-- 384 0.44 480 11.875 TJI 210 2.0625, 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 0.86 0.69 19.13 18.72"' 18.72 0.59 384 0.47 480 11.875 TJI 210 2.0625! 11.875 121 40 101_ 3795 1655L 3.15E+08 24.64 66.20 24.101 22.681 22.681 0.95 0.761 _ 21.05 20 61 20.61 0.644 _ 384 0.521 480 11.875"TJI 210; 2.06251 11.875 9.61 40 10 3795 165582 3.15E+08 27.55 82.75 25.96 24.431 24.43, 1.02 0.81) 22.68 22.20 22.20 0.691 384 0.551 480 11.875"TJ1230 2.31251 11.875 19.21 40 10 4215 16551 3.47E+08 20.531 41.38 21.28 20.031 20.03 i 0.831 0.671 1 18.59 18.20 18.20 0.571 384 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 2301 2.3125 11.8751. 121_ 40 10 4215 1655 3.47E+08 25 97 66.20 24 891 23.42 23.421__ 0_98 0.781 21.74 21_28 21.28 0.67__ 384 OS31 480 1-- 31 11.875 1 421 „ 11 875 TJI 2301 2.3125 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.6-1 25.23_ 25.23 __ 1.05 0.84 _- 23.42 22.93 22.93 0 721 384 0.57 480 i 1 11.875"RFPI 4001 2.06251 11.875 19.21 40 101 4315 14801 3.30E+08 20.77 37.00 20.931 19.69 19.69 0.821 0.661 18.28 17.89 17.89 0.561 384 0.451 480 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 400 2.06251 11.8751 23.03 0.961 0.771 21.38 20.93 20.93 1 480 11.875"RFPI400, 2.06251 11.875 9.61 40) 101 43151 14801 3.30E+081 29.381 74.00 26.3 40 101 4315 14801 3.30E+08 26.28 59.20_1 71 24.811 24 .81; 11.031 0.831 1 23.03 22.54 22.54' 0.701 384 0.5651 3841 1 480 Page 1 D+L+S CM 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding_Factor D+L.S 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.Loa <-1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Foe F'c fc fc/Pc fb fb/ in. In. in. lt. pit psf plf (Fb) (Fc) psi 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 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.00 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 1200,000 854 506 966 449.95 395.22 393.85 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 1,200,000 854 506 966 449.95 395.22 394.29 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 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 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 1,200,000 854 531 875.438 378.09 336.17 335.24 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 3.5 12 8.25 28.3 20300.9925 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 SPF Stud 1.5 3.5 8 8.25 28.3 3050 1 0.9957 4183.6 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 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 18 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 0.80 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 92 1.5 5.5 16 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 8 19.6 3287 0.3805 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 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 0 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 18 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 EMIL D+L+W CT#14189-Betahny Creek Palls I LOAD CASE (12-13) (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 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) > Sec0on 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load <=1.0 Load cat Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce . Fc fc fc/F'c fb fb/ in. In. In. It. Of psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 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 8.48 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 1.00 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 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 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 OFF 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 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 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 28.3 960 8.13 0.9970 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 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 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 18 9 19.6 3132 8.48 0.5743 3132.4 1.60 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 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 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 6.46 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 0.60 148.34 0.118 SPF Stud 1.5 3.5 18 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#66966 0.979 SPF#2 1.5 5.5 16 19 41.5 660 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 0.9921 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+,SS 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 Desi.n BucMin.Factor D+L+W+S/2 00.30.60(Constant)Constant Se>> Secctitlon on 33..7.1.57.1.5--=-_=_- 1997 NDS MM� EMMOM� -- 11111=1_r6Sectlon 2.3.10 ----CIZZIEMIL SizedIIIIMIIIIIIIIIIIIIIIIII-E1I 'I' 'E' MMIIIIIQENSI-•111111111111111- NDS 3.9.2 Max.Wall duration duratlo factor factor use Stud Grad: Width Depth Spaan. Height Le/d Vert.Load Hor.Load <:1.0 Load 6 Plat:Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb Fc perp' Fc' Fce F fc fc/F'c fb fb/ in. In. in. ftpif Ps f plf (Fb) (Fc) psi 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 1095 9,71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515,42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 8.46 0,9988 1993.4 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,388 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.84 335,64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 250.16 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 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 930.9 760 8.48 0.9988 2091.8 1.60 1.15 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 0.669 SPF Stud ®®®IBE 30.9 1140 8.46 0.9944 2789,1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.08 336.17 217.14 0.65 335.64 0.577 SPF Stud 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5_ 3.5 ®� 28.3�� 0.9952 2789.1 ®•. 1.15 Emu 675 725. 1,200,000 1,366 531 449.95 388.13 272.38 271.03 0.503 SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F#2 1.5 5.5 : 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 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 EIMEMI®®MEIIIIIIIMIIIIIEIMIEECEIr '- 111EEIEIIII®" ®®®' NM 425 MU 1 400 00011EMINIEDIEZE 108925 850,16®Milliglin 0.169 SPF#2 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.05 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###M## 0.979 SPF#2 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 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 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 1 TT TN TTTTTTIT TT1 TrtTTtN n I I cAnn snm ;NNX ;NNE. 3 x' m j a N W ... NWW ...... W N N N W W ---W z o o i 5 . 2z7-524 75. 2 WN c';',',1 NWN WNNN N ,'0 m' n N * mW W 888 qqW NWNWW WNWNWWpQv VxM 10 + v W ... m W ?m n N T 88 WmW NmW NNNmmW NNNmmW . N p N N N m m w W 6 .+ +m! W W O A O m N W O O T Gt C 0 W W m m W W W ip A G C x a __ ao 0 RR N N N N ++ Wo moo$N l W+0 0 W a N V V N N N C N N T. m V 0 aa pp p p A aa pa A A N O RR W N W R N w N I N N N N N N N N W N N 6 Z #ppp 51 is Wv A !lig mVNmOm 111511 Y N +f Nr rN N A V b rn O N m W m W+ y m W m mNm �� + mw'S N N N j V W i V+ A P A CI�W+W W V W A Eo P A T d m T C m m 00 0 000 000 000000 000000 �o� m sr O n3 I 2 N N N N N N N N N t!;N N N ;N N N N N 7-7I4 NW N T WW i wWW u iii+i++ ______29.1U W �m D +Oa N 000 000 Nu hits; ;gran ggu�9-o m o c A N N N W W. N N N N N W Q i N N N N N N W N N N v T W ERR n ;N N N m N N N NN + Orn N N NN 00 {� V VVV V taN A N N a a N N tail tan a a a a a W N talN tai;talc tan 0 N , N P4 aw N N NN(NltfPlN Og iigg�-'^ m O O 0 0 0 O O m +P A PD. J' N NNNNN NN�NNIJ 00 aOgg gga0 gggggg iii ggigam z gg g Fig gig gggigg gggggg n Q N N N iii N ++++++ ++++ �n RE ii HE wu w m iims'i am g m g m®ii% ovi1 N oo p pp pp O $ S ER + +++ WiW$ tow° wW isOtWisWis 9 W w w tW W 4-� AAA W AAA pY AA rnNrnrn Mile':tTT + N W W W P W s to m s s y py m A{p O.V t A t V V Am Am A J V+T�T ®A A W b A ..m W W N m W W W_m + 2t W 88% O W W ss I N m Om Om N N N tmi m m N NA N + 2 W N mV Wm m E W W R m U r A A+YTm + N WVN N NNiON izi p pp E pp u W NNN W m w W NN Wt O rn NNN WWW Vm +OmWWN WW A O 000 O ro ;n.°:71;4,7171 0OOVOO 0Wm0 VV00 0 T 55 E grn born otWn°Dmuo ouWioW m$a P N m N 2 2 - + VW N V+W m A tWp N W A N rn m C 0 0 0 O O.....% 0 0 O 0 0 0 0 0 0 O I ERR U O N E m W R i W J 4WA,pAp A J A 2j A O m m N V N m m V A m W W N W 40i O W D*L+S+.7E CT#14189-Betahny Creek Falls j LOAD CASE I (12-16) 1 (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+E/1.4 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 (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 Spadng Height Le/d Vert.Load Hor.Load u=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 Po/ in. in. In. ft. plf pst plf (Fb) (Fc) psi 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 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 968 378.09 340.90 258.51 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 1,366 506 966 449.95 395.22 311.11 0.79 158.68 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 1,366 506 966 449.95 395.22 325.71 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 1.05,1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 342.86 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 1.15 675 425 725 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 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 7.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 14-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844. 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 13001,300,000 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 19.8 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 76.47 0.075 H-F#2 1.5 5.5 18 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 64.28 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 0.4618 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 1,366 531 875.438 144.26 139.02 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 1i-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 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 280 PSckerson St WEI ENGINEERING seaSuirtie,30142 A 98109 *t -Date: — Project. . (206)2854512 8- - dr' 4 FAX: Client Page Number: (206)285-0618 vialL Acimp :P5r alcol ( /50v F57-- thvc.) ar: P145116 (2414i)(I-6"S) ' 242 KR_ 1644)(4ofigi vc. oct z_• . 6113 16) IfitS • gs. loft, 2oepo -04) isreoPsr - 104,-- Lo= gr600+- 0 Stkt 651Y( • 45- Ask 9*, e Of C asr e gap 2-7-X0 ii- 490.5 highfx. .74wfw .1 M.- ""41. 00, 40. t9IP 2. lb.e t 5 4.0+ Structural Engineers 180 Nickerson St. ENGINEERINGWU Suite 342 +N Seattle,WA {� C. 98109 Project: 3 > l Date: (206)285-4512 Client: S) .*i p� . Page Number: (206)285-0628 p 5Th o ;.,.',,.. ILA- - wtR _t_ '74,0 1 100 IA) ' - 44 ��. ._le, _ �P) 4- 1 wea b�- '! 4 s .r ay „. 144, leatyvklot 15 :. iia 1 k . Structural Engineers • 180 Nickerson St. CT ENGINEERING Suite 302 q�f�� FINN CC /���' n Seattle,WA Project: ((1 406) .L ) : r '�/"'` ec•YLv :' Vet.0%c Date: 9V21. 06 O . (206)9285-4512 Client: ��2072 / -19�v DPLIos/ci--,7vs Ws Page Number: (206)285-06.18 g� � _ • W-bt ) *Z 4P 7r �,> , I r -- ) Qr )6 • 0 4J �' ; 4/14-7i. t *` tsn - ' i. ; :� ..._ , .'.-...,---;-.--i-- _ r 3 -_ ' ,....E F __.__. r. �. - 5 t , 1 '.. a it , a2` . Ti T to V 3 3,T'�+� r- - v� ` 3Z ,t. r._, . -t i .(. 24•s r_io • 1 //_ ' 1 ' U i�_ A-- C Z .q., 3 .12.,a_. • : yt .SOS . Z �._Y - _ _: 3. : ._ , ( ' , 42: Z �� GSC } - F i i. 4 � - .MSP r `7t�� 1.2-'7.- ' . : U z • to ffa2lr' _ , ' :... . $ `77J 1 z .1 i n2�p . ! 1 ..,.. .i____,,.. 1 uf5uL _•� : :=a ' • ifs; _ 3/Z y t 1 � _ Structural Engineers ''eL 4173.�S 1� ./ `-A 3 I ie-)767,615,(tr-r) ...i,. e • Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document (which2012 utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III I ,10#164l$I�Verthtf � k meq: 4, 4 /14ss �� { �! •$`zs'� f *6,01111.,%-_": '`�33+awe' - .✓� "` l� fl # 1� � � � ICii17 City' � � hA u � 33�a �'� a. iii n 3 � ...., Vi=i �'�: > r� `�:",��'�' �: :��"^��, s� ` ' ..;_... ... ...:.