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Plans (72) MS 1 tip - C,wt-'r ,C)-- k--\ \• ikn x,(N, 4\\,./L' A 0 CONFORMS TO DESIGN CONCEPT J ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING-REVISE&RESUBMIT 341-0" THIS s:0..-DRAW-N,7 HAS SEEN REVIEWED FOR GENERAL CONFORMANCE WOE DESIGN C'NC ONLY AND DC/ES IL:.' REEVE THE 1 /A°RICF Rf EN00 "RESPONSIBILITY F ONFOPJF.PN E WITH DESMON DRAWINGS 5 IF ATOA R 1J. IC BL .DES.ALL WH Ty HAVE Pk OP..1 'Ek.h 3._10 P,At':JG By David R Burnett Date 10/28/14 I' MI1BRANDT ARCHITECTS _ • 1 1 B F / �� CONFORMS TO DESIGN CONCEPT J ❑ CONFORMS TO DESIGN CONCEPT IIIIIT --- --– REVISIONS AS SHOWN – -- j' — — ❑ NON-CONFORMING HAS BEEN REVISE AND F'.ESlEMIT /NE/ :NIB BHCF,RASING,NAS BEEN REYIRED FOR GENERAL CO FOR3ABGE Ar------------ 81TH THE DEVEiD DOME?T D4 Y CVD MES d0T(WAE "H —_—. 9:12 —_--_— DESIGN 0 a FESFO100TI_STY LLF.FON OFF HE R'PRI THE — OE3IG4!C?A�ItiiB AND SPECSEiCATIO4"u ALL OF tkiSCf.H.4 E PRIORITY IIC/ER;NIS SHCA CAAS.9t, CONTRACTOR SHALL VERIFY A L DIMENSIONS, _. .. ..... .. 1.- t ..- By: Todd R.Eatok Data:October 30,2014 Cl CT ENG[NEERING INC , , , .., . _ ////, // -- C3X C4 , 8'-8". O ._ ._. _.. _. --ate 9.19 . (7) in M C5 CA 9:12 .. .... .._ .. .,.. _. .... .. M CD Co 'cit- Nt' He 2-2 _.. S,1 1221 ►us26 SJ --- X2(2 1411111iLc.:4 . SJ3 SJ.--- �, 4S26 . 2 A , ►u 1 " pOPF:5 , 4 I1 v I,\ N ...... O 4, P W ip.i. t j CO d 1 . GARAGE 1 , , 14'-9" I 11'-6' I- 8'-111/2" I 13'-6112" 34'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/27/14 PLACEMENTNLY.REFER TO OTRUSS CALCULATIONS AND ENGINEERED STRUCTURAL a I PROJECT TITLE: REVISION-1: DRAWINGSNER/EFOR ALL FURTHER 3410-D INFORMATION.BUILDING DES RESPONSIBLE FOR EEROF RECORD PLAN: DRAWN BY: REVISION-2: TOSPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3410-D NH / D NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO Cit i U REVIEW AND APPROVE OF ALL :� COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. g GARAGE LEFT 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. .ir I I:CONFORMS TO DESIGN CONCEPT •. to. CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH "REVISIONS NOTED Eil CONFORMS TO DESIGN CONCEPT WITH 0 NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN Eil NON-CONFORMING-REVISE AND RESUBMIT 341-0" ri.s S4-P:NM.NS-:•,.:,tlf-24,,,,Ef•J:K-P.GL,clik:C01,1,YANCE .4"r. DEtliCA CONCu-7 ON-1' SIC Doe, %di ALLAvL 101 cAo-ciii,k,41E',. ,2'_,.,-.E.:1,:),',I. •i,?f:GO.if-e,M.2.,cr.,V"i"LEP.. 'tIS HOF CBAWING dAS GEES REVIEWS FOR GEHERAL COIFORMAKE oveLALLLs R.EL1,010/.,AHD k.0111.001E CO,Ee•,Il,k,rFtl-4°..E WIT.-LE DES WNW,CNIv ANS SO ES NOT RELIEVE "HE PR.revir,,:vi,i"I-S:,,C.Z,,,,,,N Y3 FAERICA"GR/YEGOOR OR REIFONSIEILITe FOP CO5OR15N1 ETH THE By David R Burnett Cats 10/28/14 DESIGN ORMINGS ARC SPECIFICATIONS ALL C=&HIGH HOSE PRICRITY OVER"t:S.SAGE DRAWING. GONTRACTO GAALL VERIFY ALL DIBENSIOAS. MILBRANDT ARCHITECTS Ey. Todd R.Eaton Data:October 30,2014 CT ENGINEERING INC ...L. 2. !I. . .1, a • ., ). 4 / 11 i d,, ,,140000 A or ippr 4 ,or i 4 ,...._ , c2x ciX llIl '4' .__,, CV I- if-tr 1 C4 > A C5 b • 43 Wu --- . C5 N - v . 9:12 C4 . 02 c? * C3 4 pi? a 411.141::.,, ,, • . =2 II I I I SJ3 • ;1 1 SJ2 4 I i Cii:7.. .... ....... . mai MINIICIErla ri ,., ,,:........ ,.. .,: It r 4 amizir.lifinii _, ....... .............. mini 1r li III ,, NidgiN , .,.. B. mu Ea am R-2 i:my 1:12 . eti Il•I I Z- nr 10 . 1421-, 5 kj .... ']..111IF m• IN MINI - . i . to .i IP 4. GARAGE I- 14141 13'-61/2' I 8'-11112' 3 -I- 11'-6" 4'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND 4 ENGINEERED STRUCTURAL ill PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER dm 3410-D INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD 10 RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3410-D NH / D NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL at T R LISS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE RIGHT 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. llU I 11 I1 IIIIIIIII111 I1II 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951)273-0040 Transaction ID: 411152 TO: PACIFIC LUMBER & TRUSS DATE: 10/27/2014 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 40 0 6097668-6097707 3410-D2 -3410-D 9/12 Transmittal Notes: Design Notes: FTP:411152.zip 10/27/2014 3:16:01 PM Page 1 1111IIIIII' This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1499) 396 1- 5=(-239) 1093 5- 2=( 0) 279 BC: 2x4 KDDF #1&BTR 2- 3=(-1093) 364 5- 6=(-242) 1089 5- 3=(-42) 55 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1502) 394 6- 4=(-238) 1095 3- 6=( 0) 274 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" v BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" v LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -246/ 1175V -93/ 93H 5.50" 1.88 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C DON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 14'- 9.0" -246/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.029" @ 8'- 9.0" Allowed = 0.692" M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.054" @ 8'- 9.0" Allowed = 0.922" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.019" @ 14'- 3.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 2-09 10 5-11-11 load duration factor=l.6, 320# 320# Truss designed for wind loads in the plane of the truss only. I 12 12 9.00 1/ M-4x62 3M-5x6 NI 9.00 0 -4 l..0 0 I , ik 0 / o �� U 4 /� 0 -57 1 5 6 4 ,/�` of M-3x4 M-3x4 M-1.5x3 M-3x4 o difijj • y 1, y y 0 OREGON 5-09-11 3-03-07 5-07-15 -374. gyp. A, 14-09RRiI�-$ JOB NAME : 3410-D 9/12 - AlEXPIRES:12/31/2015 Scale: 1/4" WARNINGS: GENERAL NOTES,unless otherwise noted: c39,RLLL 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual iA$ `'�,. Truss: Al and Warnings before construction commences, building component.Applicability of design parameters end proper oY r ,T 2.204 compression web bredndmust be installed where shown v. Incorporation of component is the responsibiity of the building designer. 11;t: :°:11;::::: {" ,==- {� 'Cf' DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 is, �* 13 r 2'o.c.and at 10'o,c,respectively unless braced throughout their length by X„ t�.+,, C,3 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC), _ DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. & L �, ---y. SEQ. : 6097668 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS l D: 41115 2 5.CompuTrus has no control otter and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1398 necessary. �Ct� fabrication,handling,shipment and Installation of components. 7. necessary. ss assumes adequate drainage is provided. IC' �'t$'T rtl'+' 6.This design is furnished subj4ct to the ImItations set forth by 8.Plates shall be located on both faces of truss,end placed so their center s VIII II I II III IIIIII I I I I III IIII IIII TPIIWTCA in BCS',copies o�which will be furnished upon request. lines coincide with Joint center inns, (}N'ALO 9.Digits Indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1638) 478 1-6=(-336) 1213 2-6=(-297) 203 BC: 2x4 KDDF #1&BTR 2-3=(-1428) 429 6-5=(-336) 1213 6-3=( -40) 705 WEBS: 2x4 KDDF STAND LOADING 3-4=(-1428) 429 6-4=(-297) 203 LL = 25 PSF Ground Snow (Pg) 4-5=(-1638) 478 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" v BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -I Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" v LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, inc 0'- 0.0" -268/ 1256V -122/ 122H 5.50" 2.01 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesTC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6' 0.0" 14'- 9.0" -268/ 1256V 0/ OH 5.50" 2.01 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.026" @ 7'- 4.5" Allowed = 0.692" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.050" @ 7'- 4.5" Allowed = 0.922" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.014" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.021" @ 14'- 3.5" 7-04-08 7-04-08 DESIGN ASSUMES MOISTURE CONTENT DOES 'I T T NOT EXCEED 19% AT TIME OF MANUFACTURE. 3-09-09 3-06-15 3-06-15 3-09-09 Design conforms to main windforce-resisting system and components and cladding criteria. T T ,320#f +320# '1 T Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, 9.00 V .j 9.00 Truss designed for wind loads in the plane of the truss only. 4.0" 3 / �r 1.5x3 Ahi O PRO,OPE0 411111111r �' ice °" 'fir!'- +/�'A ` 1 - 6 '5 o' M-3x4 M-3x8 M-3x4 0 ��Q� 7 N OREGON �w P J' .0 J, ' ' . J, 7-04-08 7-04-08 y JOB NAME : 3410-D 9/12 - A2 14-09 EXPIRES:12/31/2015 Scale: 1/4" WARNINGS: GENERAL NOTES,unless otherwise noted: 1 R8LL,, y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual X11.$ ''`'�• Truss• A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 (�� j j. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. Q" /- o tl' 2.Design assumes the top and bottom chords to be laterally braced at S,l /f 11 .h 0 3.Additional temporary bracing to insure stability during construction v, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by {y {k;, O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �^"c DATE• 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. f, � _-.a. SEQ. : 6097669 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r, design loads be applied to any component, and are for"dry condition"of use. ,„'` 'i, �s{ TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ii f^ IlL 4,,,51 398,0 4 fabrication,handling,shipment and Installation of components. necessary. t� ^(5 ,I', 7.Designlaesassumes adequated drainage Is rovis, e4 /8'['>«, .w�' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces oftruss,and placed so their center 'Y" 111111 II II 1IIII IIII(IIII VIII IIII III IIII TPINYfCA In SCSI,copies of which will be furnished upon request. Digit coincide with jointfpate nr che. �Sz�NAL G 9.Digits onside size of inplateetinches.. MiTek USA,ice./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) INN IIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1838) 373 1-5=(-358) 1349 5-2=( -302) 1607 4-7=(-1465) 345 BC: 2x6 KDDF #1&BTR SPACED 24,0" O.C. 2-3=( -491) 139 5-6=(-351) 1315 2-6=(-1287) 337 WEBS: 2x4 KDDF STAND 3-4=( -343) 134 6-7=( -84) 133 6-3=( -62) 293 I LOADING 6-4=( -339) 1447 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -288/ 1431V -95/ 187H 5.50" 2.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -384/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.017" @ 3'- 6.2" Allowed = 0.354" M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.053" @ 3'- 6.2" Allowed = 0.472" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.007" @ 7'- 10.2" 6-11-11 1-00-05 DESIGN ASSUMES MOISTURE CONTENT DOES T 1' . NOT EXCEED 19% AT TIME OF MANUFACTURE. 3-07-15 3-03-12 1-00-05 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-4x. =M-6x6 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 V 3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ACS -/ load duration factor=l.6, G )fie Truss designed for wind loads in the plane of the truss only. M-3x6 2 -1 I l01 co CD 0 1 i co ofAN NNW Ca (j/INS/ 4' f- 0 1 ®��_ 7 4,�� HCl f 7t �y o M-3x4 M-3x8 7:1M-8x8 it M-1.5x3 -92•®PE r" 4,175# ,620# j, 620 , , ,r "'IP 3-06-03 3-01-11 1-04-01 7, ,OREGON 1 tt, 8-00 Q P. 14 V P JOB NAME . 3410-D 9/12 - A GIRDEXPIRES:12/31/2015 Scale: 0.2966 WARNINGS: GENERAL NOTES,unless otherwise noted: , RR'.LZ,4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual p wAs1,1,1,�. Truss: A GIRD and Warnings before constrUction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibtty of the building designer. a{" C;'r 'd 2.Design assumes the top and bottom chords to be laterally braced at %., `i 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced their length by t;� ;�;1; f7 DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracing of Y., 7" Po tycontinuous sheathing such as plywood s braced throughout end/or d it len th b """ DATE: 10/27/2014 the overall structure is the repponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown"-i- 4. 7,. " 4.No load should be appked to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. SEQ. : 6097670 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4fy r�',,.a design loads be applied to any component. and are for"dry condition"of use. �s 4 a, TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .,"' .'r 51398 necessary. , fabrication,handling,shipmgqnt and Installation of components. 7.Design assumes adequate drainage is provided. p� C.�ST1V 6.This design Is furnished subljed to the limitations set forth by 8.Plates shall be located on both faces o truss,and placed so their center TPI/WTCA in BCSI,copies dddf which will be furnished upon request lines coincide with joint center tines. 4V/0 I NAL C� 111111111111111111 9.Digits incicote eco of ateid in Incvas. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' 111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 51 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 296V -19/ 73H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.095" 'I' T MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.143" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.00 V MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. I Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 Iload duration factor=1.6, onTruss designed for wind loads o/- 64 in the plane of the truss only. 0-) drAMI11.1111.1.111=11.1.1.1.111 00 o to/- 21 ►t4 1 'PROVIDE FULL BEARING;Jts:2,3,4' 792SSPE, 1-00 6-00 ,alp �i` r.. ,e OREGON�� 4, <Q '47/' 14 • ill , 2,a p4 16 JOB NAME : 3410-D 9/12 - AJ1EXPIRES:12/31/2015 Scale: 0.6272 WARNINGS: GENERAL NOTES,unless otherwise noted: tolkitILL.4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �•� „�'WASj . Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parametersand proper O 471, T 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibdtty of the building designer. .T. �'Qf l'i? 'C�' 3.Additional temporary bracing to Insure stad&ty during construction 2.Design assumes the top and bottom chords to be laterally braced at 'w ." �, DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by Fv tua Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). °"""'1 DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i" 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6097671 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 44 T and are for"dry condition'of use. ✓:'+y' 4 ° design loads be applied to any component. 