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Plans (52) A 44 STit'OIC .. OG,05 /?.sa st(i s‘,A4k„ 0 CONFORMS TO DESIGN CONCEPT i',e ir'' 4,t/—...i., y 3C-011 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED L„li‘—v 111, „, a; 0 „ze.,- 0 NON-CONFORMING—REVISE&RESUBMIT i ii.tr.v., -''''''.'' ' - FEB 3 2016 t 1 THIS SHOP DRAWING HAS HRH REVEIVED FOR GENERAL CMTIORMANCE WITH DESIGN CONCEPT MY AND DOES NOT RENEW. TIE FAMCATOP./VENCOR OF REONIMILITY FOR CONFMAANCE WHH DESIGN DRAWINGS SPECIFICATIONS AND APPIXABLE EWES All CE WIHCH HAVE pRioRrry GEER MS MEI DRAWING By David R Burnett Date 10/24/14 CITY 017 ' '''': ' MILBRANDT ARCHITECTS ,- ,,,--, 4—,t.s,' '•-..',.:, .,f'',. . I 11.3011J, .h........ ... Tr Z CON OR S TO DESIGN CONCEPT i.m.m.mmmmmmmmmmm.. .IIIIIIIIIIIIIIIIIIIIIIIIIIIrr;ir A E CON'ORN S TO DESIGN CONCEPT WITh REVBSION S AS SHOWN El NON.CONFORMING-REVISE AND RES JBMIT 1111111111111111111111111111110PriTHIS SHOE DEMING HAS BEEN REVIEWED FOR GENERAL ClerAtIANCE M WITH THE DE&GN C NOONLY AND DOES HET RELIEVE rHE FABP,ICATORIVADOR OF RESPONSIBILITY FOR CONFCRANOE WITH THE DESIGN DRAW:ill A D 3N:111E1:A71MS ALL OF WHICH 100jE PRIORITY C3 (6) Air All yvER THIS SHIP DR.WING. CONTRACTOR SHALL VERIFY A..1.DIMENSIONS. By: Todd I.Ea'on Date:October 30,2014 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIWlr Ag0 CT ENGINEERING INC L. a ; • M 2..19 „...r" 6:12 2..r9 id C2(11) 1 A •• __r9 RI 2 • I go - -'' _ _11• :...m. ligi' 6:12 I GARAGE I Milfill' ;• ..2? Cei It— .._, o D25) f I 1111111191111 ..... ... _J___L. VERFY PORCH SPAN I- 13'-61 ' 141-9* I- -I I- 221-611 4 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POI_YGON NW 10/23/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER MB pisV!1:\ 3410-B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING , 3410-B NH / B—NH i CHECKED BY: DESIGNER/ENGINEF_R OF RECORD TO RENAEVV AND APPROVE OF ALL at TR US S 'A COMPANY DELIVERY LOCATION: !SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. i Ii CONFORMS TO DESIGN CONCEPT .: 1-1 CONFORMS TO DESIGN CONCEPT WITH 3c4r I--, REVISIONS NOTED 1 0 NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENEFAL CONFORMANCE WIM DESIGN CWEPT Ota.Y AND DOES NOT RELIEVE ME FAERICATORNEWOR OF RESPONSIBLITY FOR CONFORMANCE WITi.,DESIGN \ ORAWINGS.SPECIFICATIONS.ANO APR Wel.E CODES.ALL OF MICH HAVE PRIORITY OVER THIS SHOP DRAWNG ,. By David R Burnett Date 10/24/14 \. MIIBRANDT ARCHITECTS \ . • • - -,. .i....--- _r____ _ .... . ,—• , CON"OP.S TO DESIGN CONCEPT -------.-. 0 CON OP S TO DESIGN CONCEPT WITH . Illr Ad _ REVEIONS AS SHOWN er 4 . Lii NON CONFORMING-REVISE AND RESU WIT THIS SHOP SHANG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE . . WITH THE DES'qi C HOEK ONLY AND NES NOT BELIS.VB Tk E y;fflrrAMIIIIIII 'RICATOR/VADOR OF RESPONSIBILITY FOP,COVDP,MANCE WITH THE DESIGN DRA111 GS AID SPECIFICATIONS ALL C1F WHICH HAVE PRIORITY 00Avorir 111111Ew. (6) OVER THIS Si1,P MENG. CONTRACTOR SHALL VERIFY All DIENSIONS. 4 By: Todd I.Ea on Date:Octobe 30,2014 V .' 4, CT ENGINEERING INC . . . . . / b 52 ,, 6•)7 - . , . \ V9 6:12 r2 faris 1 (11) . 11.-6• -7 ft? I 411'04' Bn re) .4.1-4-1411.1. 1 23_ • . a kGARAGE 1... III VERFYPORCHSPIN I- 13q3irr -I 141-9" I- 4 224r 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/ 3/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 3410-B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pa IOW Illk—:•':: umriber PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING ,,, 3410-B NH / B-NH I CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & T I t II S S "':',, COMPANY DELIVERY LOCATION: ISCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= I 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. 1111111111101111 2ug Circ% o , (95501)Kl245-9525, CFaxrona(951)CA 273-004928800 Transaction ID: 410946 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 13 0 6094789-6094801 3410-B1 -3410-B Transmittal Notes: Design Notes: FTP:410946.4 10/23/2014 1:52:55 PM Page 1 This designUMBER-BprepCared from computer input by IIIIII�IIIIIII TRUSS SPAN 14'- 9.0' ICONS. 