�. ,...... USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM: = 0.6679 SD: = 0.4459 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. MCS.Response Spectrum Design Response Spectrum 0" LID 0.80 0.72 ass 0,77 d.56 o .. s *.4s- css 044 0,32 21 n,x 0.2202 sac alt a. 0.00 0.20 0.40 c.50 0.; 1.00 1.20 1.40 i4 1.00 2,.a A_tN8 420 040 0.00 b�7 X.t i. 1 1„d!! e _oe Period.T P.riod,I L(s+ecJ Although this information is a product of the U.S.Geologica2.00 l Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is nota 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#14253: Plan 2613 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://earthouake.usgs.gov/research/hazmaps/ http://qeohazards.usgs.qov/desionmaps/us/application.pho 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 SMi=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 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 SDC., = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 ! N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,_ 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(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 *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00;, SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp„ = DIAPHR. F, E F, w, E w, FPX = EF; *wPr 0.4*SDs*IE*wp 0.2*SDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00',ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- - Building Width= 26.0 56.0 ft. V ult. Wind Speed 3 Sec.Get= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Guet= 41iF 9 mph (EQ 16-33) Exposure= B B Iw= 1.0 ` 1.0; N/A N/A Roof Type= Gable Gable P5305= 28.6 28.6',psf Figure 28.6-1 Ps3o e= 4.6 4.6 psf Figure 28.6-1 Ps3a c= 20.7 20.7 psf Figure 28.6-1 Ps3o D= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00Figure 28.6-1 Krt= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00:(Single Family Home) X•Kn*I 1..< 1 Ps=X*Kzt*I*Pao= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A ands average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 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;8§ 16 psf min. 16 psf min. width factor 2nd-> 1 00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB 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-1N) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 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#14253:Plan 2613 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-VV) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00; 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 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) 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 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(ns). 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) 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 4.3A CT PROJECT#: CT#14253: Plan 2613 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) -_I 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 1/4"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 e ® r I ROOF BELOW I 4_0• 22.-0" I ' 11'-O;" 10'-11743" 3'-fl " t 7'-0%6" • , 7'-03/8 { 3'-11}2" ♦ .L 5-0'4-0 SL ® 5-0'4-0 SL pt .,1 I o.—_ , 1 _ ♦ ♦ = EGRESS EGRESS — INSULATE FLOOR OVER Rear 3823 UNHEATED SPACE Bedroom 3 ® Bedroom 2 4 44 f0 ey bd4? GUARD RAIL W/6"HIGH a ry/ 2x4 CURB AT BOTTOM- TOP AT+42" A.F.F. • 6-0'OWPASSN • 6-0 BIPASS v> :_ Iv S&P C 1 S&P = N 6'-7Y2 3'-5�2"I 24•TB F 1 N Bath V ;t ,�_ 5'TUB- ON .n W & NAd 1••. SHOWER- I 7In rW 1 Q ® , 1 i t MDF CAP ix.. ` Si' t I, E--.-DN 1-----• i ••—•, SHELF ABOVE ER o S &P �� 1 Utility ' ;� ul .n o b II DR m •'I� 1 N♦ ♦ 6-0 !PASS 2-8 HCW 14' 2-6 HCW 4'-11Y2 j 4'_6• p_p"" S &P s—� .N _ ri a 0 1ul 9.2"x30'1 a 1-, y Bedroom 4 'Arne I I r N 7 - - -o IACCE551tri ---W.I.C.a '..s.- 2-4H S&P 1 •� +—i TP [ 1\ WALLI1IL : r 1ix 11-5 " I 4.-32 +46" I. J S to •.F.F.—' ®I a-0 HCW 1 3-1" 2'-6Y2 M. Bath' ,- 1 Il 1•W TILE PLATFORM D m v ?`� „Master Bedroom ; A,+21"A.F.F. ® 0 4d - :,N '••o< I _ a 5'-6"TUB‘, ��� l o ® i---___-- 1 y- - s FrontQMSTR 4, 6�SAFET1aaAixaG�, : + N 2-6 51I0 SH 2-61I;5-0 F 216 5-0 SH ♦ 5,-3Y4" ! 3'-0• l 3'-0 ; 3 5'-Y4 16 632" 4 9.-5)- 4. r1 r1 LJ LJ PLAN 7A SECOND FLOOR 1/4"a1'-0" ENGLISH REVIVAL 22--0" A 10'-0" t 12'-0" • ROOF ABOVE 1 rll x�_•• 4. - • I I‘ �— 16-0 7-0 OH ©�' Gar : - 17 Gar ABN REMOVED 2x8 FRAMING FOR, ELEC. PANEL 0 L- FLOOR ABOVE-" _J Garage 3•_11 - ...,,• WALL FINISH: Y6" GWB BOLLARD aw CEILING FINISH 96" TYPE 'X' GWB ARE-TAPE ALL GWB lig 1 I WRAP BEAMS BELOW CEILING LEVE ry = =--I INSULATE FLOOR ABOVE. �I 4-f 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM _IiEk e W(ADD MORE STEPS AS REQUIRED PER +18"A.F.F. � 9-0 0) SITE CONDITION) J'N ... , 16' DYz' `'`4 GUARD RAIL WITH 6"HIGH n e2x4 CURB AT BOTTOM- FURN TOP AT+36"ABOVE NOSING \ / Rear Kiti a a�r 6-• • • AP Patio --'_ - € ' a. _,� _4 V ' 3-9Y4' 1 E—�- I = r ' I Pwdr e r) --+---r 7 .^ ' i 1 r - 0 I T a 4-0 3-7Y2 3'-10' 2'-8" , - O 0 1 1 1—' e " �-+ v (1_11- 2 i =`I 18"x24"CRAWL i SPACE ACCESS Kitchen ,.I o 2x4 35"HIGH o cPONY WALL. i ' _-a 1 I '4 A DWl JJ Dining © © - " n DI o m 1 � r - TI -, Si OVER CRAWL SPACE8-7Y2 r_ 1 o 1 COUNTERTOP - I a .4 OVER STANDARD m Q 3 BASE CABINET .Ii o i +36"A.F.F. I : 1 I I +_—o .^ 2X4 Q ;., �,I- UL APPROVED 36" WIDE FLUSH BEAM" 7x8 FACTORY-BUILT DIRECT ABOVE j VENT GAS FIREPLACE 2'-0" 2-7 2 yQ y\ •ry` 6x6 POST e e n __ = h^ '"� W/GWB FINISH Entry 2 r�1 sY __-- ,n '® Ir, II - a Living 2x6 39"HIGH 2 .'' _r I AS APP ABLE mL �I I WALL W/FINISH In v PER SITE L'�J TRIM AT TOP�� CONDI�lOt�S I - v � = s�FErr (-::1"O saFETr _ ��♦ GLAZING 5, GLAZING 7-r of 11" \ 12" 11LE .) I l''''' I • ♦ • HEARTH °A-6+-10 F Ak1-6,3-1 ` —� zD m =,2'-03a ri12-8 'l 2-8 42'-03)i* a M L A10 < Front r A.= ?-65,0 SH 2-6,5-0:rA-- 5-0F 2,6570 i 3'-9Y4 1 3'-0" } 3'-0" } 3'-0" 1, 3-9 4 , Porch 0 • 1_0' 16_63 ._ S'-%" e 20 I A1, r 9Y1, rl. I0.-7Y2' AF e DNS PLAN 7A FIRST FLOOR First Floor 1/4"=1'-0" ENGLISH REVIVAL Second Floor Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V i= 5.16 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 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 vi OTM RorM Line Usum OTM ROTM Une Usum Usum 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* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4' 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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. rightl** 640 43.0 43.0 0.95 0.15' 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2' 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 Ext. rght3** 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right4' 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rights 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EV,,.,nd 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Lefty(MSTR and BR4) Roof Level __.. wdl= 150 p/f V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450,0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 31.6 Of A H1 head= v hdr= 52.7 pH H5 head= A 1 v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 v A Fdragl w= •5 Fdrag1• 23.1 Fdrag5 w= -•.1 Fdrag•w=72.5 A H1 pier= v1 eq= 43.5 Of v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 ''. vl w= 72.5 pit v3 w= 72.5 p/f v5 w= 72.1 [4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= ,.. Fd.•-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8-• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 pit H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 Y UPLIFT -741 -769 `% Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= 2.5 L3= j 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 ► 1 11,41 I.1 ► I. Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 kips Design Wind N-S V I= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V I= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Wall ID T.A. Lwall LDL eN. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RDTM Unet Ueum OTM ROTM Unet Veam Vsum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plt) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 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 4 660 21.5 21.5 1.00' 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rightl** 680 `_53.0 53.0 0.91 0.15' 1.12 2.58 1.11 1.54 1.00 1.00 55 P6-TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 rght3** 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right4' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 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. right5' 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00', 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwind 7.40 EVEQ 5.30 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:PIan7A Diaph.Level: Roof Panel Height r 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pCe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet Usum OTM Roan Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR*! 406 5.0 17,0 1,00' 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 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 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 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 Gar Rear 0 0.0 0.0 1.00 i 0.00 0.00 0.00 0.00 0.00 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 Rear 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.001 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 8R23*' 640 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 ' 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00". 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 1 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVwind 7.71 EVED 3.08 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 AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.2 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wnd '.Q. E.Q. p= 1.30 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 level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Us= Usum HD (sqft) (ft) (ft) (kif) (kip) (k', (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 16,5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 0 0.0 0.0 1.00 0.00 0. a 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00' %.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 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 - - 0 0.0 0.0 1.00 0.', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 4.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1..0e 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 %0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11,5 11,5 .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0.0 0 e 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 -- - 0 0.0 4.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,ar AB' - 2 6 4. '8.0 1.40 0. • e.8 ,66 0. 0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A e 118 2.0 8.1 1 00 0. 5 0.4 4.83 0. 0 0.2. .00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - I 4.0 ®.a .er 4,se: 4,e' 4.n e.0e 4.00 1... 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVwind 13.67 EVEQ 5.30 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#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds ._► v hdr eq= 59.4 Of ► •H head= A v hdr w= 147.9 plf 1.083v Fdragl eq= 342 F2 eq= 342 1 Fdragi w= =•0 F2 -850 H pier= vl eq= 196.0 plf v3 eq= 196.0 p/f P6 E.Q. 5.0 vi w= 488.0 p/f v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 T UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 0 4 ►1 ► Hpier/L1= 2.00 Ai ► Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► ► v hdr eq= 113.9 p/f A H head= A v hdr w= 285.4 plf 1.083 ;v Fdragl eq= 484 F2 eq= 484 • Fdragl w= 413 F2 -1213 H pier= vi eq= 307.6 plf v3 eq= 307.6 Of P4 E.Q. 5.0 vl w= 770.6 p/f v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ': F4 e.- 484 feet A Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0,,,,,, EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 4 ► 1 0.4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0', pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► v hdr eq= 62.1 p/f •H head= v hdr w= 191.6 p/f 1.083 I4' Fdragl eq= 155 F2 eq= 155 • Fdragl w= . 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 p/f P6TN E.Q. 3.5 v1 w= 404.4 p/f v3 w= 404.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e•- 155 feet - Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 • Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 ..4 10 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level w dl= '' 160. plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= ....4970.0:'. pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 p11 A H1 head= v hdr= 225.9 plf H5 head= 1 .4 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=196.5 1 A Fdragl w=266.0 Fdragl 533.4 Fdrag5 w= 3.4 Fdra•r w= 298.0 A Hl pier= vleq= 134.1 ph v3 eq= 134.1 ph v5 eq= 134.1 H5 pier= 4.0 ;, v1 w= 414.0 plf v3w= 414.0 ph v5w= 414.01 i 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= . Fdra - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag e-• 96.5 v P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 n P4 WIND v sill eq= 73.2 p11 H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 3.0 p, EQ Wmd 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 v Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 _.................... ► ► ii.