6.Design assumes full bearingat all supports shown.Shim or wedge if + 519 TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the g PP g "1'' + 4 necessary. (� fj , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. wt , 4T� 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CS 11111111111111111101111111 TPIANlCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint in nche. S4 �A3 9.Digits oncde size of tplate etoinches.lin . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2-3=(-86) 73 WEBS: 2x4 DF STAND �� LOADING TC LATERAL SUPPORT <= 12"OC. UON. ,LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 347V -37/ 119H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -118/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T f MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.2" Allowed = 0.263" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 9.00 I/ 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" �7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting uo system and components and cladding criteria. d" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cp I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c'-1 load duration factor=l.6, M-3x5 Truss designed for wind loads in the plane of the truss only. co 1 A 1 cp 1 /- 2>-'° ><'4 ‘4,G ,o,„ ,, e • -/.0147111rY ` '92.*PE �'r. ,1 y y .11 "" 1-00 6-00 '' ", "• a [PROVIDE FULL BEARING;Jts:2,3,4[ 7I- q_OREGON, A. <©7A' 14 2.Q P4 'y RRSI. ' JOB NAME : 3410-D 9/12 - AJ2 EXPIRES:12/31/2015 Scale: 0.5391 WARNINGS: GENERAL NOTES,unless otherwise noted: ,RRILL,, ti 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w�.$ 'Q}- Truss• AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 0' 41 -1,l• 2.2x4 compression web bradng'must be installed where shown,. incorporation of component is the responsibility of the building designer. "p' S, 0 'C;' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .�} y('4 w J^ r DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ply ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). G,.1..-- ''' 0. '�• DATE: 10/27/2014 the overall structure is the res,onsibllity of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to a}ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t t,( � .i, SEQ. : 6097672 fasteners are complete and atno lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"drycondition"of use. 5.� " design loads be applied to any component.TRANS =+' ""�. ' I D: 411152 5.CompuTrus has no control ovtir and assumes no responsibility for the 6.ne eg a ssumes full bearing at all supports shown,Shim or wedge if 51398 ��J fabrication,handling,shipment and installation of components. 7,Design sumes adequate drainage is provided. 04, `�4'r�rs .NSA' 6.This design is furnished sub)ed to the limitations set forth by 6,Plates shall be located on both faces of truss,and placed so their center 4.' III I I II II I I VIII I III III III III TPI WTCA In BCS/,copies of which will be furnished upon request nes coincidedicatwith joint centernches. f1.+� �5 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTr6s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) !i III I VIII( This design prepared from computer input by , PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-130) 102 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 166H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -96/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.136" @ 3'- 7.2" Allowed = 0.430" 5-11-11 MAX TC PANEL TL DEFL = -0.118" @ 3'- 4.8" Allowed = 0.645" f T 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0 9.00 2 , DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. in Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads `r' in the plane of the truss only. ro O I 40 M-3x5 *FP .yGIN1 / •9200PE Ale!"..„,--- • i1-00 6-00 A_OREG� � L14 �(PROVIDE FULL BEARING;Jts:2,9,3 / � R� JOB NAME : 3410-D 9/12 - AJ3 EXPIRES: 12/31/2015 Scale: 0.4669 WARNINGS: GENERAL NOTES,unless otherwise noted: tf' ,jZ.Rfl.,�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C�' � .Q Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters end proper � ij , 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 1- 4o 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction Q �, Av, �' ''{, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,q, vk 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(6C). DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. M b ii+..^ SEQ. : 6097673 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f ,. '-W"`' design loads be applied to any component. and are for"dry condition"of use. 0: }�r�' TRANS I D: 4 2 6.Design assumes full bearing at all supports shown.Shim or wedge if 51396 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,�y4-47 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. (07STIi 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,andplaced so their center III I I II VIII II I VIII II I VIII(III III TPINYiCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. X40 AL � 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 11111 111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 172 WEBS: 2x4 DF STAND '.. 3-4=(-102) 47 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 377V -67/ 197H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: 5'- 11.2" -212/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) M,M20HS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.065" @ 2'- 9.2" Allowed = 0.432" /1.1 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.648" 12 IMAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 9.00 V MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 1-4 system and components and cladding criteria. 1 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (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. 01 l /-s AQ` PRQ QtS' M-3x6 '92.OPE fir` y y y yOREGON 1-00 6-00 1-03-07 -7 A PROVIDE FULL BEARING;Jts:2,5,3,41 iia p4- 14, ti...� JOB NAME : 3410-D 9/12 - AJ4EXPIRES:12131/2015 Scale: 0.4394 c WARNINGS: GENERAL NOTES,unless otherwise noted: C cur RILL 1.Builder and erection contra r should be advised of all General Notes 1.This design is based only upon the parameters shown and is for individual ~S ©,Y vn.Si ` -F� . Truss: AJ 4 and Warnings before const ction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. �" (v 6-. 2.204 compression web bredn must be Installed where shown+. `4 f .� 2.Design assumes the top and bottom chords c be braced at 'Q r(+ f. DES. BY. B S 3.Additional temporarybradthe to Insure sonal permanent during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :3'..„,...,., d is the responsibility of the er clot.Additional bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , W '� DATE: 10/27/2014 the overall structure is the r ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' ?,1I} 4.No load should be applied t any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. /T -( ,,:,„, "'""A SEQ. : 6097674 fasteners are complete and t no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,Di.. ' A .M" TRANS I D: 411152 design loads be applied to a y component. Wet and are for"dry condition"of use. S ✓:m:F 5.CompuTrus has no control er and assumes no responsibility for the ace sa assumes full bearing at all supports shown.Shim or wedge if „ $134 C fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 9 4UASTe 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center if CI III II II II VIII III I VIII i III VIII IIII IIII TPINJfCA in BCSI,copies of which will be furnished upon request. git coincideintwith Joint tecenter liche. Sr' NPaL 9.Digits indicate size of plate In inches. MiTek USA,InC./CorllpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ILIIMAI This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2- 9=(-522) 2756 3- 9=( -109) 268 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3688) 749 9-10=(-385) 2409 9- 4=( -235) 1255 WEBS: 2x4 KDDF STAND 3- 4=(-3573) 758 10- 8=(-321) 1829 9- 5=( -204) 902 LOADING 4- 5=(-2823) 642 5-10=(-1142) 301 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1799) 406 6-10=( -204) 1100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2318) 470 10- 7=( -145) 207 TOTAL LOAD = 42.0 PSF 7- 8=(-2464) 472 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -133/ 141H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -307/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE COND. 2: Desi n checked for net(-5 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. I g psf) uplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.051" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL = -0.161" @ 7'- 7.9" Allowed = 1.439" 7-11-11 6-06-10 7-11-11 MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" T f < < MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 4-00-03 3-11-08 3-03-05 3-03-05 3-11-08 4-00-03 T T 598# T 1' < -) DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 9.00 I/ M-6x89 M-3x4 6M-4x6 N9 00 5 Design conforms to main windforce-resisting FM 4 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "' M-1.5x3 3 M-1.5x3 load duration factor=1.6, 1 7 Truss designed for wind loads o444,44444444441.. in the plane of the truss only. 1 D Ope MN 9ae � /0/47/PP. o � x . M-3x8 M-3x5o M-7x8(S) '92iRPEr . ' Jam„ y1656# "x M �I1M�'"'. It 7-07-15 7-02-03 7-07-15 ?� �� ,� +' y -y OREGON t. 1-00 22-06 y /Qil'i �i'Rtl\-'42)' J O B NAME : 3410-D 9/12 - B1 Scale: 0.2237 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ' RILL 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1.' �p wASI .q s). Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper `'/ 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L,'� w�i DES. BY: B S s the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ri ��'� DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;YI J SEQ. : 6 0 9 7 6 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (%1 } fasteners are complete and at no time should any loads greater than 5.DesIgn assumes trusses are to be used in a non-corrosive environment, ., TRANS I : 411152 design loads be applied to any component. and ere for"dry condition"of use. � `w- q:" -r te' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �.✓" � necessary. 1'it,, 51398 47 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 0A 5.1,$x1, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII III I ILII I III VIII I II IIII TPIMlTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines, s t 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) N .L. 101 IIIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 8=(-225) 891 3- 8=(-174) 180 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1227) 336 8- 9=( -77) 781 8- 4=( 0) 302 WEBS: 2x4 KDDF STAND 3- 4=(-1052) 304 9- 7=(-215) 898 8- 5=( -71) 77 LOADING 4- 5=( -785) 299 5- 9=( -9) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1062) 315 9- 6=(-178) 179 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1233) 340 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -161/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 6.0" -117/ 944V 0/ OH 5.50" 1.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.044" @ 8'- 0.0" Allowed = 1.079" MAX TL CREEP DEFL = -0.074" @ 14'- 6.0" Allowed = 1.439" MAX HORIZ. LL DEFL = 0.009" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 MAX HORIZ. TL DEFL = 0.015" @ 22'- 0.5" T '( T 5' DESIGN ASSUMES MOISTURE CONTENT DOES 3-08-11 4-03 6-06-10 4-03-01 3-08-10 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T f T T T 12 12 Design conforms to main windforce-resisting 9.00 M-9x6 M-5x6 \ 9 00 system and components and cladding criteria. V 5 4, Wind: 140 mph, h=22.2ft, 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 1 3 +. 6 0 �� PRO Pees on c',CP ,�G IN F� /0' CD , 1C/ 71 M `" o 4t. ~92 OPE c' I- .57 p 1 a 8 7( 9 �'7 o M-3x4 0.25° M-3x4 M-3x9 0 ,,t''` M-7 x 10(S) y y OREGON 4ik y 7-07-15 y 7-03-15 7-06-03 y L/6 ,Ifr 1d V �'�4 1-00 22-06 iliaRll.. JOB NAME : 3410-D 9/12 - B2EXPIRES:12/31/2015 Scale: 0.2362 WARNINGS: GENERAL NOTES,unless otherwise noted: 11.R1L. 4,d 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,� � j��+..#- Truss: B 2 and Warnings before construction commences, building component.Applicability of design parameters and proper (t /" Y j" incorporation of component Is the responsibility of the building designer. "4" '' 0 'Cf' 2.2x4 compression web bracng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' / 'Nr � 16 3.Additional temporary bracing Ito insure stability during construction 2'o.n,and at 10'o.c.respectively unless braced throughout their length by f4 r>~r.. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ) �a DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,! �,,, 'c - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ---}t SEQ. : 6097676 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. y;,. '"`I, 4 TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.and ar assumes full bearing at all supports shown.Shim or wedge If 0� ��51398� fabrication,handling,shi me t and Installation of components. ry ',}r g shipme P 7.Design assumes adequate drainage Is rovided. ��, STE 6.This design is famished sub)ct to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CS 1111111111111111111111111 TPI WTCA in BCSI,copies or which will be furnished upon request. lines coincide with joint centernches. .. � 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICornpuTFus Software 7.6.6(1L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by I PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2080) 428 1-5=(-404) 1546 5-2=( -490) 2482 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -188) 204 5-6=(-394) 1500 2-6=(-2030) 514 WEBS: 2x4 KDDF STAND 3-4=( -14) 6 6-3=( -194) 176 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -582/ 2723V -112/ 219H 5.50" 4.36 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -738/ 3061V 0/ OH 5.50" 4.90 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1175.0 LBS @ 0'- 6.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 2'- 6.0" ( 2 ) complete trusses required. CON D. 2: Design checked for net(-5 psf) uplift at 24 "oc s acin ADDL: BC CONC LL+DL= 620.0 LBS @ 4'- 6.0" g P P 9•� Join together 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 1753.0 LBS @ 5'- 6.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: ADDL: BC CONC LL+DL= 944.0 LBS @ 7'- 6.0" MAX LL DEFL = 0.009" @ 4'- 1.0" Allowed = 0.354" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.028" @ 4'- 1.0" Allowed = 0.472" 9" oc in 2 row(s) throughout 2x6 bottom chordLLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 webs. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 7'- 6.5" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP DESIGN ASSUMES MOISTURE CONTENT DOES AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOT EXCEED 19% AT TIME OF MANUFACTURE. 4-02-13 3-05-07 0-03-12 T f 'T ** HANGER BY OTHERS TO APPLY CONC. Design conforms to main windforce-resisting 12 LOAD(S) EQUALLY TO ALL MEMBERS. system and components and cladding criteria. M-1.5x3 4 9.00 V 3 -/ Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 r, 2 0 �o 0 1 A1 M-3x4 p PRo s o 1: 5 _.6 4,, /0/7,7t l , o M-3x8 M-6x10 `� �� 'f ** 620# ** o' 1175# 620#� 75 944# �M11 "" 17 5 3# '"`'!",, y 4-01-01it y 3-10-15 y �- '1;OREGON\�x A 8-00 - ?RIO- JOB NAME : 3410-D 9/12 - B GIRD EXPIRES:12/31/2015 Scale: 0.2930 WARNINGS: GENERAL NOTES,unless otherwise noted: �,RRfl,L,�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual �5 ``� „ Truss: B GIRD and Wamings before construction commences. building component.Applicability of design parameters and proper (� ( �� 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. t{" +f¢ `, 0 2.Design assumes the top and bottom chords to be laterally braced at , , 11' 3.Additional temporary bracing to insure stability during construction �" DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 bd 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d gg DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. of'7,1 -cr (,. ,....,.-.y. SEQ. : 6097677fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. ,.$. "! �, ,5011398 TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnr4 fabrication,handling,shipment and Installation of components. Desessary. *Q, �Q 7.Design assumes adequate drainage is provided. g� `Q�tSTEgi.+ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III I I 1111111111110111111 I II II I VIII I III III III IIII TPI WTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint tecenter lines. ssx(� A� 9.Digits Indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by 1101 PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR TRUSS SPAN 34'- 0.0" 1- 2=( 0) 68 2-14=( -984) 5104 3-14=( -98) 558 19-11=(-212) 286 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-6784) 1402 14-15=(-1240) 6604 14- 4=( -590) 2952 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3- 4=(-6744) 1424 15-16=(-1284) 6866 14- 5=(-2946) 644 4- 5=(-5376) 1180 16-17=( -936) 5462 5-15=( -440) 2170 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 5- 6=(-7062) 1542 17-18=( -938) 5462 15- 6=( -302) 1200 BC LATERAL SUPPORT <= 12"OC. UON. LL(',25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-6398) 1364 18-19=( -410) 3068 6-16=(-1304) 360 DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-6398) 1364 19-12=( -514) 3102 16- 7=( -216) 132 TOTAL LOAD = 42.0 PSF 8- 9=(-4340) 932 16- 8=( -444) 1692 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (P ) 9-10=(-3504) 788 17- 8=( -12) 64 ALL FLAT TOP CHORD AREAS NOT SHEATHED g 10-11=(-3894) 792 8-18=(-4466) 964 ADDL: TC U IF LL+DL= 160.0 PLF 8'- 0.0" TO 11'- 0.0" V11-12=(-4100) 792 18- 9=( -468) 2266 ADDL: BC U IF LL+DL= 50.0 PLF 0'- 0.0" TO 11'- 0.0" V12-13=( 0) 68 18-10=( -442) 1830 OVERHANGS: 12.0" 12.0" 10-19=( -42) 322 ADD : TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" Connector plate prefix designators: ADD : BC CONC LL+DL= 3061.0 LBS 9 11'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1004/ 4858V -208/ 208H 5.50" 7.77 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 34'- 0.0" -551/ 2915V 0/ OH 5.50" 4.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOMCHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. '' 7-11-11 11-01-06 :-00-01 10-06-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.001" 9 -1'- 0.0" Allowed = 0.100" 3-11-08 2-05-083-05 10 1-06-10 5-05-04 MAX TL CREEP DEFL = -0.001" 9 -1'- 0.0" Allowed = 0.133" T f f f t-, f f MAX LL DEFL = 0.105" @ 15'- 3.9" Allowed = 1.654" 4-00-03 2-03-08 2-07-04 3-03-094-11 MAX TL CREEP DEFL = -0.330" 9 15'- 3.9" Allowed = 2.206" MAX LL DEFL = -0.001" 9 35'- 0.0" Allowed = 0.100" 1' T 5 h#T 1' ' 1' ' T MAX TL CREEP DEFL = -0.001" 9 35'- 0.0" Allowed = 0.133" _r 12 12 ( 2 ) complete trusses required. MAX HORIZ. LL DEFL = -0.027" 9 33'- 6.5" -4x6 Join together 2 ply with 3"x.131 DIA GUN 9.00 V 9.00 V MAX HORIZ. TL DEFL = 0.065" 9 33'- 6.5" M 6x10 V nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, DESIGN ASSUMES MOISTURE CONTENT DOES M-5x6 M-1.5x 12' 9" oc in 2 row(s) throughout 2x6 bottom chords, NOT EXCEED 19% AT TIME OF MANUFACTURE. ` V 9.00 9" oc in 1 row(s) throughout 2x4 webs. M-1.5x3 M-3x4 9 114-7x8 Design conforms to main windforce-resisting ** HANGER BY OTHERS TO APPLY CONC. system and components and cladding criteria. M-3x8 iM-81x46 7 8 Z IT / LOAD(S) EQUALLY TO ALL MEMBERS. t ,.-------------vi" 1 f4-i.5x3 Wind: 140 mph, h=23.2ft, TC DL=4.2,BC, e 7-10, co 1 0 AbbVirAYliFIL (All Heights), Enclosed, Ca :,Q' a� (Dir), I C co 1 . 13 r loadduration factor=1.6, I �j Truss designed for wind •.. /G�r��g�J �� ' Lc'/--- o 1'' 15 1. 17 18 19 s2o in the plane of the tru, >• y. I0IL�!( 1 M-3x8 0.25" M-3x5 I " 2iiPE C) M-4x8 M-7x8(S) M-4x8 ,,,r :04, ** M-1.5x3 M-3x4 ASP' qmp:f �y y �306y# y y y yy sL ,A OREGON 1. 1-00 7-0715 y3-10� 2 y10-01,j 10-00-121-00 'o f 4 -'' yy 3-10 3-07-06 2-01-15 yy RFt1Lk-' 1-00 34-00 1-00 JOB NAME : 3410-D 9/12 - Cl EXPIRES:12/31/2015 Scale: 0.0800 WARNINGS, GENERAL NOTES,unless otherwise noted: 1,RRTLL,bt 1.Builder and erection contractcr should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual $ 'Q.},. Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper 44 o ith/y. „>. 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. '" �+� y',. `tr 2t' 2.Design assumes the top and bottom chords to be laterally braced at �"$ `r a .L_ 16 DES. BY: B S 3.Additional temporary bracing o Insure stability during construction r> • is the responsibility of the ere or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F, tx Q Po b continuous sheathing such as plywood sheathing(TCs and/or drywall(BC). G,�.w^ 4 DATE• 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7t)�.�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /1'� SEQ. : 6097678 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, m design loads be applied to any component. and are for"dry condition"of use. ��,e'''' ,� 'r; �� TRANS I D 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge if 51398 '�" • 5.CompuTrus has no control over and assumes no responsibility for the necessary. "+Q p ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is rovided. QIf* rQtST01- 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CC ,l II I I I II II II ILII I VIII I ILII TPINVTCA in BCSI,copies of:whlch will be furnished upon request lines coincide with joint center lines. AL*' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1509) 5396 13- 3=( -258) 1004 8-19=(-2033) 859 2x6 KDDF #1&BTR T2 2- 3=(-7093) 2028 13-14=(-1328) 4454 13- 4=( -150) 1030 9-19=( -404) 1742 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6363) 1874 14-16=(-1768) 5432 4-14=( -284) 133 19-10=( -130) 316 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5258) 1761 15-17=( -64) 191 14- 5=( -590) 2143 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V5- 6=(-4224) 1454 17-18=(-1797) 5492 14- 6=(-2072) 873 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V6- 7=(-5434) 1958 18-19=(-1661) 5106 6-16=( -169) 886 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V7- 8=(-5138) 1867 19-11=(-1081) 3580 15-16=( 0) 142 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V8- 9=(-3770) 1304 16-17=(-1737) 5332 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 9-10=(-4758) 1570 16- 7=( -77) 75 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 10-11=(-4798) 1536 17- 7=( -387) 389 11-12=( 0) 68 7-18=( -538) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18- 8=( -33) 617 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) 34'- 0.0" -996/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc + Laterally brace to roof diaphragm. M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacir.gd 2)M 1x3 or equal at uprights (UON) , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 11: Heel to plate corner = 2.00" MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 18-00-10 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f fMAX LL DEFL = -0.238" @ 16'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.476" @ 16'- 4.5" Allowed = 2.206" 2-04-133-01-13 5-02-03 9-06 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-0A-11-10 5-03 4-05-10 3-05-11 MAX HORIZ. LL DEFL = 0.120" @ 33'- 6.5" T 5971.30# T T 597.S0# T MAX HORIZ. TL DEFL = 0.198" @ 33'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 M-5x10_ M-6x8 12 system and components and cladding criteria. 9.00 / M-4x4 M-4x10 5 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 M-83x6 9 _ M-3x4 + T2 (All Heights), Enclosed, Cat.2 w *FRS(Dir), q M-1.5x3 load duration factor=l.6, Q*• M Q M-3x4 1 0 Truss designed for wind 1 )N c(9�r� Mc-)M18HS-3x1 ��- \ M-3x10 M in the plane of the trus q L(�j7��,Y 1 1 .111......- ._ . 1 2 /Oaf/ 'A.* I cy o 2 A. 13 141 s 17 e 19 l o 692•QPE r" cp M-7x10 M-7x10 0.25" M-3x10 01 M-3x4+ M-4x8 M-4x12 M-7x8(S) .o3.75 M-1.5x3e 44000,0, `.0"� G, y z y y y l y y �� day 2-05-08 3y 08-]�1 -00-0� ,7-06-09 4. P 1-Q0 5-01-01 4-11-08 5-02-03 1y9.0 R EM- 1-00 34-00 1-00 JOB NAME : 3410-D 9/12 - C 1 X Scale: 0.0800 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 'Q, ^RItt,4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 49 ,,}}�� Truss: C 1 X and Warnings before construction commences. building component.Applicability of design parameters and proper 36 s r �7> 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. •y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C1� ,,,,<P. 7 ,�,. 'CI' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fr kte;, 0 is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C5..---,N Ti. DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6097679 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1r .� > design loads be applied to anycomponent. and are for"dry condition"of use. f 9 PP `. T"' TRANS S I D: 41115 26.Design asumes full bearing at all supports shown.Shim or wedge if „,,,<;410111::p:>,(4,,, �i $13� J� 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ��, �' rSTE ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andlaced so their center 11111 II III I III I VIII I III IIII II IHI TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center ices. P O'')/01‘1A1, C$ 9.Digits Indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-300) 1478 3-12=(-213) 207 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 504 12-13=(-263) 1590 12- 4=(-156) 694 WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 487 13-14=(-284) 1575 12- 5=(-566) 188 2x4 DF STAND A LOADING 4- 5=(-1289) 450 14-15=(-284) 1575 5-13=( 0) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1561) 532 15-10=(-359) 1413 13- 6=( -74) 72 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1295) 472 14- 6=( 0) 202 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-15=(-570) 164 8- 9=(-1708) 524 8-15=(-134) 692 LL = 25 PSF Ground Snow (Pg) 9-10=(-1927) 537 15- 9=(-210) 189 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=1 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -254/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) Connector plate prefix designators: 34'- 0.0" -274/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 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 = -0.074" @ 14'- 8.4" Allowed = 1.654" MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 9-11-11 12-05-07 11-06-14 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-00-10 4-11-01 4-05-03 5-00-08 k 1 1-k -094 5-0-10 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" T T T T -11- 4-09-0 1 MAX HORIZ, TL DEFL = 0.062" @ 33'- 6.5" � T 0-00 DESIGN ASSUMES MOISTURE CONTENT DOES 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 M-4x6 M-3x4 M-3x8 8M-4x6 12 9.00 V ,4 5 N 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I M-1.5x3 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 1 3 +; + 9 load duration factor=1.6, D PROP es Truss designed for wind loo•- �C Q I in the plane of the truss . /�rJNq'fir? 0., A ., A "921�1PE o 1 12 3T 14 15 $ik o I M-3x5 M-3x8 (�.25" M-1.5x3 M-3x8 M-3x5 1 ` "ASI' -Is CC M-5x6(5) 7 A OREGON��, 4,,,,y 9-07-15 y 5-0008 y 4-09 y 4-10-12 y 9-07-15 y �4 14,44p t, y I 1-00 39-00 1-00 }O JOB NAME : 3410-D 9/12 - C2EXPIRES:12/31/205 Scale: 0.1465 K T� WARNINGS: GENERAL NOTES,unless otherwise noted: s.sitRItt. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Wt\$j�^ �.�.. Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper O j� j 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 1" � / {�T 3.Additional temporary bracing to insure instalstabililed during construction 2.Design assumes the top and bottom chords to be laterally braced at 'Q �F`' ! ?, �0 DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Xv jx> po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.w r DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .Df (<t SEQ. : 6097680 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1�f, and are for"dry condition"of use. 4,"�2 'h. c. TRANS I D 411152 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If `" 51398 4,7 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,ehiprn nt and Installation of components. T.Design assumes adequate drainage Is provided. . 0tSTE. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,,1S�} IIIIII II II II II III I VIII I III II I IIII IIII TPI WTCA In BCSI copies rif which will be furnished upon request. Digit coincide with joint ainr che. r f11 F' 9.Digits onside size oplate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • 1111 UN This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-564) 2314 12- 3=(-121) 770 7-18=(-483) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3013) 747 12-13=(-519) 2099 3-13=(-746) 396 8-18=(-155) 708 WEBS: 2x4 KDDF STAND; 3- 4=(-1908) 449 13-15=(-188) 1522 13- 4=(-196) 861 18- 9=(-215) 209 2x4 DF STAND A LOADING 4- 5=(-1401) 442 14-16=( -8) 55 13- 5=(-563) 235 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1523) 483 16-17=(-223) 1598 5-15=( -72) 280 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1521) 492 17-18=(-212) 1515 14-15=( 0) 79 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1289) 427 18-10=(-313) 1413 15-16=(-214) 1553 8- 9=(-1708) 459 15- 6=(-167) 68 LL = 25 PSF Ground Snow (Pg) 9-10=(-1928) 477 16- 6=( -79) 137 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=( 0) 68 6-17=(-187) 41 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17- 7=( -21) 190 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -230/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) Connector plate prefix designators: 34'- 0.0" -229/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.093" @ 16'- 4.5" Allowed = 1.654" 9-11-11 14-00-10 9-11-11 MAX TL CREEP DEFL = -0.186" @ 16'- 4.5" Allowed = 2.206" f2-09 7-02-11 1- 1-13 5-03 4-01-09 3-06-04 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 4-11-01 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1' ,' 1' T T T T T T 12 M-3x4 12 MAX HORIZ. LL DEFL = 0.061" @ 33'- 6.5" 9.00 V NI 9.00 MAX HORIZ. TL DEFL = 0.101" @ 33'- 6.5" M-4X69 5 M-33x8 M-3x4 8M-4x6 DESIGN ASSUMES MOISTURE CONTENT DOES y, _ v NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 9M-1.5x3 system and components and cladding criteria. 