2: Design checked for net(-5 osfl uplift at 24 "oc ssacing.I LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does TC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. BC: 2x4 KDDF M1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-04-08 7-04-08 12 12 1IM-4x4 a 6,00 6.00 3 th 0 to 0 v 4 co�o `=,'/— —/ v 0. o 0 f— M-3x4 M-3x4 y y y y 14-09 1-00 1-00 � ,`c,,D P R Opp�� JOB NAME: 3410-B - Al Scale: 0.4994 4Ne `.,0I WARNINGS: GENERAL NOTES,unless otherwise noted: 1,',� ± 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF N1&BTA TRUSS SPAN 14'- 9.0" BC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24,0" S.C. 1.2=( 0) 50 2.6=(•30) 565 6.3=(0) 343 2.3=(-748) 139 6-4=(-30) 565 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-748) 139 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOOCATIOONSS.0" -116/ 734V -73/ I735 5150" S.17N KDDFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 9.0" 116/ 733V 0/ OH 5.50" 1.17 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 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133• MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3,5" 7-04-08 MAX HORIZ, TL DEFL = 0.010' @ 14'- 3"5° f7-04-08 12 T NOTE:Design assumes moisture content does 6.001/ HM-4x412 not exceed 1996 at time of manufacture. -s16.00 Design conforms to main windforce•resisting 3 system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. co 0 0 v m 0 o o CD 6 � M-3x4 M-1.5x3 0 M-3x4 > y y 7-04-08 y 7-04-08 y 1-00 14-09 y ), 1-00 JOB NAME : 3410-B - A2 tO PROP Scale: 0.3994 'C'. /// %,, WARNINGS: GENERAL NOTES,unless otherwise noted: V /arl r Truss: A2 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ®�P { 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. ativey unless braced throughout their length by DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3 continuous sheathing or suchlateral bracing pywg required where s and/or drywall(BC). SEQ. : 6094790 4.No load should be applied to any component until after all bracing and 4.Installatiobridging of trussss the r responsibility f trespective contractor. r r r•y /�/-� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '.,�7L OREGON V N TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. .i �lh 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /. 4j..- 14' .S. fabrication,handing,shipment and installation of components, 7.necessary, P P 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located n assumes one both drainage faces of truss,and placed so their center `' r tt 11111I VIII 11111 VIII 11111 VIII VIII IIII 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a R 11.. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111111This LUMBER-BC TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1. 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 TC: 2x6 KDDF N1&BTR; LOAD 2x6 KDDF N1&BTR T2 SPACED 24.0" O,C. 2- 3=(-782) 310 6- 7=(•140) 605 3- 4=( 0) 0 ' BC: 2x4 KDDF H1&8TR LOADING 3- 7=(•765) 268 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC, UON. TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 1 0'- 0,0" -1581 735V -51 53H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FORE TO THE 10'- 3.5" -458/ 735V 10// OH 98.50' 1.41 KDDF ( 625) ALL SLOPED TOP CHORD AREAS NOT SHEATHED REQUIREMENTS AOF IBCS20112 AND LIRC UA LIMITED 2012 NOT BEING MET. 22'- 6.0" •325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 M-1.5x4 or equal non-structural MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (aon). MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0,133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" Connector plate prefix designators: MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" C,CN,CI8,CN18 (or no prefix)) == CosmpuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ, LL DEFL = 0,007" @ 14'- 8,4" MAX HORIZ, TL DEFL = 0,011" @ 14'- 8,4" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11-03 11-03 ( Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � 3-10-08 11 03 load duration factor=l,6, 7 04 08Truss designed for wind loads T q -M aX4+ 12 in the plane of the truss only. 12 fi= 6.00 Gable end truss on continuous bearing wall UON. 6.00 M-1x2 or equal typical at stud verticals. M 4x6 complete specificat8 nse end detail for N a.cp 01Refer to m co 0 q i.0 o M-3x4 M-165x3 7M-3x4 M-5x6+ M-3 x4+ y * 6-11 * 8-02-08 7-04-08 * * * * 22-06 1-00 1-00 661 JOB NAME : 3410-B - B1 Scale: 0.2707 kr -7 `�`In���/b `� WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ! r r E �f,,. 1.Builder and erection contractor should be advised of all General Notes 1.This omponenn is t.Applicability of n the designters shown oters andnd s proper an individual Truss: B1 and Warnings beforebracing construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length byy+ �rr,. /�" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C)REGON tt/ DATE: 10/23/2014 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 eller all bracing and 4.InstallationInn asum s trusses are is the To be used In a non-corrosive environment, /..f the respective contractor. 