-ii Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction t !CO) CO r ^H aL 41 APAe , 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 CURES 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 Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/Z): EQ=480#< EQ (ALLOW) = 1031# WIND= 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. -s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear (Ibf) 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 • . i. 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 31 EQ(1444 WIND) roundation 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 I. per wind design min 1000 lbf 2'to 18'roughle oof portal I on both sides of opening for single or double portal _ opposite side of sheathing t s , ~ Pony .- ;, wall height r Fasten top plate to header / ith two rows of 16d "' sinker nails at 3"o.c.tYP L .- -__ V , Fasten sheathing to header with 8d common or /Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown 1 panel sheathing max r i• total :. r - / :. :.,. Header to jack-stud strap per wnesgn. 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" �` nailed to common blocking thick wood structural panel sheathing with • within middle 24"of portal max rj• 8d common or galvanized box nails at 3"o.c. - height.One row of 3"o.c. height ',� -- nailingis required in each �. in all framing(studs,blocking,and sills)typ. 9 - panel edge. w Min length of panel per table 1 Typical portal frame illi. 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 reinforcingof foundation,one#4 bar 1 jack studs per IRC tables ;TX= R502.5(1)&(2). t£. i top and bottom of footing.Lap bars 15"min. m k; • t , 0,ks\_ 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wvvw.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565.7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:hel Form No.1T-100F p@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conc fusions,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 t0 2014 APA—The Engineered Wood AssociatIon 180 Nickerson St, C T E N G I N E E R I N G Suite 302 VVI Pte— ,0 Seattle, 1" INC. fl,,�rT�1 /� Q�Q n ,, + 98109 Project: v 1 Lff��1 @ Y1 L . 29-)Q54, 5,1) `\ Date: ftS/j5. I (2136)285-4512 �i i 2 d ,3 2 (/J�t - ��l/ +� 7 ZJ Page Number: (206)2B5-0618 Client: + - t te;:- e/f2 CN- A5V9 o�s L On=AsVel--60 4;7 d,gi 4v X ib`` 121` X t 2f fa t PPI s---mg-K- �R ,ri4 ?=.0771),44 611-(4. imw BariUDII 1`dt _ Vitek..))5 _ p.sn�;N a)(0,7)/4,0) o.3�i2 06 09Z3)Clz,) 2 oti ( o - '58�� P , Ll�e,2�1&� ,e a ) �n C� � e�C � v h � � 66 ,44- • ;ti, q;, 6,5 K{� ^ 111) LeI 5'1 e X Ccs , w/(2) i-4- of= 0,;,36 utvr ,z, z L3/4-4---Mi. BAL6 e p_,9v rs4 114L M _ ? V,‘ ,n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 ' ilk Table 2.2A Uplift Connection Loads from Wind ,, `' • _ . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) • . 700-yr.Wind Speed. 3-second gust(mph) 170 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly ��3A�6,6�� _ Design Dead Load Roof Span(ft) Unit Connection Loads(pif) 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 2 O psfe 36 272 298 324 380 441 506 576 650 729 856 Z rn 48 350 383 417 489 567 651 741 836 938 1100 rri 71 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 cn 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 _ 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 ' 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 Ijip�;4 ' 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 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. 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.) l 1216 192 24 48 Multiplier 1.00 + 1.33 I 1.60 I 2.00 I 4.00 !i' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/telling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall or `'• wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. `' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ,, , : header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. <`y i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length . l includes the overhang length and the jack span. :s fr d s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. •)I:''moi;.. AMERICAN WOOD COUNCIL 180 Nickerson St. C T ENGINEERING Suite 302 INC. Seattle,WA 98109 Protect: —TYPE/At v)A1/t 'iDate: (2200 G)285-4512 FAX: Client: Page Number: (206)285-0618 Irv-- AQPD ogost, MAo k .c 2,2 3 15 P P 1)Z C,t,NIM mss 4?) Tni 56 Y � 1pe if [) 60v-4 (:0 4)(0' 0,6) --=-- ) .t.LT )\10 t -rep GM‘140e0510 sA1140 TSS ( C.440115A 1-6 2)= 12 4)(7) (1,0) 6,6) ; `TYP, 400 O (1 612/7)(0.,-5 (0,6, -_-__ 44- . :v X \. 6 C -D(P 6(0 9 PLY• = S ,q, t /64-750-nes 1 ) i-;40te "ts-1,75(L- i °01)- (5Y ngss) =-.- 56C AF Structural Engineers TRUSS TO WALL CONNECTION ';I'I VAI LU ; I OF TRUSS CONNECTOR TO TRUSS ... PLIES TO TOP PLATES 'wig I f 1 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" .100 J', 1 H2.5A (5) 0.131" X 2.5" (5)0.131"X 2.5" 5:,'� I111 1 SDWC15600 - ,;t;'.. ..II....... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148"X 1.5" II)/0 /00 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. li'iII 2.1) 2 (2)SDWC15600 - - riin 2 s 3 (3)SDWC15600 - ROOF FRAMING PER PLAN 6 8d AT 6" O.C. 2X VENTED BLK'G. VS,V, ...-',.. � 'p 0.131" X 3' TOENAIL , ,=. '� AT 6" O.C. IIMIERfl) �' Mt N2.5A & SDWC15600 STYI F \ COMMON/GIRDER TRUSS -I-- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ',PF VAi Uri i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IF'1 Fl PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400L ‘I; - 1 H2.5A 5 0.131"X 2.5" --[ ` - O (5)0.131" X2.5" `35 L ito 1 SDWC15600 --__ - - tY,) _..-115 2 H10-2 (9) 0.148" X 1.5" (9)0.148"X 1.5" 10/0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. ii/n 7n.- 2 (2)SDWC15600 - _ q ti 2.SU 3 (3)SOWC15600 - _ 14!):',- 45 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN iiiFOR H2.5A AND SDWC STYLE ed AT 6" D.C. CONNECTIONS 2X VENTED BUM Miter1ft% Pt H2.5A & SDWC15600 STYI F 1COMMON/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 [ BeamChek SE V2005 licensed to:Pacific Lumber Reg#SE-loo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=o.o Ft Conditions Min Bearing Area Ri=11.8 in2 R2=u.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28# Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A 0 /\ R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE u2005 licensed to:Pacific Lumber Reg#SE-ioo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=O.0 Ft Conditions Min Bearing Area Ri=11.81112 R2=11.81112 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction i LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28# Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 650 Adjustments Cv Volume 0.948 Cd Duration too 1.00 Cr Repetitive too Ch Shear Stress N/A Cm Wet Use too 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE 112005 licensed to:Pacific Lumber Reg#SE-loo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=o.o Ft Conditions Min Bearing Area R1=11.8 int R2=11.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction i LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(int) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration i.00 1.00 Cr Repetitive Loo Ch Shear Stress N/A Cm Wet Use Loo 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H • Uniform Load A Ri=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE v2005 licensed to:Pacific Lumber Reg#SE-ioo BM]. Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=o.o Ft Conditions Min Bearing Area R1=11.8 int R2=11.8 int DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.o ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 I LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 6o% 44% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE V2005 licensed to:Pacific Lumber Reg#SE-ioo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area Ri=11.8 in2 R2=11.8 int DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration too 1.00 Cr Repetitive too Ch Shear Stress N/A Cm Wet Use too 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A Ri=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE u2005 licensed to:Pacific Lumber Reg#SE-mo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=o.o Ft Conditions Min Bearing Area Ri=11.8 1112 R2=11.8 1112 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 650 Adjustments Cv Volume 0.948 Cd Duration too 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE u2005 licensed to:Pacific Lumber Reg#SE-loo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1=11.8 in2 R2=11.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(int) TL Defl(in) LL Defl Actual 324.8o 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 6o% 44% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Base Values 2400 240 1.8 65o Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use Loo 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A Z\ R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek SE v2005 licensed to:Pacific Lumber Reg#SE-ioo BMi Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area Ri=11.8 in2 R2=11.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(int) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fc..1.(psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.000o Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif I.I. Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. 7A 4-19-16 ti Roseburg J2 MAIN 1:39pm A Forest Froduem Compare 1 of 1 CS Beam 2016.4.0.5 kmBeamEagine 4.13.19.1 Materials Database 1547 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 14 5 0 11 7 0 2600 / 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" 499# — 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# — 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or li ne loads)to carrying members Live Dead 1 391#(245p1f) 108#(670) 2 1033#(645p1f) 310#(194p1r) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4375" 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 beating. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 17622# 2820.'# 62% 14.42 Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allpmductnamesareaademaksoftherrepecaveowners KAMIL.HENDERSON EWP MANAGER i copyright(C)2016bySmpsonStongTeCampanyInc.ALLRICHrs�sERVED PACIFIC LUMBER&TRUSS '•Paging isdefined aswhen the member,fioor)oi9,beam orgirder,shown on this drawing meetsapplicable design criteria for Loads,Loading Conditions,and Spans bided on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer ordesgn professonal as required forapproval.Thisdedgn assumes product inSallation accordin to the manufacturers g specifications 503-858-9663 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. oto PR 0k,. S' w0NGINE 89782PE s'r' 97 OREGON Q�"Q � ugRY1� 2<Q* #AUL RAJ August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFItz99p3tti 'CrPAGZnVberKOlyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56C8ygBiS I 1.0.0 i P-�I 1 1-2-0 1 7 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 bi s_ e • I r N. / 9/ I,,, N e - o as • kk 111. 2.& 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 18.0-t-8.Edge1.119.0-1-8.Edgej LOADING(psf) SPACING- • 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=273/0,2-24=1712/0,2-23=0/628,4-23=481/0,4-22=0/358,8-21=226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ��� PR{�r�CCs� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �GINE T. /, Uniform Loads(plf) 1 Vert:16-24=8,1-15=-80 <Ly Concentrated Loads(Ib) 89782PE 9r Vert:2=-674(F) • 111111 . -r OREGON '• -Tit-, ¢ EXPIRES: 12/31/2016 August 7,2015 f I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Appltcabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabifty during construction is the responsibility of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the buildingF}j� -- ding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quern,/Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InformatIon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r`ilms Heights,(`A 95610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S J01 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPM139xj11 OOZ6MZomLdfZNgfkdygBiR I 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:112"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 6 ../: • !