1 + M-3x4 CD + Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r- load duration factor=1.6, o Mo M-3x6 �,. M-3x5 CD Truss designed for wind boa..�t s O PROPp," f-� 1 s�2 1315'n' _, 1 in the plane of the truss .gyp; i$' 0 of M-5x6 M-3x8 9 16 17 a y o �? IN /° 0 o M-1.5x3 M-4x10 M-3x4 0.2� o 45 1047 M-5x8 4t 7.92r0PE r" - 3.75 M-5x8(S) ,r" 12 y 1-07-05 y y y y .4-woo. tl 4 tr y2y05- 7-02-07 4-11-08 3-11-13 4-01-09 9-07-15 y y 3� OREGON*, 44,c 1-00 y05-08 8-08 22-10-08 / 41. ' T?.. 1-00 39-00 1-00 JOB NAME : 3410-D 9/12 - C2X EXPIRES:1231/2015 Scale: 0.1359 WARNINGS: GENERAL NOTES,unless otherwise noted: . ,RRit'.L 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .Q wA '` ,. Truss: C2X end Warnings before construction commences. building component.Applicability of design parameters and proper. S �� 1( t 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building desgner. .T. .S /�- (`i 'C4 2.Design assumes the top and bottom chords to be laterally braced at p f/ fir, ''� 3.Additional temporary bracing to insure stability during construction �t' {,� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fy _.,,o,.,. is is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 99w^^, 7s""' DATE: 10/27/2019 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y 1h.„ _.-..:.? SEQ. : 6097681 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, design loads be applied to any component, and are for"dry condition"of use. ,.�. x'4 "`�, TRANS I D: 411152 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v� 5 1398 fabrication,handling, necessary. +Q, ,{�, shipment and Installation of components. 7.Design assumes adequate drainage is provided. �Q 'aISxER .ea' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 4:9" l' VIII I II II II II III I I II ILII III ILII TPINVTCA in BCSI,copies of which wilt be furnished upon request, lines coincide with Joint center lines. sIONA LS\4�1 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) HA This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-345) 1492 3-13=(-208) 187 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 564 13-14=(-311) 1604 13- 4=(-150) 696 WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 551 14-15=(-318) 1585 13- 6=(-567) 184 2x4 DF STAND A LOADING 4- 5=( 0) 0 15-16=(-318) 1585 6-14=( 0) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1289) 494 16-11=(-379) 1413 14- 7=( -80) 82 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1561) 577 15- 7=( 0) 202 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1290) 494 7-16=(-576) 183 8- 9=( 0) 0 9-16=(-148) 696 LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 551 16-10=(-208) 187 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1927) 564 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1592V -197/ 197H 5.50" 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 34'- 0.0" -289/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series i 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-06-14 10-10-04 11-06-14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" q MAX LL DEFL = -0.074" @ 14'- 8.4" Allowed = 1.654" T 4-09-01 2-10 2-11-12 4-09-01 T MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 5-00-10 T 1109- 4 f 5-00-08 T 1109-'64 f 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.062" @ 33'- 6.5" f 1' 1 f 12 M-4x6 5 8 M-4x6 12 DESIGN ASSUMES MOISTURE CONTENT DOES 9.00 V 9 M-33x9 M-3x8 NI 9.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Lu 0 I M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,--I 3 + +. + 0 (All Heights), Enclosed, Cat.2 FRS(Dir), I load duration factor=l.6, � ,% Q ��, cr., Truss designed for wind 1..+ cn in the plane of the trus i° '0'1/ `�1" ` p o ! ANA ° 2 rn 1'92 S E o 9'' 15 6 of M-3x5 M- x8 �.25" M-1.5x3 M- x8 M-3x5 of .% M-5x6(5) 7 4 OREGON b, 1t/ y 9-07-15 y 5-00-08 y 4-09 y 4-10-12 y 9-07-15 y �6 to 2��, b y y y fiRlL1- 1-00 34-00 1-00 JOB NAME : 3410-D 9/12 - C3 EXPIRES:12/31/2015 Scale: 0.1442 WARNINGS: GENERAL NOTES,unless otherwise noted: " RILL, .q X 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .� WAS/41,, Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 () ( 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. "' F.' f- 0 2.Design assumes the top and bottom chords to be laterally braced at /,1) w +4, "/S DES. BY B S 3.Additional temporary bracing jo Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. tt;,. O is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0...' N l' DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f 71»� ` - „„„_.....,X. SEQ. : 6097682 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. .�"! L �� TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,' 51398 4'R' necessary. +� fabrication,handling,shlpmept and Installation of components. 7.Design assumes adequate drainage is provided. OX 6.This design is furnished subj ct to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center '�' III I I I IIIA VIII III I I III VIII IIII(III TPI/WTCA in BCSI,copies olwhlch will be furnished upon request. lines colndde with joint center nches. ZONAL G 9.Digits Indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-637) 2314 14- 3=(-143) 770 20-11=(-208) 187 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3013) 864 14-15=(-586) 2099 3-15=(-747) 391 WEBS: 2x4 KDDF STAND; 3- 4=(-1908) 554 15-17=(-293) 1522 15- 4=(-239) 861 2x4 DF STAND A LOADING 4- 5=(-1401) 514 16-18=( -11) 55 15- 5=(-563) 277 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-19=(-317) 1598 5-17=( -71) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1523) 567 19-20=(-309) 1515 16-17=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1521) 571 20-12=(-379) 1413 17-18=(-306) 1553 8-10=(-1289) 493 17- 7=(-179) 71 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 7=( -79) 137 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1708) 551 7-19=(-198) 48 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-1928) 564 19- 8=( -26) 200 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 68 8-20=(-483) 196 10-20=(-167) 708 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -290/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 34'- 0.0" -289/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 11-06-14 10-10-04 11-06-14 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 7-00-11 0-05-f 06 4-01-09 1-09-04 5-00-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09T 1- 3 3 1111- 4-09-011 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T I T T J, ' . I '( MAX LL DEFL = -0.093" @ 16'- 4.5" Allowed = 1.654" 10_00 4-09-10 10_00 MAX TL CREEP DEFL = -0.186" @ 16'- 4.5" Allowed = 2.206" T f f I MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 12 M-3x4 12 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9.00 / M-4x66 g V 9.00 MAX HORIZ. LL DEFL = 0.061" @ 33'- 6.5" /- M-4x6 MAX HORIZ. TL DEFL = 0,101" @ 33'- 6.5" 4 5 M-4x8 M- x4 0 ri _ - DESIGN ASSUMES MOISTURE CONTENT DOES up NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 l M-1.5x3 Design conforms to main windforce-resisting o + + 1 system and components and cladding criteria. M-3x9 6 3 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCI + 7-10, 0 Mo M-3x6 �-,Ii......_.......„,...._ o (All Heights), Enclosed, Ca t M:�Q•,at• (Dir), I l i, � AlliHtillh-' loaddurationfactor-1.6, '� IN s� �o o 1 /' 9 1517 �=g3 o Truss designed for wind n to. 00 o M-5x6 M-3x8 16 M-1.5x3 M-41x10 M-.fx4 0.25" M-3x5' of in the plane of the tru • y. /0/4,7 ��` -S, M-5x8 '9240PE v- - 3.75 M-5x8 (S) ."' 12 1-07-05 3-11-13 „- a ow y9-11-08 � y , 2-05-08CC 7-02-07 4-01-099-07-15 OREGON4NA .yy y /Q 4 1-00 2-05-08 8-08 22-10-08 4v L., $ y 1-00 L- 1-00 34-00 1-00 JOB NAME : 3410-D 9/12 - C 3 X EXPIRES: 12/31/2015 Scale: 0.1291 WARNINGS: GENERAL NOTES,unless otherwise noted: ,F.RIT,t,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 'N'AS ''�},, Truss: C 3 X and Warnings before construction commences. building component.Applicability of design parameters and proper 4 o 1- ,j. incorporation of component Is the responsibility of the buildingdesigner. �" ^e' 2.204 compression web bradng must be installed where shown+. Po Po P tY .' /. f1 2.Design assumes the top and bottom chords c be laterally braced at fit,. f 3.Additional temporary bracing to Insure stability during construction , DES. BY: BS 2'o.c.n and at 10'hinsucha respectively unless braced throughout their length by f. •'''" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ]^'"� ,� the overall structure Is the responsibility of the buildingdesigner. 3.20 Impact bridging or lateral bradn required where shown++ ,.�'' DATE: 10/27/2019P ty gg g 9 q >'l ( .7 SEQ. : 6097683 4.Noload should mleeapplied toany component mesholduntil yafter dall eaterthand 5.DInstallation asomtruss Isthe retresponsibility useIthe on-respective eencontractor. 7( r, .. y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, � design loads be applied to any component. and are for"thy condition"of use. ? �,. - TRAN S I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .a # 5139 necessary. 'P <Q, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. fit' 1' j'$'F,g{' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II 11011111111101011 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SjUNAL . 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII1111llll This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-424) 1499 3-13=(-200) 169 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 648 13-14=(-418) 1612 13- 4=(-180) 698 WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 639 14-15=(-426) 1584 13- 6=(-569) 226 2x4 DF STAND A LOADING 4- 5=( 0) 0 15-16=(-426) 1584 6-14=( -15) 219 IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1292) 555 16-11=(-441) 1413 14- 7=(-102) 104 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1561) 672 15- 7=( 0) 202 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1298) 555 7-16=(-579) 224 8- 9=( 0) 0 9-16=(-177) 699 LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 639 16-10=(-200) 169 NOTE: 2x4 BRACING AT 24"0C UON. FOR $ 10-11=(-1927) 648 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -351/ 1542V -198/ 198H 5.50" 2.47 KDDF ( 625) vertical members (uon). 34'- 0.0" -351/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 13-02-01 7- l7-13 13-02-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 14'- 8.4" Allowed = 1.654" 4-09-01 1-14-13 1-04-09 4-09-01 MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 5-00-10 T -02-0r-f 5-40-08 '( '3-04-0i T 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T 1' 1' '1 T T '1 T MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 10-00 M-4x4+ '1 10-00 '1 MAX HORIZ. TL DEFL = 0.062" @ 33'- 6.5" T '' M-4x4+ 12 5 M-3x4 8 12 DESIGN ASSUMES MOISTURE CONTENT DOES 9.00 V M-4X6 TM- x8h 9.00 NOT EXCEED 19& AT TIME OF MANUFACTURE. M-4x6 6 �, Design conforms to main windforce-resisting ��q system and components and cladding criteria. N Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo M, -1.503 11111111111111111111111111111111111°:M -1.5x3 (All Heights), Enclosed, Cat.2 •M a FRS(Dir), I 3 0 load duration factor=1.6, r, ► (} �, o� Truss designed for wind 1•4+ c xf in the plane of the trus. . ,,:t1 / � /' M M 1 j_ _ ! 2 0 # r° P M-3x5 M-3x8 0.25 M-115 5x3 M-3x8 M-3x5 , Cr) r te: nArpoM-5x6(5) 1+L ,�C?REGON411, � �ltr' y y 9-07-15 y 5-00-08 y 4-09 y 4-10-12 y 9-07-15 y y /.6� F?�i, t�, 1-00 34-00 1-00 JOB NAME : 3410-D 9/12 - C4 EXPIRES:12/31/2015 Scale: 0.1313 WARNINGS: GENERAL NOTES,unless otherwise noted: 11-RIt,. 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 0'$) ,,..!.-!441:4 � A, `1..t� Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper a t 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilty of the building designer. '1�+ / � 2.Design assumes the top and bottom chords to be laterally braced at C$ Fi 4 . . 3.Additional temporary bracing to insure stability during construction t(" DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fy ,;, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rig,.---w c '� DATE• 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t 7J/�. '`=' ,„...,,,3 SEQ. : 6097684 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r design loads be applied to any component. and are for"dry condition"of use. ✓ a.M^'�,; 1�'r TRANS I D: 41115 2 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 'Oi iii � (�� mow' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. g t J9 W 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '6 .S("S 11 I l 01101 III I VIII I III II I III 11TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center boas. S'Io. /11L', 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuT s Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIID 11III) This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-492) 1504 3-13=(-192) 162 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-1927) 731 13-14=(-526) 1620 13- 4=(-237) 697 WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 724 14-15=(-537) 1582 13- 5=(-569) 294 2x4 DF STAND A LOADING 4- 5=(-1297) 623 15-16=(-537) 1582 5-14=( -34) 233 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-504) 1413 14- 8=(-124) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1561) 783 15- 8=( 0) 202 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=( 0) 0 8-16=(-579) 292 8- 9=(-1303) 624 9-16=(-233) 698 LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 724 16-10=(-192) 162 NOTE: 2x4 BRACING AT 24"00 UON. FOR $ 10-11=(-1927) 731 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -414/ 1542V -198/ 198H 5.50" 2.47 KDDF ( 625) vertical members (uon). 