7 W,��. T (,�N t�.,! SEQ. : 6094791 design lode complete at no time should any loads greater than and are for"dry condition"of use. f design loads be appled to any component 8.Design assumes full bearing at all supports shown.Shim or wedge if (� TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessafi{ 1 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 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 111111111111111111 TPINVTCA in BCSI,copies of which wilt be furnished upon request 9.linests coincide with Joint center fines. r+ 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.FForibaisic plateonnectorodesign alues see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-230) 1294 3- 8=(-320) 225 BC: 2x4 KDDF k1&8TR SPACED 24.0" O.C. 2- 3=(-1542) 343 8- 9=(-105) 855 8- 4=(-113) 520 WEBS: 2x4 KDDF STAND 3- 4=(-1352) 346 9. 6=(-259) 1294 4. 9=(-113) 520 LOADING 4- 5=(-1352) 346 9- 5=(-320) 225 TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1542) 343 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1059V -111/ 111H 5.50" 1.69 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'• 6.0" -159/ 1059V 0/ OH 5.50" 1.69 KODF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 14'- 9.8" Allowed = 1.079" MAX TL CREEP DEFL = -0.092" @ 14'- 9.8" Allowed = 1.439" MAX LL DEFL = 0.002" @ 23'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.019" @ 22'- 0.5' 11-03 11-03 MAX HORIZ. TL DEFL = 0.032" @ 22'- 0.5" T f T NOTE:Design assumes moisture content does 5-10-12 5-04-04 5-04-04 5-10-12 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting 12 12 M 4X6 system and components and cladding criteria. 6,00 '' ..1 6.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, /- 4 ,fes( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu durationload f Trussdesignedfor o 6 wind loads in the plane of the truss only. M-1.5x31\ M-1.5x3 0 ds 0 m co co 0 0 o , r 1.-.11 Rv 8 9 0 /-8 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O y 1, y 7-08-03 7-01-11 7-08-03 y y y 10-00 12-06 ), ), y ), 1-00 22-06 1-00 JOB NAME : 3410-B - B2 Scale: 0.2461 �� GIN 0, �e�,,f4""� WARNINGS: GENERAL NOTES,unless otherwise noted: kr /v/�I pf C 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 " C9^2 i+r L 1-"„ Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. Ar' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,0,416,= DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ (r- C 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -,G 4/OREGON �.: SEQ. : 60947 92 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: 410946 �� design loads be applied to any component. and are for"dry condition"of use. / n 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 1 4, . necessary. �K fabrication,handing,shipment and installation of components. Design assumes gpr ovid .6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth facesIse of uss,,and placed so their center R I IIIIII I I VIII II IIIIII II IIIIII III IIIITPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center bines 9.Digits indicate size of plate In Inches. MiTek USA,InC./COfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,0O TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #1&BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11. 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5.11=) 0) 238 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42,0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL SLOPED TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0,0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) vertical members (uon), VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.045' @ 22'- 9.0" Allowed = 1.079" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.002" @ 35'- 0.0° Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133° MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 1-00 1. T 1' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, 12 12 =M-4x4+ 12 Truss designed for wind loads 6,00 6,0017 Q 6.00 in the plane of the truss only. 1. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for M-4x6 complete specifications. M-3x6+ s�a M, M-5x6(S) c, 0 0.25" 00 rn o,c co co o O 0 810 0 0 0.25" M-3x8 M-1��5x3 M-3x4 0 M-3x5+ M-3x4 M-5x6(S) 1' 1- 1' y )' 17-04-12 5-04-04 5-04-04 5-10-12 y y y y 1-00 34-00 1-00 ,9, ,0 PR Qp JOB NAME : 3410-B - Cl Sale: • 0,,,66 .5� caG(/r�N s%, WARNINGS: GENERAL NOTES,unless otherwise noted: /0r/ff"/ 41,,, Cl1.