\ N 8 \ o- 41, e ° 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 11 1-8-12 I2-3 12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 1 Plate Offsets(X.Y} (2:0-1-8.Edge].13:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=1502/0,4-5=1502/0,5-6=1871/0,6-7=1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -1' PR Copy. c �NGIN4-, 4, 2 8.782PE r 7" 7 -7OREGON o'er 4` Ir 0 EXPIRES: 12/31/2016 August 7,2015 it 1 mll_ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. 1° Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional Temporary bracing to insure stability during construction is the responsibility of the `�� ek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mf[ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 [.Kort mo.ioritx r..A sSR10 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifPJ2dwpLm?ZVgaoolaDG3ygBiQ 1 2-6-0 I P-5-101 I 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 i ,' • s a _ e e e o e N • o • a\_ e e 14 13 12 11 10 .' 3x4= 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6. 5.2 1 7-0- 2 I 13-1-88 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edge].15.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 . MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BOLL 0.0 Rep Stress Inc( YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,34=1740/0,4-5=1761/0,5-6=1739/0,6-7=1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4:(-. ‘,,,tip PROF-4- 4t 89782PE c .nr �7 OREGON �',tr' Q • 9- 'AULR k� EXPIRES: 12/31/2016 August 7,2015 4 _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MITek connectors.Thu design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ■B1Te�. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMl fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qua8ly Crteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cifn,c I-bights,DA 95F10 Job Truss Truss Type' Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v91TEGtylhJmpVygBiP I 2-6-0 I I 1-8-6 11 1-2,0 110-8.14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 • e r _ a _ e\ o N 111111 — e b e a ir 1 Aa 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Yl— [4.0-1-8 Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,34=2010/0,4-55=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=1397/0,2-13=0/773,4-13=-317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ep PR Opts ��<0 04GIN4-6, `�/O 2 :9782PE . 7,1/OREGON 0N. Q 99dlizty Ab ff �'AULF��1 . , EXPIRES: 12/31/2016 August 7,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. NI Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R A4. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rums Heights rA SAM() Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U WJOxZ8jokyffsSGMIm6rT_I9JyEJXylhJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • ti - _ L 0 N 1 L1 10 8 LLLL1111 1.5x3 1.5x3 I 13x6 = 3x4= 3x4= I 2-3-10 1 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge] [3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ince YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4‹c • PRptFss ,AGIN49 /0 Lcr 1 89782PE ..ir NH -7 •AEGON p'` 4 EXPIRES: 12/31/2016 August 7,2015 i __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.07/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ���� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T9I1 Quallly Cr Leda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ("Krim Height',r:A 05510 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 1-2-0 I I 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a e o /i- li- a N d e a . e a 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 is-o-121 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X Y)— 17.0-1-8 Edgel 112.0-1-8 Edge1 415:0-1-8. dgej.[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,4-5=2351/0,5-6=2679/0,6-7=2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,4-15=0/264,8-12=-448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RO PR Opt ,,c, '�cNG1NE9 /p 2 4� 89782PE �c nig 17 OREGON N EXPIRES: 12/31/2016 August 7,2015 l 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1.111447.7 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11 Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the +� ..___ - - erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding {�/� -- - fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS6.89 and SCSI Building Component 7777 Greenback Lane Safely Informafion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rknrc Hnighfc CA 55810 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • 0 N 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 I 2-7-14 13-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2:0-1-8.Edgej.[3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � �.�>rp PROpt ��GINE�9 cS/p 2 ' 89782PE 9I-- r 7,12 Mill .-57 •REGON 2N 4` 9ti'k AUL 94l`.1 + EXPIRES: 12/31/2016 August 7,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.07/16/2015 BEFORE USE. . Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MN Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��T�'Rr- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality controL storage.delivery,erection and bracing,consult ANSI/TPIl Quaity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rums Heights(`A A5R10 Job Truss Truss Type Qty Ply POLYGON R45124855 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1r0jj66XW�7b1xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 1 r'-1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i ‘2". / 0 A e e e e e 1( 16 15 14 13 12 1 3x4 = 3x4= 3x4 = 3x6 = 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 is-5-1216-0-12 1 11-8-12 12-3-121 1 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X Yl— [7.0-1-8 Edge] [12'0-1-8 Edge].[15:0-1-8 Edge].[16:0-1-8.Edgs] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=2435/0,4-5=-2435/0,5-6=2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=319/0,4-15=0/287,8-12=559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t0 PR ore. eco kAG NE6- `fro 4t 89782PE T -V •REGON o', -74Fly A6 -rirbAULR ¢ EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the _ -- Wel( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rBnrs Heights fA ecsin Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZn V berKOtyJn B-MIlgEJcfn0E07 HAD V CgiGheXZnbxA2zXyJHyHygBi L 1 2-6-0 1 2-1-12 1 1 1-2-0 1 1 0-6-8 1 2-3-0 1 1 2-3-0 1 1 1-2-0 I P-6-171 Scale=1:28.2 454= 1.5x3 II 355= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e e \ e e i .s.:' / \ - ei N , 'e e° e e e 1 Al 16 15 14 13 12 354 = 3x4= 3x4= 356= 1.5x3 II 4x4= 3x4= 12-10-12 1 4-10-12 15-5-12 f-0-12 1 11-8-12 12-3-121 1 16-2-8 1 4-10-12 0-7-0 0-7-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7.0-1-8.Edge].02:0-1-8 Edge].[15:0-1-8 Edge] [16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,34=2402/0,4-5=2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=011993,11-12=0/1545 WEBS 3-16=-314/0,415=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. eco N E s/0 ^ ' 8°782PE sir 9r V OREGONZo',I"4 Ifry A$ 9Rk PAUL =., � Vs EXPIRES: 12/31/2016 August 7,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with Mitch connectors.This design is based only upon parameters shown,and is for an individual building component. El Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 QuaRly Cdted°,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 r`itn,c Hnig615 fA 05915 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 31/; Centerplate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 rY raWDimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss I 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 1 �t 2. Truss bracing must be designed by an engineer.For 0'/16 hillig 1 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I .1111117Elt i pbracing should be considered. rY■_� 3. Never exceed the design loading shown and never dstack materials on inadequately braced trusses. 9 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c-s cel cs-s designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ..."-ii15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Instal and load vertically unless indicated otheise. \ Min sizer shown is forrc U t shing only. IIS 18.Use olf green or treated umber may pose unacceptable reaction section indicates oin VAI ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. mime isnotsufficient.BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. tiRc. PR Opt. 44, C,1N ELc 4. zt 89782PE T- "::57+6N OREGON � 99AIRY 'IS'"ff PAUL 'il`" ` E i August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF kl&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. NON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)l-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), En TC DL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 1' T 1' 12 IIM-4x4 12 14.00 P7 3 7\114.00 iillhh N IMMIIIIMMMOMMMMMIMMEMMMMMMMMMMMMWMWMWMMIIMMMOMMO I o, M-3x4 M-3x4 R upe 1 OO1, 16-06-08 1. 1. `�-,� .4G`p�$. /�_ 1-00 ,? 17 Q /,89782PE r- JOB NAME : POLYGON NW PLAN 7-A NH - Al / 1 Scale: 0.2641 Ir \ WARNINGS: GENERAL NOTES, mien otherwise noted: 1�-__ --F� Truss: A 1 I.Bidder and ereclbn contractor should be advised oral General Notes I.This design la based only upon the parameters shown and Is for an Individual 1' GON (� end Warnings before oonabudbn commences. budding component.Applicability of design parameters end proper ft. Q 2.2.4 smprstsion web Peeing must be Installed Miers shown 0. Incorporshon of component b the responsibility of the bidding designer. �) .A h ( 3.Additional temporary basing to Insure stability doing conMuctlan 2.Design and a assumes the lop end bottom chorda to be laterally braced et 7 4 Is the responsibility or the erecter.Additional permanent bracing of 2'o c.end e1 10 c.c.such ureses braced rl)anthroughout their length by DATE: 8/10/2015 the overall structure ism.reaps aibN r the bidding designer. continuous sheathing such to plywood a .d s.e(TC)erdior drywaX(BC). P,/X U t " N o ng 3,2.Impact bridging or lateral bracing required where absvm•e �"1 4. SEQ.: K 13 4 5 8 2 9 4.Na load Mould be applied to any component until after ail bracing and 4.Design eddies la the roeponsibNN of the rstpectse contractor. %doners are compete and at no time should any bads greeter than 5.Design assumes Musses are to be used In a non-corrosive environment, TRANS ID: LINK sergnloads be applied toenycomponent. end are for"dry condition"or we. 5.GompuTnn Ma no control over and assumes no responsibility lar the 5.D..Ign.nmmn n,glad.ung.l aA.mppode shown.Shim or wage if EXPIRES: 121311201.6 febriwlen,handling,shipment and instaleMn of components. neeeesery. 7.Design eat..551beeseded on both nagefaces Wives, d.an August 10,2015 8.This t'CA,furnished essubject of hthen I beeaten. upon r S.plates and a eaten on dein faces eddies,ane pieced co their carder TPNNfCA a SCSI,copes or whkh will NmlMed upon nqusst. ems colndda with joint tamer doss. MiTek USA,Inc./Com Trus Software 7.6.61 L 9.Digits mdkete tee of plate m Indus. PN ( )-E 10.For basic connector pate design values see ESR•1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-704) 207 8- 6=(-70) 383 8- 4=(-269) 530 WEBS: 2x4 KDDF STAND 3- 4=(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-098-03-09 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A 4 I 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-03 4-00-09 9-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" T 1 ' f ,. MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 12 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed= 0.498" M-9x6 14.00 7 \14.00 4 4.0n„ MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" 1 -( Design conforms to main windforce-resisting "I� system and components and cladding criteria. • 8" Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 c:. /ALA ¢ O ri F .1 O N 8 • O o M-3x4 M-3x8 M-3x4 0 y 8-03-09 y 8-03-09 y `� Pfl.©afi�`� r5 J• 16-06-08 i coy 0 �ir�~�J .. LyGI1VEk:q. /0 $9782PE r JOB NAME : POLYGON NW PLAN 7-A NH - A2 f- 1............0-_,7--;,-- Scale: 0.2614 1 '�� WARNINGS: GENERAL NOTES, unless othersla noted ae ©REV7.