34'- 0.0" -414/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series 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" 0-02-06 MAX LL DEFL = 0.080" @ 14'- 8.4" Allowed = 1.654" ii 14-09-05 4-05-07 14-09-05 MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 5-00-10 4-09-01 4-07-04 �4-07-074-11-10 4-09-01 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 10-00 /M-4x4+i�M-4x4+ 10-00 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" "1 1 T 1' 12 7 M-3x8 12 DESIGN ASSUMES MOISTURE CONTENT DOES 9.00 / M-3x4 9.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. M-4x6 Design conforms to main windforce-resisting II'�M-4x6 system and components and cladding criteria. M Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lc) (All Heights), Enclosed, Cat.2 = •' ')FRS(Dir), M-1.5x3 FAIFJLW.Om-1.5x3load duration factor=l.6, 1+ �• .tpV)r+ Truss designed for wind 1..+ (Ns/ Agiiilkb r in the plane of the trus w f�/0/47d M o • 19� VI-G 7 oggilltT _ 2 f`' l -3x5 M- x8 01.25" M-1155x3 M-/x8 M-3x5 % moi ,,:, „ _ 1.t�"".. 0 0 -To it M-5x6(S) 7 A OREGON�� 4. y 9-07-15 y 5-00-08 y 4-09 y 4-10-12 y 9-07-15 y <C) 14' � P� 1-00 34-00 1-00 J O B NAME : 3410-D 9/12 - 05 Scale: 0.1188 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ti'c3,RRIt 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,tl C+^ Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 3 C)� EIj � 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. + 3.Additional tem ra bracin to Insure stabili durin construction 2.Desi n assumes the tc and bottom chords to be lateral braced at 1"' '°T' Po rY 9 ty g g P N ,_. l lir, ' DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,c, O is the responsibility of the erector.Additional permanent bracing of q*" continuous s sheangin r such las bracing sheathing(TC)edwere and/or drywall(BC). r,�,,.^-•.c� ,, DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ S E Q. : 6097685 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I I 71-11 V; �, -a fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��Lw...:.� design loads be applied to any component. and are for"dry condition"of use. �,�, '� §fp^, TRANS I D: 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge if , 139 �{A" 5.CompuTrus has no control over and assumes no responsibility for the necessary. L.' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. placed6CS`C$ ' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and so their center 11111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S'� �I11.� ' �S 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11110111111 III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-213) 1627 3-10=(-239) 202 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1936) 411 10-11=(-153) 1369 10- 4=( -59) 463 WEBS: 2x4 KDDF STAND; 3- 4=(-1739) 458 11-12=(-153) 1249 4-11=(-612) 289 2x4 DF STAND A LOADING 4- 5=(-1269) 455 12- 8=(-226) 1417 11- 5=(-368) 1134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1269) 455 11- 6=(-612) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1739) 458 6-12=( -59) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1936) 411 12- 7=(-239) 202 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 1542V -337/ 337H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -273/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 17-00 17-00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 1" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10-06 5-06-13 5-06-13 5-06-13 5-06-13 5-10-06 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,f T 1' f f f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" M-4x6 \ 19.00 MAX TL CREEP DEFL = -0.147" @ 17'- 0.0" Allowed = 2.206" 9.00 V MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 4.0" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5 ,z-4" "No6M-25x6 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" M-5x6(5) (S) MAX HORIZ. TL DEFL = 0.059" @ 33'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 0.25" / 5" NOT EXCEED 19% AT TIME OF MANUFACTURE. 4 11/11 40. Design conforms to main windforce-resisting c'-f system and components and cladding criteria. 0 cro Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD M-1.5x3iiii ..i.M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss onl <�'tD PRO �s M �, 5 /0/47 ...,;3-7 f°�3, o1 6• A = o�se • �^ 9 o °9200PE. I-- i M-3x5 M 3x4 b1.25" M-3x4 M-3x5 o r' M-5x8(S) -� A OREGON 1), 'ty y A. 8-07-13 y 8-04-03 J 8-04-03 y 8-07-13 l <0 14 2'°X44 ) J' M� 1-00 34-00 WEDGE REQUIRED AT HEEL(S). 1-00 �RS . JOB NAME : 3410-D 9/12 - 06EXPIRES:12/31/2015 Scale: 0.1539 WARNINGS: GENERAL NOTES,unless otherwise noted: '(`' R L ? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �) .�1� 5,xY A: and Warnings before construction commences. building component.Applicability of design parameters and proper "r`Y .T Truss: C 6 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Q" ,'� U� to 3.Additional temporary bracinn to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'd i$7 k, DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by f, n.-. po ty continuous sheathing such as plywood sheatNng(TC)and/or drywail(BC). ,c ':' DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �+ ��`� i -4 SEQ. : 6097686 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ( {- , design loads be applied to any component and are for"dry condition"of use. ""' TRANS I D: 41115 2 5.CompuTrus has no control el/13r and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f'F' 51 9 �' necessary. fabrication,handling,ships mQnt end installation of components. 7.Design assumes adequate drainage is provided. !C�, 1'STS' 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center OSx IIIIII II II IIIII III I IIIII IIII IIIII III IIII TPI/WTCA In BCSI,copies f which w Il furnished upon request. lines coincide wth joint center lines. � �. 9.Digits indicate size of plate In Inches. MiTek USA,InC./Comps fw6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 AI This design prepared from computer input by I PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-76) 100 3-5=(0) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 33 5-7=( 0) 0 6-5=(0) 18 WEBS: 2x4 DF STAND; 3-4=( -43) 87 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 347V -51/ 101H 5.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -142/ 186V 0/ OH 1.50" 0.30 KDDF ( 625) 8'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.023" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.044" @ 2'- 3.8" Allowed = 0.226" 3-11-11 MAX BC PANEL LL DEFL = -0.003" @ 4'- 0.1" Allowed = 0.254" '1 T MAX BC PANEL TL DEFL = -0.075" @ 4'- 5.1" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = 0.011" 0 7'- 9.2" /- 9.00 V 4 -i MAX HORIZ. Ti DEFL = 0.016" @ 7'- 9.2" �) DESIGN ASSUMES MOISTURE CONTENT DOES A NOT EXCEED 19% AT TIME OF MANUFACTURE. M-3x4 o Design conforms to main windforce-resisting "' 3 I system and components and cladding criteria. rn I O ,r N Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, M-3x6 Truss designed for wind loads ch M -/ in the plane of the truss only. IIA ••7 0 _ �E M-3x4 0 o 1 2►. 6 t! M-3x5 1 ....,0) PRO , S� Qwcp. (z7 ' gar- J, J' PE J, 17 w � 2-03-12 5-08-04 ' ' eiow 1-00 2-05-08 8-00 5-06-08 OREGON t„ .4.0!PROVIDE FULL BEARING;Jts:2,4,71 "/� "" ,!4, r:Q� ,kA`. JOB NAME : 3410-D 9/12 - CJ2 EXPIRES:12/31/2015 Scale: 0.4630 WARNINGS: GENERAL NOTES,unless otherwise noted: ( I�.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A$ 1 y. Truss: CJ2 and Warnings before construction commences. building component,Applicability of design parameters and proper .1 d� j � 2.2x4 compression web bracing must be installed where shown 5. incorporation of component is the responsibility of the building designer. t;~ 'Sy tt 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w .� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by E �� ;, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t+o.,--^* ", DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y ./ SEQ. : 6 0 9 7 6 8 7 4.No load should be apples to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (f V / `'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ; },4✓ . :i.t"" TRANS I 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 51398 fabrication,handling,shipment and installation of components. p {'� f:' S,I,e 7.Plates assumes adequate ne dthinace is trussed. + i (jf IL. 6.This design is furnished subject to the prNtations set forth by B.Plates shall be located on both faces o truss,andlaced so their center IIIIII II I III I III I!III II III lIII III TPI WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Wnes p1 NAL 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII 011 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-49) 109 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 0 6-8=(-75) 160 6-3=( 0) 68 WEBS: 2x4 KDDF STAND; 3-4=( -28) 40 3-8=(-165) 77 2x4 DF STAND A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 370V -38/ 120H 5.50" 0.59 KDDF ( 625) 3'- 10.9" -138/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series !COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" 5 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" -/ MAX LL DEFL = 0.000" @ 7'- 3.3" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.038" @ 4'- 7.3" Allowed = 0.273" 9.00 V MAX HORIZ. LL DEFL = 0.008" @ 7'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.3" 4 r DESIGN ASSUMES MOISTURE CONTENT DOES o NOT EXCEED 19% AT TIME OF MANUFACTURE. ,n V I I M M-4x6 o Design conforms to main windforce-resisting 0 3 ,r, system and components and cladding criteria. I ,Q ,r p, Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 Truss designed for wind loads M ANNin the plane of the truss only. 0 =LInA � i M- x4 o M-1.5x3 7 PRO 1,4-3x5 0 ' ,}GIN 1'0 44, 17 92e$PE 2-03-12 4-11-10 0-08-10 ,r,4011P,,,fre y .0 y OREGON <v 1-00 2-05-08 8-00 5-06-08 74- 27 \ h. (PROVIDE FULL BEARING;Jts:2,4,81 ,Q Ali' 14, V ' .RRItA.. JOB NAME : 3410-D 9/12 - C J3EXPIRES: 12/31/2015 Scale: 0.4243 WARNINGS: GENERAL NOTES,unless otherwise noted: ti'' RttL,,, t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4. O WAST ,h Truss: C J 3 and Warnings before construction commences, building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. R' �" r t; 'C;' 2.Design assumes the top and bottom chords to be laterally braced at /y1 f y� 11 DES. BY: BS 3.Additional temporary bracing o insure stability during construction caw,. 0,, 2'c.c.and at 10'o.c.respectively unless braced throughout their lenggth by K. ► is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), '"'"*N k „.v DATE: 10/27/2014 the overall structure Is the reponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y?'� 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / a ...»,--. SEQ. : 6097688 fasteners are complete and a. i no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ` environment, r, . design loads be applied to any component and are for"dry condition"of use. r r„ y TRANS 1 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +� �9 � necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. !' XSTE 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces o truss,and placed so their center II I II I III I II I II I I II IIII III IIII TPIIWTCA in BCSI,copies o which will be furnished upon request. lines coincide with joint center lines. 'O,5),,, SI NAL � 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IUII IIIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-49) 109 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 0 6-8=(-75) 160 6-3=( 0) 68 WEBS: 2x4 KDDF STAND; 3-4=( -28) 90 3-8=(-165) 77 2x4 DF STAND A LOADING 9-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 370V -38/ 120H 5.50" 0.59 KDDF ( 625) 3'- 10.9" -138/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net(-5 sf uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP g p ) p p 9'� 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" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0,170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" / 5 -V MAX LL DEFL = 0.000" @ 7'- 3.3" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.038" @ 4'- 7.3" Allowed = 0.273" 9.00 V MAX HORIZ. LL DEFL = 0.008" @ 7'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.3" 4 DESIGN ASSUMES MOISTURE CONTENT DOES r 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 I M-4x6 o Design conforms to main windforce-resisting ox 3 I system and components and cladding criteria. I c `n Al : 140 mph, h=21.5ft, 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 ro /!/1 B in the plane of the truss only. - f o � �' M-3x9 8 _a Lo L11111111111111 cO' M-1.5x3 o 1 =� 7 (�PROp . M-3x6 M-3x5 of 5 GIN f Xo 4,7 0/47f!,( �1. J, y ) ), `92�C}PE �' 2-03-12 4-11-10 0-08-101P";, ..-0,4 y ), y y OREGON <4 1-00 2-05-08 8-00 5-06-08 1 ?7 2 �ik, �c,, 'PROVIDE FULL BEARING;Jts:2,4,8I / Y 14 Ei Bila- ' JOB NAME : 3410-D 9/12 - CJ4 EXPIRES:12/31/2015 Scale: 0.4192 WARNINGS: GENERAL NOTES,unless otherwise noted: I.RILL 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual ,SAS Q}� Truss: CJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 1 QQr� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. - '9" CP - Or 'Cf' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � t fir, .A IdDES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Fly 'Ai, O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). bJ.-•^� 1► DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f�I a� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' .,3 SEQ. : 6097689 fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used In a non-corrosive environment, r design loads be applied to any component. and are for"dry condition"of use. ;, a4,✓"y.' ) r F TRANS I D: 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge If �. 