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 r 9G*i P E Truss: C and Warnings before construction commences. br incorporationicomponent of componentiiIs the respondesisiWlity of the buildiarameters and ng designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). A" DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ /Q'' 4.No bad should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 1.0 SEQ. : 6094793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosiveL,.environment, 2,+ ,,S, A, design loads be applied to any component. and are for"dry condition"of use. ,h '7.)r' 2.0. 4 TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if ./© 4 {+ necessaryNolo . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. /l'f f'1p RIO- 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 IIII VIII VIII VIII IIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. 9.Digit coincat with Joint ate In inches.10.For basi MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Zc connector size oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10.11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•1611) 437 11. 6=(•642) 235 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12= -15) 446 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=(•2510) 513 12- 7=(•253 175 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 8- 9=( 0) 50 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 4.0" (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 5 load duration factor=1.6, M-5x6(5) ■ M-5x6(S) inuss thedesiplaneed offor thewind trussoads only. 0.25" 3.1" 0.25" oo, co LO o 1416 +@ M-1.5x3 \1110 M-1.5x3 cn co O M O p 10 1t I' 12 i O }M-4x4 M-3x4 b.25" M-3x4 =M-4x4 O y M-5�(S) , ), y y y 8-09-04 8-02-12 8-02-12 8-09-04 1-00 34-00 ),1-00 1-000 JOB NAME : 3410-B - C2 Scale: 0.1786 ,5 .N- -S�/� WARNINGS: GENERAL NOTES,unless otherwise noted: �(,(cl �!�r�/47/ 'v"1: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is toren individual ^?210OP E t~ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper E 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 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 DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). mr.. Po tY 9 3. Impact bridging or lateral bracing where shown++ 10 tY. 4.No load should be applied to any component until after all bracing and 4.Installation of Suss is the responsibility of the respective contractor. OREGON 4"S SEQ. : 6094794 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, 'I_ TRANS I D: 410946 design loads be applied to anycomponent.assnt. and are for"dry condition"of use. �� q 1¢ �� 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 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage is provided. 44 � 1 t t I IIIIII VIII VIII IIID VIII IIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and pieced so their center L 1• TPI/WfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late In inches. 10.For ibasic connector ts indicate size oplate design values see ESR-1311,ESR-1999(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC 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) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 SPACED 24.0" O.C. 2- 3=(-2512) 511 11.12=(-254) 1794 11- 4=( -15) 459 8-17=) -219) 1392 BC: 2x4 KDDF S1ANDR 3- 4=(-2280) 489 12-13=) -11) 71 4-12=(-644) 234 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1619) 440 13.15=) 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14.16=(-402) 2488 12.14=(-142) 1294 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13.14=( 0) 64 8- 9=(-4858) 942 14- 6=(-315) 210 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 50 14- 7=(-679) 153 7.18=( 0) 347 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. LBEARING MAX VERT MAX BEARINGS REACTIONS REACTIONS HORZ HORZ SIZE RE UI. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0,0" -235/ 1542V -188/ 188H 5.50° 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND, 2: Design checked for net(-5 psfl 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 = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003° @ 35'- 0.0" Allowed = 0.133" 1' '( T 6-00-05 T 5-05-13 T 5-07-09 4-07 T 4-08-04 T 4-10 T 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 1212 NOTE:Design assumes moisture content does 6.007. M-6x6 '(6.00 not exceed 19% at time of manufacture. 56.0 Design conforms to main windforce-resisting I% system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, • M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S)0.25" load duration factor=l.6, l° Truss inthe dplane eofd fthe or wloadsind truss only. to 0.25" M-5x6(S) M M-1.5x3 iii\ 0 do M 3x6 M-3x8 0 --I o CO ids.