©IV - Truss: A2 1.Builder and erection contractor should be advised or al General Notes 1.This design is based only upon the parameters shown and la for an Individual N' and Warnings before construction commences. building component.Applkablllty of design parameters and proper Q Q'' 2.2M compression Web bracing must M Metalled when shown.. Incorporotbn or component Is Ms rssporisibNlty of the bolding designer. .,[) �} ( ` 3.Addgbnsl temporary bhcIng to Mwre stability during comlruction 2.Design assumes me tap snt bottom chords c be isNregy braced et T�('S �1 R '1 � ` Is the rospoaldlpy of the erecter.gtldgbnal permanent bnmp of 7 o.c.end al is Sete roapectivety unless braced throughout their length by T L DATE: 8/10/2015 the overall musere is the responalbBy of the buddingdesigner. continuous sheathing such as plywoodadng resheathing(TC)airederes awbr dryusl)HC). pA..0 � stg 3.Por Impel bridging or the roe bndng required when Maven SEQ.: K 13 4 5 8 3 0 4.No load should be applied to any component anti alter al bracing and 4.Installationalled wareDesignassumes an to be used M e non-cornoswe environment TRANS ID: LINK deisgc leads be applied to ens component, ane are for"dry condition.or use. 5.CompuTen has no control over end assumes no responsibility for the 8.Design assumes NI Masng et al suppose shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. Dmamesign assumes 8.This design is Nmlshed subject to the limpesons cot Posh by 8.Plates shag be locateduoneboth faces drainage lo s provided. eas,and placed a their center August 10,2015 TPBWI'CA In BCSI,copies of which will be famished upon request. lines coincide with joint center Ines 9.DION Indicate skid of plats In Inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1LK 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #1&BTR 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) -'e- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails saggered at: o \^/ 9" oc in 2 row(s) throughout 2x6 top chords, (COED. 2: Design checked for net(-5 psf) uplift at 24 c spacing. /X\/X\ 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" T T T 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting T '1 1 1' 1' system and components and cladding criteria. 12 12 M-4X10 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7N14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" load duration factor=l.6, Truss designed for wind loads �^ in the plane of the truss only. M-3X6 1111 M-3x6 2 0O U' •'. �1■AAI . ® u.' I 1N 1 1 6 7 8 1 I M-5x10 M-3x8 `o M-7x10 M-3x8 M-5x10 0' 0 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 y `� �N �RsCr l Co 16-06-08 1:7 g 702PE �17 JOB NAME : POLYGON NW PLAN 7-A NH - A3 !A- Scale: �� '0.2332 WARNINGS: GENERAL NOTES, udeasotherWlssnotid Cr., ((��L� /y�L' 0) 1.Buller end eradon contredor ehould be edvl.ed of a"General Notes 1.Thla design N boded only upon the parameters shove and N for an individual ,/f 17 OREGON �y,,. Truss• A3 and warning.before construction commences. binding componentApplbablay of design parameters and proper +� w, fit ♦ • 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component Is me responsibility of the building designer. +' 4�`A.'" 5 3.Additional temporary bracing to Insure stability&sing con°trudlon 2.Design assumes ill by are bottom chords to M Wordy Wooed al ` 1 { is me rosponsibgihy of ill erecter.Additional 1 bracing c/ T o c.and al 10 o c respectively unless braced throughout their length by 1 Q, permanen continuous sheathing such as plywood sheathing(7G)and/or drywel(°c). '1. ' A UL (`� DATE: 8/10/2015 lM overall structure Is the rosponebllty of the Wldng designer. a 2s Impact bridging or lateral bradrg required where shown a• SEQ.: K1345831 4.Ne toad ahmdd ba applied to any oonnpon.nt antI otter aI bn.dng and 5.4. 'la"0noftrusss athe reaspo responsibility of tthe%� corrosive no�sr, fasteners are complete and at no time should any loads greeter thanDesign assumes TRANS I D: LINK design bade be applied to any component. and are for"dry condition•of use. 5.Compulruahaanocontrol over and awmesnoresponsib°8yfor the °°, Y.°;assumes""b°°"^g°'°"�'�°"' °w"°b'm°'"°°°°" EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate dramas.is prodded. August 1 O,2015 S.This design d Smashed subject to me limitationsset forth by S.Plates she"be bated on both feces of truss,and placed so their center TPUWTCA In SCSI,copies of which WR be Wished upon request. Ines coincide With joint anter Imes. B.Digits Indicate•Ire of plate In inches. MITek USA,Ina,/CompaTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to mlwindforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 Pop load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. I 3-06 3-06 T '( T 12 12 IIM-4x9 14.00 7 \14.00 2 Ak /II\ o .. 414111 161 O 1 �� j'-' I N h 0 I '` m//////////////////////////////////////////////////////I 1 0 0 M-3x9 M-3x9 7-00 �Co �G .k''. -Vi 4t 89782PE r' JOB NAME : POLYGON NW PLAN 7—A NH — Bi ,� � -? '-� Scale: 0.5570 / �.,._.__. WARNINGS: GENERAL NOTES, unless othervlse noted. C, OREGON '� £ / ��) 1.Guider end erection contractor should be edvleed of al General Notes 1.This design is based only upon the parameters shown and Is for an individual '1' -OREGON �, Truss: B1 and Warnings before conetrucibn commences. building component.Applicability of design parameters and proper -/r/ r5 2.2x4 comprerbn web bracing muAbs Installed whore shorn ti. mcerponlbn of component is the responsibility of the building designer. 9 V/i h ifY A_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the kit and bottom dohs to be literally Mad sl I '-1 A J Is the responsibility f the arodor.Additional permanent bracing o/ 2 o.c.end al 70 c.c.rcapadwety unless braced throughout their length by ` g1Y o pamene continuous sheathing such as plywood ng(TC)antler arywal(BC). PA. 1 I L DATE: 8/10/2015 the overall structure Is the responsibility of lin building designer. 3.2[Impact bridging or lateral bracing required where shown i+ +1 l/1. SEQ.: K1395832 4.No bad should be applied to any component until alter al bracing and 4.IInneteeletion of inns late rowoosistye t.eiron�rme• er.environment. wieners ae complete and at no time should any loads greater Ban gn assumes TRANS I D: LINK design bees be applied control any component. ®and sgn for ams hondo condition" at ap supports shown.Shim or wedge it G ComWTrushasnocontroloverandeesumesnorssponNbeeykirma carry. EXPIRES: 12/3112016. fabrication,handling.shipment end lnetalletion or components. 7.Design assumes adequate drainage is provided. August 0,2015 G.mefurnished isfurnished subject to the imitations rt forth by e.Plebs anal be located on bath fads of truss,and peccd r their center TPVWTCA In BCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of pee a inches. MiTek USA,Ina./ComptiTrua Software 7.6.6(1L)-E 10.For basic connector plate design values re ESR-1311.ES11-7988(MITeh) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF I{15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IF N16BTR; SPACED 24.0" O.C. Design conforms to main windforce-resisting 2x4 KDDF NISBTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. t-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-09-09 12-09-09 4 1 4 12 IIM-9x9 12 7.00 p Q 7.00 I WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. Lo 1 ✓7 0 (.LI A2 v 0 1 1 o M-3x5(S) o M-3x4 M-3x4 y 10-00 y 14-08-08 y „c0 PROF , 24-08-08 .J.. :A -57 R' $9782PE c r JOB NAME : POLYGON NW PLAN 7—A NH — Cl i Scale: 0.3040 `"-"`,„�' ir WARNINGS: GENERAL NOTES, ante..olhe wise noted: V N. i Bolder and erection contractor should be arched of sl General Nates 1.This design is based only upon the parameter.shown end is for en Individual �j y OREGON Truss: C 1 and Warnings before construdlon commences. building component.Applicability of design parameters end proper - ' ' f1d 2.284 comprenbn web bracing must be Installed where shown a, Incorporation of component Is the responsibility of the building designer. .F) A ems . V 3.Additional temporary bracing to Insure*ability during construction 2.Design nutmeg the lop end bosom drone to be Wordy braced et . '1 ri _ fjV. N No responsibility of the erector.Additional permanent bracing of 2 me.and et 10 o.c.respectively unless braced throughout their length by `v DATE: 8/10/2015 the overel structure Is the reeponslbllry of the building de 2c Imp continuous ridging or such as plywood re aired In where ender drywel)ec). �A t ' ` .loner. 3.2a Impact bridging or lateral bracing required where shown.. L. SEQ.: Ki3 4 5 8 3 3 4.No bad Mould be applied to any component untl after e1 bracing end 4.Inaalagon oltru•s Is the responsibility of the respective contractor. fastener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nan<orrodve environment, TRANS I D: LINK design ba ads be applied any component, end are for"dry condition"of use. 5.CompuTms he.no control over and assumes no responsibility tor the a.Design assumes dl bearing at el support shown.Bide or wage g EXPIRES; 12/31/2016 awry. fabrication.handling.shipment end Inetelleson of components. 7.Design tesshaassumes adequate drainage ls im..,en August 10,2015 e.This design h furnished subject to the Iimdetlons sol forth by 8,plates shag be located on both leas slims,and placed so their center TP WJrCA In SCSI,cophe*Mich will be furnished upon request. Anes coincide with joint anter lines. uTrus Software 7.6.6(114-E 0 Digits indicate size of plate In Inches. MITek USA,Inc./Com P7.For bade connector pdte design values see ESR-1311,ESR•19e8(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2959 7- 2=( -195) 1460 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1140) 335 7- 8=(-466) 2401 2- 8=(-1691) 453 WEBS: 2x9 KDDF STAND 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 9=( -556) 202 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( O) 326 BC LATERAL SUPPORT <= 12"OC. 00N. DL ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 92.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 29'- 3.0" MAX HORIE. TL DEFL = 0.128" @ 24'- 3.0" 12-04-04 12-04-04 j' Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. T 1f Wind: 140 mph, h=22.8ft, TCDL=9.2,BC DL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(lir), 7.00 IM-9X9 Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 4,( in the plane of the truss only. M-3x9 M-3x6 r sM M-3x5 M-5x6 111 u, o .0010 c {.. AA 4. o 1** 8 9 1 M-5x10 M-1.5x3 M-3x4 to 0 ..3.50 3.50 . 12 12 l l ).' y 5-09 5-03-08 6-07-03 7-00-13 5-09 y 5-03-08 y 13-08 y-00 �5 xAN / 24-08-08 4.4. ir " 8 782 PE c` JOB NAME : POLYGON NW PLAN 7-A NH - C2 f Scale: 0.2375 ' WARNINGS: GENERAL NOTES, unless olharwbe noted. CA. y_ �4 1.Bulkier end erection contrador ehadd be advised of al General Notes 1.Thls design Is based only upon the parameters shorn end h ler en Individual /�_ , R GO N Truss: C2 and Wemogs before construction commences. building component.ApplcablMy of design parameters end proper +,;t 2.D:4 oomprepbn web bracing must be installed when shorn*. ocotperetbn of component Is the responsibility of the bolding designer. "T „1/4by ,IirA Pi Y.. A 5 (¢. 3.AddMbnal temporary bradng to insure stability during construction 2.Design assumes ms tap and bottom dwMato M laterally braced al b the responsibility of the erector.Additional permanent brad of p e.nous sheathing such a plywood sheathing(TC)ely unless ced era or drywahout their lengthC t DATE: 8/10/2015 the overall structure is the responsibility of the binding designer. I.2s Impact bridging or beret bredng required where shown** A U L SEQ.: K 13 4 5 8 3 4 4.No load should be applied to any component until after all bracing and 4.!Waldron ldroaamtru Wes the rem Mbimya ttthe��rt�aa contractor.a , fasteners an complete end at no lime should any beds greater thanDesign ition.of use. TRANS I D: LINK design bads be applied to any component. g, and d 5t assumeAd abesrino st all supports shown.Shim or wedge If 12/31/2016 l J 5.CompuTrus has no control over and assumes no responsibility or the essry EXPIRES: 12/ 1/2016 fabrkedon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.Thio design Is furnished subject to the limitations set forth by 8.Plates Mal be located an both faces etrux,and placed so their center TPINVICA in BCSI.copes of which will be furnished upon request. Ines colndde with joint center Imes. 9.Digits indicate see of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6)1L)•E 10.Fat basic connector piste design values sea ES18-1311,ES18-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR; LOAD DURATION INCREASE= 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 2x6 KDDF 1416BTR T2 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 BC: 2x4 KDDF 416BTR 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 orequal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed= 1.583" Unbalanced live loads have been considered for this design. MAX NORIZ. LL DEFL= 0.079" @ 24'- 8.4" MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads in the plane of the truss only. 12f IIsi-4x4+f 12 12 4 M-5x6N :17.00Gable end truss on continuous bearin wall. 7.00 Q 7.00 9 .