5.CompuTrus has no control over and assumes no responsibility for the necessary. .Q S 1395 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � rs�rBg 6.This design is furnished subject to the(irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center WI/WI-CA In BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. C i d' A5 ' 111111111111111111111 I III III I II VIII II VIII'III'III 9.For indicatensizetof plated In inches.v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) 1111111111 III IIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-42) 51 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-396) 285 6-8=(-67) 73 6-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-349) 323 3-8=(-75) 69 2x4 DF STAND A LOADING 4-5=(-138) 94 EL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 267V -93/ 264H 5.50" 0.43 KDDF ( 625) 3'- 10.9" -268/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.3" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -100/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T >( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 4.4" Allowed = 0.170" MAX TC PANEL TL DEFL = 0.008" @ 3'- 4.0" Allowed = 0.154" MAX TC PANEL LL DEFL = 0.132" @ 7'- 4.5" Allowed = 0.487" MAX TC PANEL TL DEFL = -0.116" @ 7'- 4.6" Allowed = 0.731" 12 MAX HORIZ. LL DEFL = -0.006" @ 7'- 3.3" 9.00 V MAX HORIZ. TL DEFL = 0.005" @ 7'- 3.3" ,n o DESIGN ASSUMES MOISTURE CONTENT DOES I I M NOT EXCEED 19% AT TIME OF MANUFACTURE. CD O I 4 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 3 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),4load duration factor=1.6,Cat.2, Exp.B, MW FRS(Dir), M-3x6Truss designed for wind loads Mo 611111 . s9 r in the plane of the truss only. I rA A .Eo M 1.5xe3 A- o1 b ,q) PROP:6- M-3x9 0I �N CD M-3x5 0 �4 .1f 0/41i1( f0,10 � y ), ), ), 2-03-12 4-11-10 0-08-10 > "„ ! 1-00k 2-05-08 y 7-06-03 y y '4, ,.7 N t, 8-00 1-11-11 ld 4�f?RIL - P4 [PROVIDE FULL BEARING;Jts:2,4,8,51 JOB NAME : 3410-D 9/12 - CJ5 EXPIRES: 12131/2015 Scale: 0.2817 WARNINGS: GENERAL NOTES,unless otherwise noted: . ,RR1tL 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .VIAS �Q t., Truss: C J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper a STs i t 2.204 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Q' Qi r^. �i to DES. BY: B S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .° fY C, ,.A +f+ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h r Is the responsibility of the ere6tor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). T°41' -^*N .. DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'fir- «4"1 SEQ. : 6097690 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - design loads be applied to anycomponent. and are for"dry condition"of use. `. �„.r,4 , P*4',' - TRAN S I D: 41115 2 5.CompuTrus has no control overand assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'P 51398 4,,,,4.4- necessary. '� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4 f' XSTE'� 6.This design is furnished subjeqct to the irritations set forth by 8.Plates shall be located on both feces of truss,andplaced so their center III 110111111 I III I III VIII I III III 11111111 TPI/WTCA in BCSI,copies olliwhich will be furnished upon request. lines coincide with joint center lines. Sj N L � 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) VA 111111111 II' This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-166) 130 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 51 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connectorplateprefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291" 5-01-04 0-03-12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437" T T T 12 Refer to CompuTrus standard MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 4.00 gable end detail for complete MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" specifications. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. M-1.5x3 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. il IN Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. tr1 N 1 iligliglid1111m M 1 i 2► ►�5 CD M-3x4 M-1.5x3 co PRoFe. s 5-01-04 0-03-12 1, 1-00 1, 5-05 1- "00 '6 vs it 7� ., OREGON �1t1 i4 '9/' 14 V 4 14II- JOB NAME : 3410-D 9/12 - D1 EXPIRES: 12/31/2015 Scale: 0.5353 WARNINGS: GENERAL NOTES,unless otherwise noted: tij'39 RILL 4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndividualA$ If Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1 �Q4 -i j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '1.' 5 yam,, 9 •e,.7" 11. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ftiy l/ fG� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F ,y;:, O Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i .�. SEQ. : 6097691 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use, p,; i .✓^K, 4 TRANS I D: 411152 5.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,''^' 'P 51398 $� fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r) -Rt, 6.This design Is furnished subject to the kmitations set forth by 8.Plates shall be located on both faces of truss,end laced so their center 111111 II 1111011110 11111111111 III III VIII 111 IIII TPI WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. P `ONALS 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-166) 130 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 51 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291" 5-01-09 0-03-12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437" ' T T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. M-1.5x3 4 Design conforms to main windforce-resisting iiiii31 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, ri Truss designed for wind loads oin the plane of the truss only. NLn i h1 MN M-3x4 M-1.5x3 Cf op P R(Jp4`�c$' ,- 0147 IT 'f ), - ), ), 4t' 924OPE r 5-01-04 0-03-12 44111,, 1-00 5-05 • s 4C' -yr A OREGON `` <4 41"* 14 '2b �..E 41 RRII-t••�_ JOB NAME : 3410-D 9/12 - D2 EXPIRES:12/31/2015 Scale: 0.5295 WARNINGS: GENERAL NOTES,unless otherwise noted: RRLL,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual t ' . Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4� O� w it .., 2.2x4 compression web bracingmust be Installed where shown+, Incorporation of component Is the responsiMhty of the building designer. 1.' f 'VC. 'CO 2.Design assumes the top and bottom chords to be laterally braced at 4} Wf it DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2'o.n.and at 10'o.c,respectively unless braced throughout their length by 43',--,, M yLrtr.;, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), b-^'-"^i ' DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Pi`f 7 J t S E Q. : 6097692 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - design loads be applied to any component. and are for"dry condition"of use. "'�'4r ' TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 51398 ,0 h necessary. +Q fabrication,handling,shipme t and installation of components. 7.Design assumes adequate drainage is provided. !+'' r$'1'$. 6.This design is furnished sub)ct to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ir (j, VIII II I II I II I III I I III VIII II IIII TPI/WfCA In BCSI,copies o width will be furnished upon request, lines e with Joint center lines. j0NAL�, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-212) 156 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 75 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 427V -27/ 81H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.0" -33/ 279V 0/ OH 5.50" 0.45 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Connectorplate REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.126" @ 3'- 5.6" Allowed = 0.391" 6-06-04 0-03-12 MAX TC PANEL TL DEFL = -0.166" @ 3'- 5.7" Allowed = 0.586" T T T 12 Refer to CompuTrus standard MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.2" 4.00 D gable end detail for complete MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.2" specifications. DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 4 -/ Design conforms to main windforce-resisting Yil system and components and cladding criteria. C, Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -4111111111111111111111111111111 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. 1 rn 1 AI I O -/ i � 2�� ►�5 M-3x4 M-1.5x3 ,,OD PROpe. 6-06-04 0-03-12 ,, „ + y y y '"" 1-00 6-10 '"`'4' it r OREGON�� 4, i6 -.°' 14 nip �4 JOB NAME : 3 410-D 9/12 - E 1 EXPIRES:12/31/2015 Scale: 0.5161 WARNINGS: GENERAL NOTES,unless otherwise noted: ,BRILL 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual A$ +�/,. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �o•' jff 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: B S 2'oc.and at 10'o.c.respectively unless braced throughout their length byforex, t3 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..a .., DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Tr. -"-""a SEQ. : 6097693 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ^w " design loads be applied to any component. and are for"dry condition"of use. ;; 9 TRANS I D: 41115 2 6.Design asumes full bearing at all supports shown.Shim or wedge if l��& A, 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. . �` t3Tt�. '' 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center l 111111 II II VIII III 1111 I I I/III I II III1 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Sx NAS F 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) R I. III III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-211) 153 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 73 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 428V -27/ 80H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.0" -32/ 278V 0/ OH 5.50" 0.45 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.6" Allowed = 0.391" 6-06-04 0-03-12 MAX TC PANEL TL DEFL = -0.168" @ 3'- 5.7" Allowed = 0.586" MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.2" 4.00 C=7- DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 4 ,/ Design conforms to main windforce-resisting P9system and components and cladding criteria. [ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,r'o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. N i /- 0 rhe 1 2 IP y5 o M-3x4 M-1.5x3 p PR Qpe°cS 4,°' 10/477 i ��" " 1°92S1PE r- 6-06-04 0-03-12 Ail/el! , 1-00 6-10 it OREGON\� 44, '4 4.)' 14 r2') p 4 JOB NAME : 3410-D 9/12 - E 2EXPIRES:12/31/2015 Scale: 0.5123 WARNINGS: GENERAL NOTES,unless otherwise noted: '�r$B.RItL s, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualWAS ' . and Warnings before construction commences. building component.Applicability of design parameters and proper ,44) Q'� t .�` Truss: E 2 incorporation of component Is the responsibility of the building designer. ..r '� Ci 'C� 2.2x4 compression web bream must be installed where shown+. ,c ,,A 2.Design assumes the top and bottom chords c be laterally braced at r(. 1- �' ">" 3. the temporary the erlQ to insure stability during construNon 7 o.c.and at 10'o.c.respectively unless braced throughout their le th by F•.- y,.�rM. DES. BY: BS is the responsibility of the er4dor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltiC). rt0'° . ,.` DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rC (/4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. h ��` -�' ""'"1 SEQ. : 6097694 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, #$>(..- design loads be applied to any component. and are for"dry full beating of use. �i/.y, /,, ,qy TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6'Decessa assumes full bearing at all supports shown.Shim or wedge if 4) 51398 ,C,{f fabrication,handling,shiprn4nt and Installation of components. 7.Design assumes adequate drainage Is provided. gICL., 4''X5110' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CSX �y�S IIIIII 1111 11111 1111111111 1111111111 III ILII ILII ILII TPI/WTCA in BCSI,copies Of which will be furnished upon request. git coincide with joint In nche. (}�f�s 9.Digitsso ncide size of tplate eto inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • IIII MAI This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-49) 22 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 333V 0/ 47H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.215" MAX TC PANEL TL DEFL = 0.014" @ 2'- 5.4" Allowed = 0.322" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" 4.00 D MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 - DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. .n Design conforms to main windforce-resisting (-4 system and components and cladding criteria. r- i Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=1.6, l Truss designed for wind loads 0 1 in the plane of the truss only. 0 M-3x4 pPROp $ y �c4,c:?'' 7 ,N s 1471P ' `` ` y y 1-00 4-00 �P PROVIDE FULL BEARING;Jts:2,4 3140r, 71- .., OREGON, �l1/ i.0 9fr 14 2° �4 PRILI- JOB NAME : 3410-D 9/12 - E3 EXPIRES, 12131/2015 Scale: 0.7413 � WARNINGS: GENERAL NOTES,unless otherwise noted: 9.RJLZ,,,¢y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .0 WAS �"7. Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 o' It 'f j• 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 'q* r 6 '< 2.Design assumes the top and bottom chords to be laterally braced at 5,,1 v .,), "f+ 3.Additional temporary bracing to Insure stability during construction `;' DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A kt,,:. O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4.4,-,,c DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 0 f( o� _ SEQ. : 6097695 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, * TRANS I D• 41115 2 design loads be applied to any component. and are for"dry condition"of use. FP wedge .-' „ ..✓4 �`�F- • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beano at all supports shown.Shim or if "' 51398 '4 fabrication,handling, ...y.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 1'3TE 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center .1 IIIII I I II I IIII IIII' I IIIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. `�+Sj(� A 6 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IBM This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTRNOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x4 KDDF STAND LOADING LDesign conforms to main windforce-resisting L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSE BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc g load duration fforowin.6, M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-08-04 0-03-12 T T T 12 4.00 M-1.5x3 4 -V 3 m u-) I ii r 0 I ,-1 I MMIII m I 1in =/�///// %////////////////% M-3x4 M-15 5x63 OPRQpt. is �n� '92�OPE �' e,: 1-00 4-00 4/. ', ',if �OREGON�t A. iQ Y 14 2) �4 eRR1l • JOB NAME : 3 410-D 9/12 - E 4 EXPIRES:12/31/2015 Scale: 0.6054 WARNINGS: GENERAL NOTES,unless otherwise noted: 'p,RRILL,�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual WAS/-14 "��,. Truss: E 4 and Warnings before construction commences. building component.Applicability of design parameters and proper NY Q �� +�. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 'f{" •,, ,- »0 '<�ArS 2.Design assumes the top and bottom chords to be laterally braced at ti,5 1 N". .j 'r DES. BY: BS 3.Additional temporary bracing o Insure stability during construction 2'o.c.and at 10'o.o.respectively unless braced throughout their length by F� �i r—;;;, 0 Is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •w•— 7 DATE: 10/27/2014 the overall structure Is the res sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 41f 71'1 (7,t SEQ. : 6097696 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, W�, « design loads be applied to an component. and are for"dry condition"of use. r;:.¢� •-`.,.- TRANS I D: 4111526.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. ' 4I'S51398 ,t�,� fabrication,handling,shipmer(t and installation of components. 7.Design assumes adequate drainage Is provided. a3t4 + ' T90% ..1 6.This design is furnished subje to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .' 11011IN T 11111 II I 1011 IIII II (III TPI/WTCA in BCSI,copies ofjwhich will be furnished upon request. MiTek USA,InC.IC001PuTf�S Software 7.6.6(1L)-E lines coincide with joint center lines j(�NA �} 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11E111111 III III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-106) 127 3-5=(-148) 123 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-208) 97 WEBS: 2x4 KDDF STAND 3-4=( -41) 23 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -56/ 400V -37/ 118H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -116/ 39V 0/ OH 1.50" 0.06 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243" MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462" 1' l' 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3" 9,00 (/ M-1.5x3 4 -/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 0NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting AIHN system and components and cladding criteria. CD Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I v, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, on Truss designed for wind loads in the plane of the truss only. 0 PIA... 11111.11111111111. 1111111. I l 111.- 1 5 , (0 PR Ore-r, M-3x4 M-1.5x3 1Cat GIN We 44 17 `PROVIDE FULL BEARING;Jts:2,4,51 �N 12.92••PE 401000, y y y ,,-- r.#- 1-00 8-00 4. 4 OREGON t„ ,,,..4,iO '44- 14 2,0\ ,p,i,. PRIO- JOB NAME : 3410-D 9/12 - J-2 EXPIRES:12/31/2015 Scale: 0.4955 WARNINGS: GENERAL NOTES,unless otherwise noted: 11,RILr;,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' ,. Truss: J-2 and Warnings before construction commences. building component.Applicability of design parameters and proper a'� Ijj ,�. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Q' �4' /,,,,q,. (moi 2.Design assumes the top and bottom chords to be laterally braced at 'Q /f iij, ,. "f/ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length byfwd a <3 DES. BY: BS y g ( Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(fC)and/or drywall(BC). •�•^",-, , _,r %� DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. � J •7 ��` zt , .----;a. SEQ. : 6097697 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use, ',S -�4•^"'o t }" TRANS 1 D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if s .1 513981 cessary. fabrication,handling,shipment and installation of components. ne Design ass 'I' Q 7. assumes adequate drainage is provided. 94' 4'OMTE � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4: III I II I II I I III I I I III III IIIITPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sj(} A�•+ ° 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I1IIII III III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 97 WEBS: 2x4 KDDF STAND 3-4=( -41) 23 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 400V -37/ 119H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -100/ 151V 0/ OH 1.50" 0.19 KDDF ( 625) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP gri AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226" 5 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" -/ MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243" 12 '±/0100 MAX BC PANEL TL DEFL = -0.148" @ 9'- 0.9" Allowed = 0.462" 9.00 VMAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3" M-3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. '.oo Design conforms to main windforce-resisting I system and components and cladding criteria. 0 I Wind: 140 mph, h=21.4ft, 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. 0 Allig oI ►- ►-6 -/ s 0 1 M-3x4 M-1.5x3 ti� yGIN�jQ f0 ��t r� � � rl r'1 ' ' OPE sof,,. PROVIDE FULL B:ARING;Jts:2,4,6 / de 1-00 8-00 -'L _., OREGON�t tel(! HRIVA- JOB NAME : 3410-D 9/12 - J-3 EXPIRES:12/31/2015 Scale: 0.4604 WARNINGS: GENERAL NOTES,unless otherwise noted: 0;741. pry ,RRLL1-1:01.:4. 1.Bulkier and erection contracto'should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,V" SAS Truss• J-3 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 4,�� / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C�1 1 DES. BY: B$ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by cc, ,�,;;, C3 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �- c (' _ :' DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. r t� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. F `F - ---.y, S E Q. : 6097698 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. , , •!. ‘i' f '$r' TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if x••` ,,+, 51398 necessary. '!- + fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided, c 6, '"XSit 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center Dill I (IIID III I VIII 1011 VIII IIIIII TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincideintwith Jointacenter lines. �S'Sj AtAL:' 9.Digits indicate size of plate in inches. MiTek USA,InC./CO t1p 1Trgs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III ( (III This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 i BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" T >( MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 9.00 V NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), FAload duration factor=1.6, cp Truss designed for wind loads o in the plane of the truss only. o ,-1 ,r 1 M-3x4 4 I t„,�c CPN Ope, 4 0/47/ ° 792(10PE rr 1-00 'PROVIDE FULL BEARING;Jts:2,3,4J 8-00 .: it -F� ,�OREGON ht A. 14 Te, JOB NAME : 3410-D 9/12 - J-1 EXPIRES:12/31/2015 Scale: 0.5330 WARNINGS: GENERAL NOTES,unless otherwise noted: 00R144 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 40 v WASix 1 Truss• J-1 and Wamings before construction commences, building component.Applicability of design parameters and proper O , , J. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 'Q" / 'Cf� 2.Design assumes the top and bottom chords to be laterally braced at !M1 /f H, .. *O DES. BY• BS 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by Fv� �.a d Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). LG= v 7 ` DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {)� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7r ° SEQ. : 6097699 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component, and are for'dry condition"of use. .,; �, TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,°'' "�� 51398 ,�", fabrication,handling,shipment and Installation of components. necessary. 7.Designlaesassumesadequate drainage provided. eC l'STB 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L�' 1111111111111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. ''j"N L' ' 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 1111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-221) 228 3-7=(-262) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-280) 214 WEBS: 2x4 KDDF STAND 3-4=(-343) 312 LOADING 4-5=(-467) 432 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-193) 135 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -43/ 459V -151/ 427H 5.50" 0.73 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.9" -143/ 108V 0/ OH 1.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.6" -394/ 597V 0/ OH 1.50" 0.76 KDDF ( 625) 7'- 8.3" -37/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -150/ 230V 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.0IN8AS-SIU'M - 0.0" Allowed = 0.133"'01/ k..0 MAX LL DEFL = -0.0 @ 3'- 3.9" Allowed = 0.170" MAX TL CREEP DEFL = -0.0 @ 3'- 3.9" Allowed = 0.226" MAX TC PANEL LL DEFL = -0.0 @ 6'- 1,0" Allowed = 0.284" MAX BC PANEL TL DEFL = -0.1 @ 4'- 0.9" Allowed = 0.462" MAX HORIZ. LL L = -0.008" @ 15'- 10.9" MAX HORIZ. TL L = -0.008" @ 15'- 10.9" 12 DEES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 9.00 V Design conforms to main windforce-resisting ii system and components and cladding criteria. 5 0 I I Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) load duration factor=l.6, Truss designed for wind loads 0.25" in the plane of the truss only 9,tc) PRO 4:s c, IN `�/ v� kr /01471 '- '` 2�I*PE 9r /Adiiii 0 ,, I Aix.- . 7 -WO 4C o M-3x4 M-1.5x3 , OREGON�� oto 1-00 8-00 y 7-11-11 y 44 e. PROVIDE FULL BEARING;Jts:2,4,5,7,6,6( JOB NAME : 3410-D 9/12 - J-8EXPIRES:12/31/2015 Scale: 0.2343 WARNINGS: GENERAL NOTES,unless otherwise noted: top.RILL. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,.4P 0,01/A411 l�, Truss: J-8 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1' �4, 2.Design assumes the top and bottom chords to be laterally braced at / iy; .J^ /6+ DES. BY' B$ 3.Additional temporary bracing to Insure stab lily during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Kvr L,r*rte.. is the responsibility of the ere or.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall BC. 7 DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral bring required where shown+ry ( ) /?/1�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Of r[�' ; ; SEQ. : 6097700 fasteners are complete and rd time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 411152 design loads be applied to ani component. and are for"dry condition"of use. • 5.CompuTrus has no control o r and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ""' +�O R„51398 ,(t�YJ�," necessary, Y' fabrication,handling,shipnre tend installation of components. 7.Design assumes adequate drainage is provided. fC' IS`CE 6.This design Is furnished subj ct to the Imitations set forth by 8.Plates shall be located on both faces o truss,and placed so their center l II 11 IIIII II 1101110111011111111 I I IIIII IIIII IIII IIII IIII TPI WTCA In BCSI,copies o which Will be furnished upon request. lines coincide with joint center lines. �Sj N� a 9,Digits indicate size of plate in Inches. MiTek USA,Inc./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 1111111111111 This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-208) 97 WEBS: 2x4 KDDF STAND 3-4=( -41) 23 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 400V -37/ 120H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -91/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "o0 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-02-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226" MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243" MAX BC PANEL LL DEFL = 0.000" @ 4'- 3.4" Allowed = 0.346" MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462" 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3" 9.00 V MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. M-3x4 4 M Design conforms to main windforce-resisting cn system and components and cladding criteria. 3 i rn �� e, o i Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I /- E (N ,� ,D ANG 1f+ /p �� 1 M-3x4 M-1.5x3 6 '92wfF'E 7 J, yOREGON Lk/ 1-00 8-00 ''.. 7 \ !PROVIDE FULL BEARING;Jts:2,4,6I /.0 14 �`y RAIL JOB NAME : 3410-D 9/12 - J-5 EXPIRES:12/31/2015 Scale: 0.4171 WARNINGS: GENERAL NOTES,unless otherwise noted: . c 9kRILL. f.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual A�, ''1„�,. Truss• J-5 and Warnings before construction commences. building component.Applicability of design parameters and proper 0 X7,1, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 'Q' 4,. /,,.�„* (moi ' 2.Design assumes the top end bottom chords to be laterally braced at Q `$ f ty,. `71' 3.Additional temporary bracing to Insure stability during construction 'C' DES. BY: BS 2'o.c.and at 19'<.c.respectively unless braced throughout their length by F,. �,.'r.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4' ws +" , DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q 4.No load should be appled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. r ( �*,,s-,-., {" " SEQ. : 6097701 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 411152 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r)r 51398 tr{ necessary. <Q { fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Qr -C4S',C'E,Tit ," 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -6 l 11111111141111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center aches.r(QNAjr ,y`� 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 10 IIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-80) 49 3-7=(-56) 92 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-404) 348 WEBS: 2x4 KDDF STAND 3-4=(-408) 328 LOADING 4-5=(-275) 149 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-201) 5 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 26.7" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 367V -102/ 346H 5.50" 0.59 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.9" -225/ 480V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.3" 0/ 100V 0/ OH 5.50" 0.16 KDDF ( 625) 9'- 9.0" -298/ 584V 0/ OH 5.50" 0.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -v MAX LL DEFL = -0.061" 8 11'- 11.7" Allowed = 0.222" MAX TL CREEP DEFL = -0.074" @ 11'- 11.7" Allowed = 0.296" MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243" MAX TC PANEL TL DEFL = 0.006" 8 1'- 4.5" Allowed = 0.364" MAX TC PANEL LL DEFL = 0.070" 8 7'- 1.8" Allowed = 0.441" 5 MAX BC PANEL TL DEFL = -0.170" 9 4'- 0.9" Allowed = 0.462" 12 MAX HORIZ. LL DEFL = -0.006" 9 9'- 6.3" 9.00 V MAX HORIZ. TL DEFL = -0.006" @ 9'- 6.3" DESIGN ASSUMES MOISTURE CONTENT DOES VD NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 c Design conforms to main windforce-resisting c) system and components and cladding criteria. M-3x4 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d " Truss designed for wind loads in the plane of the truss o. 0 rnOP 'ft e , PE r* oIM-3x4 M-1.5x3 ,,.�+. rr;.. + CC L �OREGON 1,, A. 6 <4, �1-00 8-00 3-11-11 U � �V s'e 'PROVIDE FULL BEARING;Jts:2,4,7,5I 'fiRLLti- JOB NAME : 3410-D 9/12 - J-6 EXPIRES:12/31/2015 Scale: 0.2913 WARNINGS: GENERAL NOTES,unless otherwise noted: I'SIRUZ+L 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individualp WASP- '*Q} Truss: J-6 and Warnings before construction commences. building component.Applicability of design parameters and proper7h 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component is the responsibility of the building designer. 