- \ o 0 t2 13 15 M 16 3x4 2XWEDGM bx8 ll o o o }M-4x4 0.25" M-5x8 M-1.5x3 0 0 M-5x6(S) M-5x8 M-1.5x4+M-1.5x4+ 3.75 r .... J,' y ), 1, y 1, y 12 y y 8-08-06 8-03-10 4-08-12 1-Q1-12 3-10 4-10 2-05-08y 1-0 21-10-08 y y 9-08 2-05-Of , J, y 22-10-08 1-00 11-01-08 1-0Q 1-00 34-00 1-00 <(.9' 0 P R Q,c�S� JOB NAME : 3410-B - C3 Scale: 0.1661 'la%�� goy WARNINGS: GENERAL NOTES,unless otherwise noted: 4sel-""' 17 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 ''CC' .92!0 PE Truss: C3 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. 3.Additional temporarybracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /' AKOSPIPP DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE' 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. "p tk ^V SEQ. : 6094795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Y�, -f9 ��N SA design loads be applied to any component. and are for"dry condition"of use. 1 4 c' S.Design assumes full bearing at all supports shown.Shim or wedge if {�„ TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessary. M�C�.ry`�� Y fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R 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 IIIIII IIII UNE VIII 0111111 1111 IIII TPI/WfCA In BCSI,copies of which will be furnished upon request. 9 lines oincide ate a zejofnttlate InrInches. cente10. MiTek USA,Inc././CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 ViiiOiHIIII This desiLUMgn BER-preparedBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 'oc spacing,) BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. esign assumes moisture content does not TC LATERAL SUPPORT <= 12"0C. UON. not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main ree-resisting Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF system and components andd cladding criteria. considered for this design. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.4ft, 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,CI8,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 17-00 17-00 11-04-10 5-07-06 5-07-06 11-04-10 12 I'M-4x4 /- 6.00 17 12 Q 6.00 M-3x5(5) M-3x5(S) la* ArAp N co O a) CO 0000000 0, O 4 O M-3x5(S) M-3x4 o M-3x4 y y y 17-00 y 17-00 y 1-00 34-00 y 1-00 JOB NAME : 3410-B - C4 , O PROpet, Scale: 0.2407 IN �; WARNINGS: GENERAL NOTES,unless otherwise noted: v.n 27 !* 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 _`^ G e®P E V'�" Truss: C4 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. DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 01, 2.Design assumes the top and bottom chords to be laterally braced at 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 y�rr DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). f rhea Air 9 3,2x Impact bridging or lateral bracing where shown++ cc SEQ. : 6094796 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, d!.. QREGON vx �((/ TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. �1 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ifn /� �)^" 1 (�� +� fabrication,handing,shipment and installation of components. Design assumes � 6.This design is furnished subject to the irritations set forth 7.PlatesPshall be on othi ae iso truss,sed. �h y ti I IIIIII VIII VIII VIII 11111 IIII IIIA IIII IIII TPbWTCA In BCSI,copies of which will be furnished upon request. 8 nes coincide with jointpcenter both Ines.faces of and placed so their center 1:111...\- 6. l bb MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9.Dor basicits scate size connector plate desigate in nches. values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIII This PACIFIC LdesignUMBEpR-reparedBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" bCOND. 2; Design checked for net(-5 osf) uplift at 24 "01 spacing.) TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 204 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l,6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to complete C mpuTru gable end detail for s6-09-04 6-09-04 12 6.00 12 IIM-4x4 a 6.00 3 1 i rn 0 N O K M 4 co —/o O� _ _,O 0 C. M-3x4 M-3x4 y y y y 13-06-08 1-00 1-00 „ D PROPt JOB NAME: 3410-B - D1 N7 es/ Scale: 0.5322 /0/ tg WARNINGS: GENERAL NOTES,unless otherwise noted: '444 *Crz`0 P E r"' 17 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 and Warnings before construction commences, building component.Applicability of design parameters and proper ,s� Truss: D 1 ression 2.2x4 corn web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. l p 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'pc.and at 10'o.c.respectively unless braced throughout their length by ', �, DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -'j 4.