- M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 3 lihhhhh :M-4x4 y�� M-5x6+(S) 0 M-3x6 I r1 2 t� O Illiiiii N M-3x5 7 tars o M-Sx\� ' -fin n I. II l " M-5x10 M-3x5 In M-3x6+($) o ...:13.50 3.50 M-3x4+ 12 12 � pt. J. l l J. J. J. t,`CC R V V l 5-09 l 5-03-08 y 6-07-03 6-06-13 10-11 y y ,,,t46114� R /�� 5-09 5-03-08 24-01 1-00 t(., ^9 35-01-08 1-00 �89782P c' JOB NAME : POLYGON NW PLAN 7-A NH - D1 -- '=4/:(../ f7 / ._ Scale: 0.1790 h-s�,�,OREGON WARNINGS: GENERAL NOTES, untsssoWepar noted. 7 & 'V12 1.Bulgier and grodlon contndor should be mislead of all General Notes 1.This design b based only upon the parameters shown end Is for an Individual 'avj qAY A r (Ck Truss: D1 end Warnings before conMncilon commences. building component.Appllmbllhy of design parameters and proper 7 l 3 2.2x4 compression web bracing most be installed whore shown it. Incorporetion of component le the responsibility of the building designer. `' 3.Addition.'temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords b,to be laterally bowed at /'til•.,L s ` le the responsibility of the erector.Additional parmenaM foraging of 2'o.c.and at 10 exc.respectively unless braced throughout trek length by /"' u {a DATE: 8/10/2015 the overall.tractate A Po responsibility f the buldl da 2x continuous edging e,ng each es plywood re uiredsheetwhere shown•r drywaA(SC). • M designer. 3.2t Impel bridging or Wend bndrp required sawn • SEQ.: K 13 4 5 8 3 5 4.No load should be smiled H erg component until eller a/bracing end 4.Installation of trues Is the neponsibIlly of the respective contnaor. Wieners are somq.te and et no time should any loads greater man 5.Desisatrusses are to be used in• Design.. me.trnon-corrosive environment. EXPIRES:. 12/31/2016 design loads be applied b any component. and are for'Idly condition.of use. TRANS I D: LINK S.campuTw has re control over and..conns no responsibility for the e.Design assumes full bearing et el supports Shown.shim or wedge If .l hbrkatbn,handlkp,shipment and Retaliation of components. ptearyAugust 0,20157. e.RIG design Is furnished subject to the limitations set forth 7.Design assumes adequate both tee drainage b troeldetl. by e.lines in be foaled on bunt ham of Inn.,and plead a their enter TPtNJfOA In SCSI,wpbs of whkh will be NntNetl upon request. Anes colndde with ON center lines. MRek USA,Inc./Com Titus Software 7.6.6 1L Z 9.Digits indicate We of plate in Inches W ( )• 10.For basic connector Wets design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=1 -303) 2203 11- 6=(-251) 211 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x9 KDDF STAND 3- 4=(-1516) 448 9-10=(-234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5=( -657) 256 TOTAL LOAD = 42.0 PSF 5-11=( -51) 494 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 39'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 39'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 load duration tactor=1.6, f '( f 'f f 1' 1' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 - Q 7.00 4.0" 4 4`+f at\ M-5x6(5) M-5x6(8) 0.25" 0.25" 34077 1* M-3x8 /\11•0„M-1.5x3 2 6 Lo Lo M-3x8' e o M-5x8 0 r 1** 9 10 ( 11 **7 0 I _M-6x6 0.25" M-3x4 M-3x5 t oo ..3.50 3.50 • M-5x8(S) 12 12 y y y y y �' .� rpu 5-09 5-03-08 6-06-04 8-07-07 8-11-05 � (.961 .1, )' 6l L r6NGINE f05-09 5-03-08 24-01 9 l 35-01-08 444 782PE r'' JOB NAME : POLYGON NW PLAN 7-A NH - D2 /,,,,,,,, 6. f-'� '› Scale: 0.1739 .1�..._ WARNINGS: GENERAL NOTES, unless otherwise noted: (../* �j 4) 1.Bolder and erection contractor should be advised ofd General Notes 1.This design Is based only upon the parameters'imam and Is for an Individual rV OREGON vJ O Truss: D2 and Warning*berme consWctIon commence.. building component.Applicability of design parameter.and proper . - C}0 "' 1.S4 compression web bracing moat be metalled where shorn,. IncorpoMbn of component le the responsibility of the bolding designer. .a9 l 4^ G ✓ �� J.Additional temporary bractto insure stability during construdbn 2.O.Ypn assumes the lop end bottom chordto W laterally braced al 7 'l fill Y J is ms responsibility of the erector.Additional permanent bracing of 2'o c.and et 10 o c.rospsctNety Mess Mad throughout Mak length by DATE: 8/10/2015 the overal structure 4 me responsibility rthe buldin de co loped.sheathing such l b.dng rplywooe uir a wise,..and/or dryw.l(BC). • PAUL ` '�� o g sig^er� I.ZK Impart bridging or Moral bracing required where Mown++ �"7 L. SEQ.: K13 4 5 8 3 6 4.No load Mould be applied to any component until after al Mdng and 4.Installation of Inns is the rosporedbilty of the reapedNe contractoc faaeners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment. TRANS ID: LINK design bads be applied to any component. and are for^dry condition.of use. W G.Design assumes hG bearing at all supports shown.Shim or wedge if EXPIRES: �� � � � ��� 5.ComTrus Ms no control over and assumes no responsibility for the ^ess ', fabrication,handling.shipment and InetnisMlion of component.. 7.Design assumes adequate draineoe Is provided.5. August.l 10,2015 B.Thdesign h furnished sub1ect to the limitations M h tions sot forth by B.Plates shall on both faces of truss,and placed so their center TPIWFCA in SCSI.copies of which MAI be furnished upon request. Ines alndde with)oInt center linea. 9.0886.Indicate ale.of plate in Inches. Mrrek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate designvalues see ESR-1311.E08.l085(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1aBTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.aft, TCDL=4.2,BCOL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on ontinuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 '1 T 1' 11-08-09 5-10-03 5-10-03 11-08-09 1' T 1' T 1' 12 IIM-9x9 12 3 7.00 WHEN A FLAT BO 7 eOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY 0 * FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. to 0 2 4 0 ,` ` o J' 1 o o M-3x5( 5) o M-3x9 M-3x94y r c 17-06-12 y 17-06-12 co 4,5(..3 �' 4 LYA—, 1-00 35-01-08 t,,4 .. . t 89782PE c" JOB NAME : POLYGON NW PLAN 7—A NH — D3 a>:A._ :� � - Scale: 0.2314 WARNINGS: GENERAL NOTES, unless otherwhe notal (I OREGON j�N' -- Truss: D 3 i.Builder and erection contractor should be M Wamnps before construction mmeanceMtl of ail General Notes s. buntThis denga component.App blty of gn Is baud ontr upon the design parameters d proper rameters shown and is for an IM vldual y 4 {ZEIN V I Y�h� 2.Dt4 conpnssbn web bracing must be installed where shown 4. ncoryonlbn of component la the naponeMAlty of the Wilding deelgner. .e�� A l IG �,i fr 3.Additional temporary bracing to locate stability during construction 2.Desitin assumes site tap and bottom dohs to be latently braced et 7 "-7�' Y '`:7 �j,.. Is the responsibility of the arodor.Additional permanent bradng of P o.e.and al lilt o.c.respectively unless braced throughout Mair length by J V DATE: 8/10/2015 the overel structure laths responabWry of the Wilding da continuous Mastg or such as ac g reoodquired uir d where s seann ar drywaA(SC). • /'I { � elgner. 3.Dt Impss stone m lateral len bbi req t the ohne shown+a �"1 1.. SEQ.: K 13 4 5 8 3 7 4.No bad Should be applied b any component until after el bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time Mould any bade greater than 6.Design assumes trusses are to be used n a non-corrosive environment, design bads be applied to any component. end ere ler"dry condition"of use. �/�] p p q f�r].A/,ry TRANS I D: LINK s.CompuTrus hes no control over and assumes no responsibility ler the a.Des tin assumes Nil bearing al al wppods shown.Shim or wedge if EXPIRES. t 2/3 1/201 6 fabrication,handling,shipment end instalhtbn of components. 7.Design assumes adequate drainage is provided. AUgust 1 0,2015 S.This design Is furnished sub)ed b the limitations set forth by S.Plates shag healed led on both faces cf truss,and planed so their center TPUWTCA in SCSI,copies of which will be Unbind upon request. lines concede cont Joint center linea g.Digits indicate she of pleb In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values we ESR-7317,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8-(-225) 205 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 960 WEBS: 2x4 KDDF STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 983 TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T '1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 load duration factor=1.6, .1 f 1' f 1' f ' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 F77 M-4x6 ''7.00 4.0" 4 4S( M-5x6(S) -\1 M-5x6(5) 0,25" 0.25" 0 rc +e M-1"5x3 M-1.5x3 + +. \,. n N 0 0 ofr Kit 1 8 9 10 ..7 0 o -IM-3x5 M-3x4 0.25" M-3x4 M-3x5 0l M-5x8(S) 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 .1.• �C «.,�NE ���/©_. t� 4. 35-00 89782PE 7r JOB NAME : POLYGON NW PLAN 7-A NH D4 Scale: 0.1922 WARNINGS: GENERAL NOTES, unlessotherMse noted [/..s'.� 110 1.Bader and erection contractor should be advised ofd General Notes 1.This design N based only upon By parameters sown and N ler an Individual ,i. ✓ OREGON ''s Truss: D 4 and Warnings before conetrudbn commences. balding component.Applicability of design parameters and proper '`9,�rJI." e yfQ ,Zr 2.DM compression web bracing must M Installed where shown+. Incoryontlon of componaM is the neponelblky of the building deelpner. T.('1 (/t}e,.y Ab V v 3.Additional temporary bracing to Insure stability during condrucikm z Design assumes the lop and bottom drone to be latently braced at 7•y `l Jy J ` .<.,:v is the responsibility of the erecter.Additional permanent bracing of 7 o.a and et 1d o.c respectively unless braced throughout mak length by 1 ...- is DATE: 8/10/2015 IM everel structure is the responsibility f the building de continuous bridgingsheathing or Wen WenI b uinrequired Ater..orad/•r drywaA(BC). • .�/1 apo ty o rap racing. 3.28 impact sheath or such brednpplywoodahst where Mown.. A L SEQ.: K 13 4 5 8 3 8 4.No bad should be applied to any component until after all bracing and 4.Instaplhn of buss Is the responsibilty of the respective contractor. feetenen are complete and at no time should any bads greater then 5.Design assumes trusses aro to be used ina noncorrosive environment design bads be applied to any component. end ere for"dry condition"of use. y/p p 12/31/2016/'���j{ ry �+ TRANS ID: LINK8.Deeign assumes fid bearing at al supports shove.Shim or wedge if EXPIRES: 2/3 I/G O�V 5.CompeTme has no control over and assumes no responsibility ler the n cewry, fabrication,handling,shipment end installation of components. 7.DesIgn assumes adequate drainage N provided. August 1 O,2015 8.This su s design is furnished subject to the limitations set forth by 8.plates Mel be located on both faces ofns,Inand placed so their center TP(ANTCA In SCSI,wpbs of which+Al be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic ices �orpgat ds koMa design values see ESR-1311,ESA-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 POF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ B9H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). e Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" q 4 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 D system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, Z Truss designed for wind loads in the plane of the truss only. 0 ,ti 0 r"1 o t �1I 6�� 4 ��5 M-3x8 M-3x8 M-3x5 1 ,1 k 6-03-04 1-01-12 k ,1 l 1-00 6-05 l l 7-0s 8 782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - E1 / Scale: 0.5166 -•-•'-- .__ WARNINGS: GENERAL NOTES, unless°theorise noted Ki" 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown end ie for an Individual /j 9 OREGON Truss: E 1 and Wamings before construction commences. building componentApplicabany of design parameters and proper '... 11/0. If1, T Z responsibility Zed compression web bracing must be installed where shown+, incorporation of component la theresponsibilityof the building designer. , " y A iG V 3,Additional temporary bracing to insure stability during construction 2.Dsalgn assumes the fop and bottom drone to be laterally braced at 7 ^.'4 T J 7 e.e.end at 10 a.c.roapadNely unless brand throughouttheir length by PI Isms nsponNMlly of m.erector.Aadgbnal permanent bracing of continuous sheathkig such as*wood sheathing(TC)anabr drywal(BC). A 1 1 L ' DATE: 8/10/2015 the overall structure Is the roeponelblly of the building designer. 