Loading...
Plans (12) , I^1 CONFORMS TO DESIGN CONCEPT b 34'-0* 1-7 CONFORMS TO REVISIONS NOTED CONCEPT WITH 1/ 1 ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP ORASPIC HAS BEEN AE:_SED FOR GENERAL CONFORMANCE WITH 55005 CCMCEPT OLEY PND DOES NOT RELOAD THE FARRICATORPANDOR OF RESEONSIBALT:'FOR CONFORMANCE WIT.DESIGN OPAW GS,SF`CIFICAIO 1S.AND.A3"PLCDF=E CODES,ALL OF MICH NAVE PRIORITY OVER THIS SHOP DRDWINO By David R Burnett Date 10/24/14 MIIBRANDT ARCHITECTS , , et ---,rT . ____ CON ORh S TO DESIGN CONCEPT \ ❑ CON OD S TO DESIGN CONCEPT WITH Li REVIrIOP S AS SHOWN NON COPfORt�ING-REVISE AND RESU'sh1IT THIS SHE--P SWING HAS BEEN BE4TPWEC RE GENERAL CONE MANCE _.--- - /4/ WITH THE OESON C R EA ONL . D v NOT BELIEVE IE FABAICA.TGR!VVNDOR G RESPONS BILITY FOR CHFCWBENCE WITH THE DESIGN IRABIIDS A D S.ECIF - IONS AL OF WHICH HAST PRIORITY --- (�) 04EB T;:IS S'.P DR,BING, CONTRACTOR SHALL VERIFY A_I DIMENSIOM. ® By: Todd .Ea on Date:Octobe•30,2014 • CT ENIN=EKING INC a - • 5 X12 PS gi . 8:12 id ta C2(11) r W __.- — .3,1 4.4 Qe.I TX12 m• r 6:12 Al ! U i • ry , I 6:12 GARAGE CO 0 ,12 24 (5) b - \ , D1 , __I___L V@IFYPORCHOP* I- 13'-6112' 14'-r I22-6" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PIAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS OFRECER Pawl, umber INFORMATION.BUILDING 3410-B DESIGNERIENGINEER RECORD RESPONSIBLE FOR ALL NON-TRUSS :1 PLAN: DRAWN BY. REVISION-2: TO TRUSS CONNECTIONS.BUILDING °rV DESIGNER/ENGINEER OF RECORD TO TR IU I rS S w 3410-B NH / B-NH CHECKED BY: REVIEW AND APPROVE OF ALL `" Com P A N Y 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. • Job Transmittal MiTek USA, Inc. II IIIllIff II 1111ff llllllHHhll 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 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.zip 10/23/2014 1:52:55 PM Page 1 In 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" ICOND. 2: Desitin checked for net(-5 0sf1 uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" D.C. not exceed 19'k at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dfarce-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,BCOL=6.0, ASCE 7-10, C,CN,C1a,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=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 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 IIM-4x4 Q 6.00 6,00 3 co Co 0 v �� c,:;,,_ o o i�/��/��///���//��� //��/���/��/��/��/���/��/��% 0 0 A- M-3x4 M-3x4 J, y J, y 14-09 1-00 1-00 � ,to pROr ,s JOB NAME : 3410-B - Al Scale: 0.4994 ,c "IN WARNINGS: GENERAL NOTES,unless otherwise noted: l ' l /P4 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: Al 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,00001 3.Additional temporary bracingto insure stability duringconstruction 2-Design ndsames the top pec vely u lecsrbr co d e try braced et p ry ty 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �r'�.�� 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.Zr Impact bridging or lateral bracing required where shown++ OREGONI,. /� 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:r A 1 24� ^c! S E Q. : 60947 89 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, c J-,9 and are for"dry condition"of use. ,, design loads has applied to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if `` (� TRANS I D: 410946 5.CompuTrus no control and assumes no responsibility for the necessary. yy fabrication,handing,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 ofrtruss,and placed so their center 1111111 VIII VIII illi 1111 VIII 11111 IIII IlliTPIANTCA in BCSI,copies of which will be furnished upon request. 9.IDigits indiisle sizejof plate inriniches. 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 • 1 1111111111This design prepared from computer input by PACIFIC LUMBER-BC + LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2.6=(-30) 565 6.3=(0) 343 WEBS: 2x4 KDDF STAND 2.3=(-748) 139 6.4=(-30) 565 LOADING 3-4=(-748) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 BC LATERAL SUPPORT <= 12"OC. 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 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0' -116/ 733V 0/ OH 5.50' 1.17 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 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" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 T T NOTE:Design assumes moisture content does 12 not exceed 195 at time of manufacture. 