'r 2.Design assumes the top and bottom chords to be laterally braced at 'C: /r etr '�' 15 3.Additional temporary bracing o Insure stability during construction vf' 2'o.c.and at 10'o.c.respectively unless braced throughout their length x G DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingofy g (B M rO c ,' P ty 2xImpact continuous sheathing such las plywgoe sheathing(TC)edwhere own-drywall C. +G'1"-^ ° DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /f 7 ' ' SEQ. : 6097702 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to an component. and are for"dry condition"of use. «4.✓`= `j""" a.,m.-- g PP6.Design assumes full bearingat all supports shown.Shim or wedge if s"`�` . ' TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the g PP g $ �9 Ley- fabrication, necessary. 4, *Q handling,shipmer(t and Installation of components. 7.Design assumes adequate drainage Is provided. fiol'sTSO'6 Ov 6.This design is furnished subjeld to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center 1111 I 111 II I III I VIII II(VIII IIIIIII TPINVTCA In BCSI,copies otiwhich will be furnished upon request. lines coincide with joint center lines. sSr NAL �� 1 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrlts Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) VIII ((VIII This design prepared from computer input by I PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-85) 29 3-7=(-34) 98 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 405 WEBS: 2x4 KDDF STAND 3-4=(-412) 412 LOADING 4-5=(-285) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5-6=(-103) 56 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 276V -129/ 365H 5.50" 0.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.9" -229/ 395V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.3" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) 9'- 6.3" -236/ 366V 0/ OH 5.50" 0.55 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.1" -70/ 112V 0/ OH 5.50" 0.18 KDDF ( 625) r. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1' f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 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 = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TC PANEL LL DEFL = -0.003" @ 1'- 8.2" Allowed = 0.243" MAX TC PANEL TL DEFL = 0.005" @ 1'- 8.2" Allowed = 0.364" MAX TC PANEL LL DEFL = 0.029" @ 6'- 8.6" Allowed = 0.441" MAX BC PANEL TL DEFL = -0.157" @ 4'- 0.9" Allowed = 0.462" 12 5 MAX HORIZ. LL DEFL = -0.007" @ 13'- 8.4" 9.00 V MAX HORIZ. TL DEFL = -0.007" @ 13'- 8.4" D DESIGN ASSUMES MOISTURE CONTENT DOES 0 I NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 .� Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loo.``-�� (} pROr e;lfir?s, in the plane of the truss .�T3,p, `4 o 9 �PE 7� CD I M-3x4 M-1.5x3 • t ' OREGON�p, 4'y y y y /p � ti�14 �- 1-00 8-00 5-11-11 �j $ (PROVIDE FULL BEARING;Jts:2,4,7,5,6( JOB NAME : 3410-D 9/12 - J-7EXPIRES'12/31/20155 Scale: 0.2666 WARNINGS: GENERAL NOTES,unless otherwise noted: c,B.RTLL.4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual WAS/1 :14., Truss• J-7 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 Cyd ( 2.2x4 compression web braang must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. F' F. r" 0 (n 2.Design assumes the top and bottom chords to be laterally braced at '�1 bt v' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A to DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '" " DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (( ,.V.^" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Of f9, �,',; SEQ. : 6097703 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to anycomponent and are for"dry condition"of use. ,r,F= ' >f,.--`",, TRANS I D: 41115 2 5.CompuTrus has nopcontrol over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if a 51398 cc nesessary. , fabrication,handling,shipment and Installation of components. 7. necessary. assumes adequate drainage is provided. It* ISTD' 6.This design Is furnished subject to the tindtations set forth by 6.Plates shall be located on both faces of truss,end placed so their center �'sr S("j s :..� TPIMfTCA in BCS(,copies of which will be furnished upon request. git coincide with joint center n fines. t(} L, , 9.Digits Indicate size of plate in Inches. I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I III III VIII III I VIII(III VIII(III III III HMI IIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 97 WEBS: 2x4 KDDF STAND 3-4=( -41) 23 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 400V -38/ 120H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -107/ 279V 0/ OH 1.50" 0.36 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226" MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243" MAX BC PANEL LL DEFL = 0.000" @ 5'- 3.4" Allowed = 0.346" MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462" 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3" 9.00 V DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. kb Design conforms to main windforce-resisting CD system and components and cladding criteria. M-3x4 4 I 3 it o Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, kb (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD PR load duration factor=l.6, Truss designed for wind loads I /- Agill Ix P•sr 4. ..... .44. in the plane of the truss only. c/- ► 6 44-C hilt 1l %Yr 1 M-3x4 M-1.5x3 1;92•*PE r- . > y y OREGON 40 1-00 8-00 1 'ii 'ti,° his. (PROVIDE FULL BEARING;Jts:2,4 61 iO 14' ,i'' JOB NAME : 3410-D 9/12 - J-I 4 EXPIRES:12/31/2015 Scale: 0.3907 WARNINGS: GENERAL NOTES,unless otherwise noted: c; .R1L.L,, .q�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .� WAS �'7� Truss: J-4 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 �� (� �. 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. Z; F+ ' G 'Cf 2.Design assumes the top and bottom chords to be laterally braced at 41, 1r> .rA: '+ DES. BYB S 3.Additional temporary bracing o Insure stability during construction `4, 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F„ t.a <' : Is the responsibility of the ere-tor.Additional permanent bracing of continuous sheathing such as plywood sheathing fC)and/or drywall(BC). wry "" 4. 'x DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f/)�} 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,1/ f hf"1 .@ _ ,„......� SEQ. : 6097704 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to an corn nent. and are for"dry condition"of use. ;f � �. �3x TRANS I D: 411152 5.CompuTrus has no control ray r andassumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 51398 44' necessary. 4 I� fabrication,handling,shipme t and installation of components. 7.Design assumes adequate drainage Is provided. pIST4'41P- 6.This design is furnished subj to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4' xt IIII II I1 II II 111 1110 11111 1111 IIII IIII TPI WTCA In BCS(,copies a which wit furnished upon request. lines coincide with joint centerNyi CS8.Digits indicate size of plate In inches. MiTek USA,IDC./COri1PUT s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) • 111111111111 This design prepared from computer input by ' PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 34 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V -19/ 73H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -31/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T ' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.193" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 9.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting 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), 1-4 I load duration factor=l.6, O CD Truss designed for wind loads I in the plane of the truss only. M CD f- I �. CD 1111111111O 0 2►1 4►t 1 M-3x5 4. D PRO 6.6(9 `0/(i1T . lam , ' 92D , IPE -17 y y y1-00 2-00 'PROVIDE FULL BEARING;Jts:2,9,3' �1 OREGON , 4/ r4 DIY 14, 2p p fiRILI- JOB NAME : 3410-D 9/12 - S J 1 EXPIRES: 12/31/2015 Scale: 0.6205 WARNINGS: GENERAL NOTES,unless otherwise noted: ',RRI2.,,r;, Q p 1.Builder and erection contractor should be advised of ail General Notes t.This design Is based only upon the parameters shown and is for an Individual �.� c'W.As�j ''i.• Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper (y' j1 J 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Q" / {f Yl.' 2.Design assumes the top and bottom chords to be laterally braced at �, ,t w, .l' " 3.Additional temporary bracing to insure stability during construction ,is 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f. Rv,1 O DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -)-N DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r f 7J 1 "r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. k` t �, .•»-•--1 SEQ. : 6097705 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ii s�"�. -•w design loads be applied to anycomponent. end are for"dry condition"of use. 3 •"i; ik TRANS 1 : 411152 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .�} 519 ,s, . necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. it' <VSre0 ,�.1 6.This design is furnished subject to the Gmltations set forth by B.Plates shall be located on both faces of truss,and placed so their center S+ rrC3 II II II VIII 1111 MINI III Int TPIM/TCA In BCSI,copies of which will be furnished upon request Digs coincide with Jointacenter lines. 5�(��TAL } 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 1111111111 1Ii IIIIIII This design prepared from computer input by PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-283) 145 WEBS: 2x4 DF STAND 3-4=(-135) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 23.7" 0'- 0.0" -17/ 145V -29/ 143H 5.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -70/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: 1'- 11.7" -278/ 431V 0/ OH 1.50" 0.55 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc !LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V 4 MAX LL DEFL = -0.039" @ 3'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 3'- 11.7" Allowed = 0.263" CD I rn MAX TC PANEL LL DEFL = 0.009" @ 1'- 3.7" Allowed = 0.095" MAX TC PANEL TL DEFL = 0.011" @ 1'- 3.7" Allowed = 0.143" MAX HORIZ, LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" 0/#.13 DESIGN ASSUMES MOISTURE CONTENT DOES I NOT EXCEED 19% AT TIME OF MANUFACTURE. m Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o f .' Truss designed for wind loads ,n ��-■ in the plane of the truss only. 0 of 211111. 5 IESO -< 1 101471 l tt ...!921OPE r' ,1 y 1, y .��" PPA 1-00 2-00 1-11-11 till'" (PROVIDE FULL BEARING;Jts:2,5,317� A OREGON � it� <o oaf 1 e2,0 �}. NRIL'V- JOB NAME : 3410-D 9/12 - S 2 EXPIRES:12/31/2015 Scale: 0.6102 WARNINGS: GENERAL NOTES,unless otherwise noted: Ot ftTrt,,bi 1.Builder and erection contract should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual .� rQZ Truss: S J2 and Warnings before constru 'on commences. building component.Applicability of design parameters and proper 4 Gypr l 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibitty of the building designer. V. (P yY- i� 'C�', 3.Additional temporary bracing insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f�1 ' . jr itJ 0 DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F-1:* y,�4�;, is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). G,y..•- 41,, - DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f,7/f , 4.No load should be applied to ny component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. r J SEQ. : 6097706 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. ` ; '�� TRANS I D: 41115 2 5.CompuTrus has no control onpr end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 51398 W� necessary. ++�} fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i .4lS'T O e 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II III VIII II I III I(III(III TPI/VVlCA in SCSI,copies oflwhich will be furnished upon request, lines coincide with joint center Anes. sSr�NA.t , . 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiT&4 IMI1 This design prepared from computer input by , PACIFIC LUMBER & TRUSS (DM) LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-293) 244 WEBS: 2x4 DF STAND 3-4=( -90) 64 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" 0/ 243V -55/ 166H 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -46/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: 1'- 10.9" -186/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -67/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.095" 12 , MAX TC PANEL TL DEFL = 0.005" @ 1'- 2.9" Allowed = 0.143" 9.001Z MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting t system and components and cladding criteria. 0 I Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 `" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. cm �-�- cY 1 2►. 5 - c0 PROP M-3x6 e.? NAGIN /,J , IPE fir" „0„0,Aid' 1-00 2-00 3-11-11OREGON , 'PROVIDE FULL BEARING;Jts:2,5,3,4I I`/a +/.}• 14 r�(}'\ „�,�'... F110- JOB NAME : 3410-D 9/12 - SJ3 EXPIRES:12/31/2015 Scale: 0.4947 WARNINGS: GENERAL NOTES,unless otherwise noted: . ,IRItL,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4) �5 Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters end proper 4 O'� .,. 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ' ' ,Q,, /- (i 'CO 2.Design assumes the top and bottom chords to be laterally braced at <, f p, ''"A 3.Additional temporary bracing to insure stability during construction xS' DES. BY: BS is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Fw 7dra C7 bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 01^"` x, DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 0/rm7, k., l,„ ,,�»-w„f SEQ. : 6097707 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, !�'� id: design loads be applied to any component. and are for"dry condition"of use. ;- may, TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r M 513913 necessary. 'V . r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. flIC' I"$,fI3 ^�'i .�y' 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces otruss,and placed so their center II I I III I II I VIII II VIII II'III TPINJTCA in BCS',copes of which will be furnished upon request. lines coincide with joint canter lines. f Sin ,� 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)