3.Zi impact bridging or Were'bracing required were shove w• r 1 fl l 1 SEQ.: K1345839 4.No toed should be applied to arty component until after all bradngand 4.Installationoftruss Is theresponsibility sibdly fthe respective noeconnvkorn. fasteners are complete and at no time should any loads greater than gin TRANS I D: LINK design loads be applied to any component. and are for^dry condition'of use. �/p L� l r�) /ry 6.Compu7rus hes no control over end assumes no responsibility for the 8.Design amino NI bearing et all supports drawn.Shim or wedge if EXE-I RES: 1.2 31/201 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. August 1 0,2015 8,This N design furnished subject to the limitations set forth by S.Plates anal be ase ted on both faun of Mos,and placed their center TPIMRCA In SCSI,copies of which will be furnished upon request. linea coincide with Joint anter knee. 9.Digits Indicate sl[e of pleb In Inches. MITek USA.Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 891i 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. 'COND. 2: DesiCn checked for net(-5 osf) uplift at 24 "no spec' g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 9.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f f 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, Truss designed for wind loads in the . A lane of the truss only. Y o oI 1.111 II ti 0 -.411M Mil 0 6.... 4 ��5 M-3x8 M-3x8 M-3x5 y l l 6-03-04 1-01-12 l l 1 1-00 6-05 y )' 7-0s yco NGN ,q`�/ 4 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - E2 0•-' /A Scale: 0.5166 - 00 WARNINGS: GENERAL NOTES, unless chemise noted C/ - 1.Bolder and erection contractor Mould be advised of al General Noes 1.This design Is based only upon the parameters shown and a for an InIlvidual "7 OREGON ~ Truss: E2 and Warnings before oonaructen commence.. bolding component.APWkaNIlty of design paramaent and proper f (i2 T' 2.2x4 compression web bracing must be healed where shown 4. incorporation of component a the responsibility of the building designer. +rf1• V A�` {�" V 3.Adddonel temporary bracing to here saNlity during ansiruden 2 Design assess Ihe top end bottom shone to be laterally braced et T "4 Y 1 J _y la the roepontlbllNy al the erecter.Additional permanent brodng of 7 o a end at 10 o.c.respectively unless braced throughout meg length by ,l continuous sheathing such as plywood Alred share and/or drywal(BC). r /I U L DATE: 8/10/2015 the overal structure la the rosponebllty of the balding designer. 3.74 Impact bridging or lateral bracing required share Mown,, ^ SEQ.: Ki3 4 5 8 4 0 4.Na load Mould ba appled to any component until alter al bracing and 4,Inat listen of truss is are a elMesa.erre sapasnee contractor. fasteners are complete end at no time should any loads greater than Design assumesto TRANS ID: LINK design bads be applied a any component, e.Desand ign for"thy condition. nn„ar 0t�nw ns Macaw.Shim midge yl� p 5.CampuTrue has no control over and assumes no responsibility for the neLry nee g s supports g EXPIRES:ES' 12/31/2016 fabrication.handling,shipment end Retaliation of components. 7. ry. Is 6.This design isheMshedwbfedathe limitations set anhby 8.Plaesnshalbelocaassumes tedonbo Ifacs.eDNvsss,andpacedentheirother August 10,2015 TPSWTCA In SCSI.copes of which w11 be furnished upon request. Ines coincide yeah Joint anter lines. es MITek USA,Inc./Com Trus Software 7.6.71L E o rnDigaIndlconnectorpeahin 55) W ( 1 9.For basic ate slot pate design vases as.ESR-1311,ESR-1 gBS(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-9=(-68) 60 2-4=(-142) 120 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. ICOND. 2: Design checked for not(-5 nsfl uplift at 24 "oc soarij,g. JT 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.9" Allowed = 0.132" MAX TL CREEP DEFL = -0.019" @ 3'- 4.9" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFT, = -0.000" @ 4'- 9.0" f 1 1' MAX HORIZ. TL DEFL = -0.000" @ 4'- 9.0" 12 Design conforms to main windforce-resisting 9.50 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads 3 in the plane of the truss only. M-1.5x3 1 Pr 0 co 0 0 I N 1 � I'�I 'YI illi M-3x8 M-3x8 M-3x4 l 1 l 3-05 1-01-12 l l l 1-00 3-06-12 l 4-06-12 ét NG N e,(',0 �` 89782PE r'' JOB NAME : POLYGON NW PLAN 7-A NH - E3 ..- -..-''..:1:7;' /� Scale: 0.5632 /' C1 ''- WARNINGS: GENERAL NOTES, unless otlanoea notedU. y Truss: E 3 and WamNps1.Balder and rebeebn construction commencesn contractor should be building of al General Notes buildi gThis sign is compomMaApptylleablllty of upon the d sign pararomoters meter.and proper wn and is for an i"a""a' ' 17 OREGON O REGON�o1r Q 2.2c4 compression web bndng must be Installed where Morn+. Incorporation of component la the responsibility of the building designer. +Q 3.Additional temporary bracing to Imus stability during construction 7 sc. Design assumes the tap ash bottom drama to be laterally bread at ti Y . Al Is the responsibility of the ander.Additional semen.,bracing of c.and al 1Q sc.nashen braced ashebraced throughout their length by VVV DATE: 8/10/2015 the evenl structure la the responsibility of the balding designer. 3.2s Impact bridging continuous sheathim lateral brasuch as drg requwoodiired"where Mevno+• drywa8 BC), AUL � SEQ.: Ki3 4 5 8 41 4.Ne lead should be applied to any component until after el bracing and 4.Installation of Wes is the responsibility of the reepadNa contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes toms.ere to be used in a non-cornava environment, design leads be tippled to any component. and are for"dry oontl"lon"or use. y �+ TRANS ID: LINK H.Design assume.AAM bearing at al support.siawn.Shim or wedge if EXPIRES 12/31/2016 5.CumpuTM Ms no control over and assumes no responsibility for the cost, fabrication,handling.shipment and inelslelen of components. 7.Dalin Caere..adequate drainage is prodded. August 10,2015 S.This design Is famished subject to the limitations eat forth by 8.Plates shad be bVince,boated on both faces ,and plead so their center TPEWTCA in SCSI,copies of which coil be furnished upon request. Ines coincide with joint center lines Wick Software 7.6.7(11.)-E B.Digits Indleate sloe of plate in Inches ek USA,Inc./Com Pu10.For MSc connector plate design values see ESR-t311,ESR-7888(141156) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22.- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. LOADING Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 )IM-4x4 12 7.00 p 3 Q 7.00 0 2 in 1 9'9 MIMI I nil 151 M-3x5(S) M-3x4 M-3x4 y y l 10-00 12-00 macO PROF�t. 1-00 22-00 C.:;, t �GINEF4) 'S'/e�... 444 'c` ,89782PE <" i JOB NAME : POLYGON NW PLAN 7—A NH — Fl - >�^>> Scale: 0.3307 r® / ,,,/ copBuldeer and erection contractor should be advised of al General Nates I.ThCsAd.Wgnis Eased my upon t parameters shown and Is for an individual A,J f IC.7 V I V > Truss: Fl and Warnings before construction commences. building component.Applicability',design parameters and proper ///- YZ� 2.2x4 compression web bracing must be Installed voters Mown•. Incorporation of component Is the respone@gtty of the bolding designer. A Pty . ,y G 3,Additanal temporary bracing to Insure stability during construction 2 Design assumes ms lop end bosom charts to be Wordy braced et r''l�! 1 J { W the responsibility f the erector.Additional prominent bradrq of 7 a.e.and N 17 c.c.reach..sly unless braced throughout their length by V W" M a P continuous s Bathing such as plywood Meeming(TC)endfor drywag(BC). P A.'+L DATE: 8/10/2015 the moral structure W the responsibility of the holding designer. 3.&Impact bridging or lateral bracing required where shown•• ur"1 V 1.. SEQ.: K1345842 4.Na bad should beepplledtoany component until after all bradngand 4.DSYlattenoomeawarhh.responsibility ryei�no pdriN.contractor.�a oonent. fasteners are complete and at no time Mould any bads greater than Did gre for"dry trusses re t use. TRANS I D: LINK design Dads be applied to any component. B.Design assumes MI beadng et al supports Mown.Shim or wedge iI n 5.CampanMenocontroloveraMessumesnoresponsiblMbrthe .,�ry. :EXPIRES: 12/31/2016. febricetion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 a.This design h furnished sublime to the limitations set forth by B.Plates Meg be located on both has of truss,and placed so their center TP WwrCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint venter Imes 9.Digits indicate sire of plate M inches. MITek USA.Inc./CompaTfus Software 7.6.6(11)-E 10.Far basic connector pier,design values see ESR-1311,ESR-1983(MITek) r This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2- 8=1-181) 1109 3- 8=1-299) 232 BC: 2x9 KDDF 4168TR SPACED 29.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=1-126) 521 WEBS: 2x9 KDDF STAND 3- 4=1-1195) 337 9- 6=(-207) 1085 4- 9=1-126) 521 LOADING 4- 5=1-1195) 337 9- 5=1-299) 232 TC LATERAL SUPPORT <= 12^OC. USN. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSI' 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSE' OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 1530 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 14'- 6.1^ Allowed= 1.059" MAX TL CREEP DEFL = -0.071" @ 19'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 23'- 0.0^ Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. T T T f f 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 7.00 9 0" load duration factor=1.6, 9 .0 Truss designed for wind loads in the plane of the truss only. IL M-1.5x3 M-1.5x3 3 N .411111111111111111111111111k41611111111111111O O 4 _.. rr v, 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 ) ) . l 7-05-14 - 7-00-05 7-05-14 t1 y 10-00 l 12-00 y �t�8EO PRQfirss J. Y y y IN NE ., it 1-00 22-00 1-00 c, ?i 444 4t` 89782PE ter' JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 'fr. r.WARNINGS: GENERAL NOTES, unless otherwise noted A/' / •/ `�"""" 1.Builder end erection contractor should be advised dell General Notes 1.This a&gn is bawd only upon the perometers shovel end h ler en IndAduet 9 RECON ryN Truss: F2 and Warnings before eontmetiun commences. building component.Applkablsly of design parameters and proper It j/''• y�,9 Q" 2.Dr4 compression web bradrg must be installed where Moon a Incorporation of component Is the responsibility or the building designer. ..07 V A a.� i r V 3.Additional hmperory bracing to insure stability dudnp construction 2.Design assumes the top end bottom chords to be Merest braced at 7 ''7T(`i A J Is me responsibility or the erector.Additional permanent bracing or 2'oh end et 1O o.e,raepecdwy unless braced throughout mak length by `� DATE: 8/10/2015 the overall structure h ms rewsnMlbA rine building a continuous stresintng such as plywood ahsemhp(TC)and/or dryeOI(BC). A PA ' +L ' 8Y o ng signer. 3.2,Impact bndging or lateral bracing required where sown he r"7 U SEQ.: K1345843 4.No load should be applied to any component anti after all bracing end 4.Inatelallon of truss h the n.to be uey of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be uwd In a non-corrosive environment, TRANS ID: LINK design loads be applied to anyoomposent. and are for"dry condition.of un. 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes NI Marino et coil supports show,,.Shim or wedge If EXPIRES: . neaawry. fabrication,handling,Mimed and kwhileaon or components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 8.This.design h furnished subject to the limitations set b l forth by 8,Plates shall be aw ted on both faces of truss,and pieced their center TP6 1 CA In 8c51,cepgs of which will be furnished upon request, Nes coincide with joint center Iles B.MITek USA,Inc./CompuTrus Software 7.6.6(1L).E 10.Diggsobeakcconnector Mf ate Inch• pia sign values we ESR-7377,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2599 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 970 6-12=( -536) 2594 WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 RODE #2 B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2339) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA �r ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF r( 625) 9" oc in 1 row(s) throughout 2x9 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, ICONS. 2: D.....tee.-...... 11� .�._.aa._. 1.....,:_. ..-z '.. g. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed= 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms 11-00 11-00 ,, system and compnentsrandreladdingrcriteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f f ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load , 12 12 Trussduration designedfforowind 6l loads 7.00 17IIM-6x6 Q 7.00 in the plane of the truss only. 6.0" 4 ...e7_,....