„ 1 OREGON W SEQ. : 60947 97 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. P A. design loads be applied to any component. e.Design assumes full bearing at all supports shown.Shim or wedge if III y A. TRANS I D: 410946 5.CompuTrus has nofn control over and assumes no responsibility for the necessary. + � `1 VV fabrication,handOng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 11111111111111111111111111111111111111111111 TPek U A in nc./ copies rusf which will ar furnished uponL)-E request. 9.lines coincide o n crate ittOr of plate h joint tin erinches v c MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF p1&BTA SPACED 24.0' O.C. 1.2=( 0) 50 2.6=(-27) 511 6-3=(0) 312 WEBS: 2.3=(-679) 129 6-4=(-27) 511 2x4 KDDF STAND LOADING 3.4=(-679) 129 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow P LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: ( 9) 0'- 0.0' -87/ 683V -61/ 61H 5,50" 1.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.5" 87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) M,M20HS,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 10PSF 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 = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 14'- 6.5' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" 0 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0,105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005' 0 13'- 1.0" 6-09-04 6-09-04 MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 12 'r NOTE:Design assumes moisture content does 6,00 M-4X4 12 not exceed 19% at time of manufacture. Q 6.00 Design conforms to main windforce-resisting f 34system and components and cladding criteria. 1111` Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1,1 in the plane of the truss only, rn 0 N O a Cr) O,f- CO TY O� O 6 ►� o f-- M-3x4 M-1.5x3 M-3x4CD y 1, 6-09-04 6-09-04 y y 1, 1-00 13-06-08 y 1-00 y JOB NAME ; 3410-B - D2 IA .0 PROFt, Scale: 0,4197 ! (N WARNINGS: GENERAL NOTES,unless otherwise noted: (A, v O/�// / 1' 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 .92 00 1' Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper J PE 2.204 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bract to Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterallybraced et DES. BY: EE p ry ng ty is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hie respectively plywoodss braced throughout their length by ,� DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. sheathing such as required sheathing(TC)and/or drywail(BC)- '�" : 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 60947984.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O n -7fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ! v �1vNv� 44, A., 5- TRANS I D: 410946 design bads be applied to any component. and are for"dry condition"of use. q CompuTrus has no control over and assumes no responsibility for the 6-Design assumes full bearing at all supports shown.Shim or wedge if `© -1}f 14 2 •' fabrication,handling,shipment and Installation of components. necessary. �� 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 4 � t` 11111111111101111111111111111111111111 TPIANTCA In SCSI,copies of which will be furnished upon request. 8 Platesnecoincide w th joint centetr lines$of truss,and placed so their center 1 L. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.orr9. �basic ts iconnectocate size rf atetdesi e In nn values see ESR-1311,ESR-1988 PI 9 (MiTek) EXPIRES,12/31/2015 1E1111111 ThisPACIFdICesignLUMBER-BC prepared from computer input by TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS#1ANDR LOAD DURATION INCREASE = 1.15 1.2=(-121) 84 5.6=(-102) 238 5-1=(-413) 234 BC: 2x4 KDDF BC: 2x4 KDDF 1&BTR SPACED 24.0' O.C. 2.3=(-195) 46 6.3=( -53) 184 1-6=(-205) 370 3.4=( 0) 50 6.2=(-140) 333 WEBS: 2x4 KDDF STAND 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -36/ 310V -118/ 48H 5.50" 0.50 KDDF ( 625) OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -70/ 470V 0/ OH 5.50" 0.75 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ 8'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 8'- 9.0' Allowed = 0,133" MAX TC PANEL LL DEFL = 0.107" @ 4'- 1.7" Allowed = 0.453' 0-11-12 6-09-04 MAX TC PANEL TL DEFL = 0.191" @ 3'- 10.8" Allowed = 0.680" '( T MAX HORIZ. LL DEFL = 0,001" @ 7'- 3.5" 12 12 6.00 6.00 MAX HORIZ. TL DEFL = 0.002' @ 7'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M 4x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s M 3X5 2 _t' load duration factor=l.6, 0414411\ p\ Truss designed for wind loads it in the plane of the truss only. 10111114111 0) u7 0 N N O o 4 0") M O A oG I mMN4 p 6.---=---. 