( ENS M-3x6 24-3x6 M-3x6 M-3x6 2 6 ir 14...:,;.. M-6X10M-6x10 o �Ld V An'. iii �n R L'a� o d CYST® NIN ®iiiiiiikW o 1- 8 9 10 11 12 ."7 o o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 =M-8x8(0) y 4-02 y 3-03-04 y 3-06-12 y 3-06-12 y 3-03-04 y 4-02 tiR�� P R OFS y 22-00 c2 . GIN a /5) �f09 89782PE ft JOB NAME : POLYGON NW PLAN 7-A NH - F3 - 7 '--[ - '' ' r%r Scale: 0.2911 . c - ----. WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Bolder and eredbn contractor Mould be advised of di General Notes 1.This design is based only upon the diameters Mown and is for en individual l' OREGON dam. Truss: F3 and Warnings before construction commences. building component.Applicability of design parameter.and proper / YR 2.2v4 compression web bradng mud be installed where Mown«. Incorporation of component Is be reepondblly of the building designer. 1:9C,f 4 Z.y y. V 3.Additional temporary bracing to insure stability during construction 2 Design assumes IM lop end bottom chords to M Mlsnly bread N Fl a'1 t is the repssdblRy of be erector.Additional permanent b,edng at 7 o.e.and et e.a c.r,onh a.ay unless braced throughout cock length by VS continuous sheathing such as plynood shes ear.,.)andlor dryvAl(BC). A..1 1 L �' DATE: 8/10/2015 Ihe wend structure Is the responsibility of the building designer. 3.2e Immo!bridging or Wend bracing required Mwe Mown«« r"1 Ir/.4. SEQ.: Ki3 4 5 8 4 4 4.No load Mould be applied to aro'component Intl after el bredng and 4.Installation of truss isthe responsibility are spo MMueyyof ff the 'impactive contractor. 0 tractonmanl. fasteners are complete and at no time should any pads greater than Dodge sound. design loads be applied to any cornponent. and are for"dry condition.of use. TRANS I D: LINK 5.CompuTM nes no control over and assumes no responsibility form. 8.Design assumes Nil touring at.l supports Mown.Shim or wedge g EXPIRES: 12/31/2016 neasss, fabrication,handing,shipment and Installation of component.. T.Design assumes adequate drainage h provided. August 1 0,2015 8.TM*design Is furnished alibied to me limitations sat forth by 8.Fides shall M located on bob fame of Omsk and plead eo their anter TPOWTCA in SCSI,copies of whbh coli be furnished upon request. Ines coincide with lolnt anter Ines 9.Nits Indicate size of pleb In inches. MITek USA.lnc.lCofnpUTrle Software 7.6.6(1L)-E 10.For basic connector plata design values see 908-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF f116BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net)-5_ait) uplift at 24 "oc soacihg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f ' 1' 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ,( f ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-4x6 End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. lL :',“ M-1.5x3 M-1.5x3 3 5 \ / M fr) O O c 1 1'I - EIS '..!....6 f- 8 9 6 c, M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y l l l 7-06-03 6-11-11 7-06-03 R p pre c y 10-00 y )-12-00 ti N rnv 4s i- prey 22-00 i-prey 0 r.,� ENGIN��rR '/0 ` 9 ,89782PE r' JOB NAME : POLYGON NW PLAN 7-A NH - G1 - / > ,.:--7 Scale: 0.2557 "' " / ` -......._ ..... WARNINGS: GENERAL NOTES, unless otherwise noted' C..' 1.Builder and erection ceMrador should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 9OREGON '°' Truss: G1 and Warning.before conetinw7bn commences bolding component.Applicability or design parameters and proper ff. p 2.Sn4 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the budding designer. .4it A a."y A r i,"- 3 Additional temporary bracing to Insure etebllky during conNrent: Z.Design assumes the top and bottom drams to be Warmly braced at 7 '-7/`f J {}Y_ Is me responsibility of the erector.Additional permanent bracing of 2 pace end at 10 ex.roepeclvey ad...braced throughout their length by � T DATE: 8/10/2015 the overal structure is me responsibility of the building designer. 3.25 Impag bridging sheathing lateral rr es brad bracing red M roGMo m drywel(ec). SEQ.: El3 4 5 8 4 5 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respeclve contractor. Nataners an complete and.t no time should any beds greater than 5.Design assume.trusses ere to be used In e noncorrosive environment, TRANS ID: LINK design loads he applied to any component. end are for"dry condition"of use. 5.CompuTna has no control over end assumes no rssponsiblly ler the B.Design assumes kA bearing al el wpporh shown.8mm or wadga if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necouey. 7.Pe.Ion assumes adequate drainage le provided. August 10,2015 6.This design furnished m n aniahad subject e limitations get forth by S.Plates shall N be Naiad l ad on both feces *G es of buss,and placed 0 their center TPW,'lCA In SCSI,copies of width all be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate sbe of plata In Inches. MITek USA.Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connectorate p design values sea ESR-1311.E5649138(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING7-10, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), closed,2 .0, ASCE WFRS BC LATERAL SUPPORT <= 12^OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 I 12 IIM-9x4 12 6.00 Q 6.00 3 4 r) M 2 :LI 1o l I o M-3x5(5) M M-3x4 —3x9 k 1 ,• 10-00 12-00 y y co ..1-0o 22-00 `c, �\yGIN�'R cSre��. 89782PE r JOB NAME : POLYGON NW PLAN 7—A NH — GGE -'� Scale: 0.3682 ' r/ 'F WARNINGS: GENERAL NOTES, unlessotherMse noted: 1"a. OREGON YJ 1.Builder and erection contractor Mould be advised of 51 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 OREGO'Y �e5 Truss: GGE end Warnings before construction commences. balding component.Applicability of design parameters and proper f 2.2a4 compression web bracing must be'Walled where shove w. Incorporation of component is the responsibility of the building designer. +"� �e.[y v. A b f. S 3.Additional temporary bracing to Insure etebilly during construction 2 o n,and St ID o n.lop end bottom Mohs to be Wordy braced at a'7 ! _t5(r Ie Me responsibility of the erector.Additional permanent basing of 2'o.c.and at es o.c.reepect5ply unless braced throughout their length by �{ continuous ehealhing such as plywood sheathlrp(TC)and/or arywal(BC). r-A U L. �" DATE: 8/10/2015 the overall structure Is the responsibility of the buldng designer. 3.Dr Impact bridging or labral bracing required where Mown 5+ SEQ.: K1345846 4.No bed ehoaldbeapplied to any component until Seerall bracing end 4. leto ooffP Is be used ithnrao�toe•tre arment, fasteners are compete end et no time ehoold any beds greater thenDesign TRANS ID' LINK design toads beappbdtoany component. Design aagn seesor"dry condition"getal wedge c s.CompuTrus has no control over and assumes no responsibility ler the 6.ap assumes tun bearing at a1 supports Mown.shim or we if EXPIRES:. 12/73.1/2014. y, G W7 G V rabrbstbn,handling.shipment andation of components. .Design assumes adequate drainage is provided. August 10,2015 8.This furnished design isfurnishedd subject to thea limitations 8 lons xt forth by 8.Plates shell be located on both faces of truss,end placed x their center TPVINTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Dlpls indicate size of plate in inches. Mtiek USA.Inc.)CompuTrus Software 7.6.7(1L).E 10.For basic connector pate design values see ESR-7311.ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacitg. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFAS, TOTAL LOAD = 42.0 PSF interior zone, load duration factor=l.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 1 T T 12 4.00 v M-1.5x3 3 —, 0 a M 2 0 Lo —..elldillIllIllIl 31) ,-1 ro M-2.5x4 M-145x3 l l l 1-00 2-11 ,„<<-?' 0 P R OFk. s • cok:= GIN �c'4 �0 `t- 89782PE sr` JOB NAME : POLYGON NW PLAN 7-A NH - H1 /,,. -7,4 .,_-:.1-3-. scale: 0.7180 WARNINGS: GENERAL NOTES, unless otherwise noted (,.I "1 1.Builder and erection cenbedor should be advised dell General Notes 1.TM.design I.based only upon the perimeters shown and Is for an Individual 1' OR EGOr8 '•• � Truss: H1 end Wampollinators before construction commence.. building component.Applicability or design end proper (y 2.2o4 compression web Magog must be Installed where.how„. Incurporstlen of component 1s the responsibility of the building designer. � �}a„ r V �, 3.Additional temporary bracing to insure stability dump construction 2.Design assumes the top and bottom chords to be NNW),Mead et '1/`f J Is the responsibility of the arodm.Addidonal permanent bracing of 7 e e.and N sheathing o e ra.p.dwey udase bread throughout(hair lenph by ` DATE: 8/10/2 015 the overall structure la the responsibility of the buidl mDr imp ct rIingen such lateral b acing rplywooe iced where a and/or dryvnl(BC). �” JI t \ ng signer. 3.In Impel bodging or the bracing required the whpe Nnwn contractor.0 0 f"'1 L SEQ.: K1395847 4.Nomea.hoedbe eenteli no timponsm unty badligea.dnhand 4.D ignllenoftmssbtin am to aMof Meon-corals evbso, fasteners ars complete and Cl no time should any lovae greater than 5.Design e.wmee trusses are m be used In.rroncorrostvs environment. TRANS I D: LINK design dem be applied to any component. and are for"dry condition of use. 5.CompTrus hes no control over and assumes no reaponsIMlty forts s.Design assumes full hearing et e�supports shown.shim or wedge a EXPIRES: 12/31/2016 fabrication.handling,shipment end installation of components. .sery. T.Design assumes eaed drainage I.prodded. August 10,2015 S.TMs design b fomlstrod sulked to the IlmNatbns set forth by S.pleles shale be Mated on both faces of trues,and placed se their center TPWWCA In SCSI,copies of which wG be furnished upon requestt lines coincide with Mint canter Ides. uTrua Software 7.6.4 1L E O.Digits Indicate.ie of plate In Inches. MITek USA,Inc./Com P ( )- 10.For bests connector plate design value.see E8R-1311,ESR-1895(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 POP 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JI 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 L LL = 25 PSF Ground Snow (Pg) I VONi7. 2: Design checked for net(-5 osfl uplift at 24 "oc soaciPg• LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -I Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, lir Truss designed for wind loads in the plane of the truss only. 0n I r 0 L.,, ,,-- 'O t m II 4 _ o f i\ 3 '` M-3x8 M-3x6 1 1 3-00 ,O PROF 1 y 4-00 rr`Acj MAGI yEk. 'fes 'PROVIDE FULL BEARING;Sts:4,3,2 I `.v �. " p9782PE r JOB NAME : POLYGON NW PLAN 7-A NH - H2 "--1--' ,%% Scale: 0.9459 (- WARNINGS: GENERAL NOTES, unless othensse noted GI +) 1.Builder and erection contractor should be advhed of ell General Notes 1.This design Is based only upon the parameters Moven and is for en Indiedusl -q OREGON Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper i/' ,20 4Z.+6, 2.204 compression web bradng must be Installed where shown•. Incorporetbn of component Is the responsibility of the building designer. nc9 VA } J.Additional temporary basing to hour.stability during construction 2 Design assumes the top end bottom some to a Wendy braced at7 tel *Y '{ _i y h the responsibility of N.erector.Additional permanent bracing of Z ntinuouasiheats hingnsuch as lywood sheathing(TCpectively unless braced )and/s,d,drywe BChout their length). vl DATE: 8/10/2015 the°verse structure h the responsibility of the building design,. 3.bImpact bridging or intent bracing required where show)n O '4 U;.... SEQ.: Ki3 4 5 8 4 8 4.No bad should be applied to any component until after al bradng and 4.Installation of inn.Is the reaponsibllty of the reaped!.contractor. fasteners are complete and at no time should any loads plater than 5,Design assumes trusses ere to be used In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and an for"drycondition.of use. y �i 12/31/2016 J l ry/{ w 5.CompuTrus has no control over and assumes no responsibility forth. 8.Design assumes lull bearing al all wpp0 shown.Shim or wedge If EY1 P IBES: 1 2/3 1/L V i V. necessary. + fabrication,handling.shipment and Retaliation of components. 7.Design assumes adequate drainage is provided. August.I 10,2015 6.This design Is furnished subject to the limitations eel forth by S.Plates eha1 be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be Nmished upon request. Ines aindde with joint anter lines. MITek USA,Inc./Com Trus Software 7.6.6 11 e•ForDigbats ndate eta of plate m lanae. Pu ( 1.For taint ate size plate design values see E58-1311.ESR-198S(MITek)