6 o M-1.5x3 M-3x4 M-3x4 y y )' 0-10 6-11 y 1, l 7-09 1-00 „to PROPe JOB NAME: 3410-B - D3 Scale: 0.4326 �`0 �yG)N f 4 /(0]r/�P/iT7 l'p WARNINGS: GENERAL NOTES,unless otherwise noted: 1,'� R✓G• r 1" 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D3 iote 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibilityof the building designer. 3.Additional tem ora bracingto insure stabilityduringconstruction 2•Design assumes the lop and bottom chords to be laterally braced at p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'„ • .1111 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*0 OREGON 4.No load should be applied to any component until after aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. '""4,lh AO R i G ��� S E Q. : 6094799 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, c J�7 and are for"dry condition"of use. design beds has appliedocontrol to anycomponentand assn 6.Design assumes full beating at all supports shown.Shim or wedge If j} ` c)) TRANS I D: 410946 5.CompuTms no over and assumes no r compo b lily for the necessary. VI pt';Lti. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 I IIIIII VIII VIII VIII VIII IIID VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. 9. Digits indicat sizejof plate Inrinicil. , MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5.(-34) ( ) BC: 2x4 KDDF H18BTR SPACED 24.0' 0.C. ( ) 37 3.5= •166 130 WEBS: 2x4 KDDF STAND 3.4c( �7) 53 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" -62/ 373V -21/ 65H 5.50" 0.60 KODF ( 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF 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" 5-01 04 0-03-12 MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291" MAX TC PANEL TL DEFL = -0.051' @ 2'- 9.1" Allowed = 0.437" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 4.001- MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. O in o O N N , U o m � 2► III �5 o A M-3x4 M-1.5x3 5-01-04 0-03-12 J- y y 1-00 5-05 JOB NAME: 3410-B - El es Scale: 0.6036 �cD� � 0PN�Faii, `� ) WARNINGS: GENERAL NOTES,unless otherwise noted: `wCI' /t//r+'f/l I ic-r1 El 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 ' v 92 i 0 P E 1"" Truss: E 1 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 46,000, DES. BY: EE 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 DATE: 10/23/2014building 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). rAlAlu the overall structure Is the responsibility of the designer. 3.2x Impact bridging or lateral bracing where shown++ . 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. .�y OREGON f,:. SEQ. : 6094800 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, ! ^V TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. '77'6'i1, � 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 1 4 ty fabrication,handling,shipment and installation of components. necessary. ` ' {,T 7.Design assumes adequate drainage is provided. 'vf pp `` SJ 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 rl 4. IIIIII I II VIII VIII VIII VIII III IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31l2Q1 cJ 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-34) 37 3-5=(-166) 130 BC: 2x4 KDDF 81&BTR SPACED 24.0" O,C. 2-3=(-72) 51 WEBS: 2x4 KDDF STAND 3-4=) -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 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 10PSF 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" 5-01-04 0-r 3-12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 4,000 MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o 0 in the plane of the truss only, cm co T 0 u, O N U) Cr) 0� 2 ►�5 --/ 0 /- M-3x4 M-1,5x3 5-01-04 0-03-12 1, y .1 1-00 5-05 00PRQFE JOB NAME : 3410-B - E2 c GIN /0 Scale: 0,5997 WARNINGS: GENERAL NOTES,unless otherwise noted: c- 17 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 E i'- Truss: E C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2.204 compression web bracing must be Installed where shorn+. 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: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v ' SEQ. : 6094801 CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -qL may-OREGON /�y fasteners are complete and at no time should any loads greater then 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. - y ?.- v.., TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the e'aand ar for"d es full beating at all supports shown.Shim or wedge if /�j�r 4 ry. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. `� {� �`,,.1,. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII IIII VIII VIII 111111111111111111 TPIIVYTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicatesize of t plate to 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) EXPIRES:12/31/2015 •