6.00177" HM-4x4 Q 6.00 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 1.1 in the plane of the truss only. CO O r0 O R O o _4,0 0 0 6 o /- M-3x4 M-1.5x3 M-3x4CD y y 7-04-08 7.04-08 y ; 1-0o y 14-09 y )- 1-00 JOB NAME : 3410-B - A2 �, , t0 PROFes Scale: 0.3994 ,T- -C c� GIN �'f% WARNINGS: GENERAL NOTES,unless otherwise noted: (,� /��Z1 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an Individual .92 O.PE c" Truss: A2 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. le, DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 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 ' DATE: 10/23/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). a+r err building 9 3.2x Impact bridging or lateral bracing where shown++ C, S /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. SS n `' E Qcorrosive environment, j. A_ . ^ 5.CompuTrus has no control over and assumes no responsibility for the sf v✓R O , TRANS I D: 410946 design bads be appfied to any component. and are for"dry condition"of use. �✓6.Design assumes full beating at all supports shown.Shim or wedge if j.,6 '1k 1 4 r5 1114 7 fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth by7.DesignPlates shall be assumes adequate on oth faces drainage iso truss,and }s 11111111111111111111111111 1111 III IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. 8. nes coincide with joint center fitnes9. s of truss, placed so their center 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.FForibasic connectots indicate size r desiglate in n values see ESR-1311,ESR-1988 plate9 (MiTek) EXPIRES;12/31/2015 111111111111 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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(- 7822)33100 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING 3- 4=(-760) 268 ) 125 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(•329 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24°0C UON. FOR 0'- 0.0' -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL SLOPED TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 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 OND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertica or equal at non-structural MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (uon). MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Connector plate prefix designators: MAX LL DEFL = -0.014° @ 7'- 4.5" Allowed = 0.692' C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" M,M2OHS,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 19% 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), 7-04-08 3-10-08 11-03 load duration factor=l.6, T =M-4x4+ Truss designed for wind loads 12 a 12 in the plane of the truss only. ..s16.00 6.00 Gable end truss on continuous bearing wall UON, M-1x2 or equal typical at stud verticals. M-4X6 Refer to COmpuTrus gable end detail for complete specifications. f-- 0 0 Tp m c, 0 o U g --A - jli. v o 0v 6 7 O M-3x4 M-1.5x3 M-3x4 M-5x6+ 0 M-3x4+ y /- y /- 7-04-08 6-11 8-02-08 y y 22-06 y1-00 1-00 -, .e.', "-PPROF1--� JOB NAME: 3410-B - B1 Scale: 0.2707 ,� �"" 'e) GENERAL NOTES,unless otherwise noted: kr sC.In/ // -17 WARNINGS: 92$ p 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 � . SPE Truss: 61 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 bracingto Insure stability dud construction 2•Design assumes the top and bottom chords to be laterally braced at ,.rpr p ry n9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .1`„ + ,iae�"" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓'u CC DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * � QNt, 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. -y *c! S E Q. : 6094791 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, _. If- 1 0u design loads be applied to any component and are for"dry fulbearing of use. 6.Design assumes full at all supports shown.Shim or wedge if A fl TRANS I D: 410946 5.Compares has no control over and assumes no responsibility for the necessary. /�C Ls C ``� V fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. r l it 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(7.6.6(1 upon request. 9.IDIgite oinciate de with sizent plate ceninrinc es. 10. n + MiTek USA,Inf1c./C./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 II�IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TC; 2x4 KDDF #1&BTA TRUSS SPAN 22'- 6,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( O) 50 2- 8 (•230) 1294 3- 8=(-320) 225 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1542) 343 B- 9=(-105) 655 8. 4=(•113) 520 LOADING 3- 4=(-1352) 346 9- 6=(-259) 1294 4- 9=(-113) 520 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1352) 346 9- 5=(•320) 225 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1542) 343 OVERHANGS: 12.0" 12.0" TOTAL LOAD 42.0 PSF 6- 7=1 0) 50 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,CI8,CN16 (or n0 prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M1905,M16 = MiTek MT series LIVE LOAD AT HECKEON(S) SPECIFIED BY IBC 2012. 0'- 0.0" -159/ 1059V -111/ 111H 5.50" 1.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'- 6.0" -159/ 1059V 0/ OH 5.50' 1.69 KDDF ( 625) 1COND. 2: Design checked for net(-5 5sf) 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" 11-03 MAX HORIZ. LL DEFL = 0.019" @ 22'• 0.5" 11-03 MAX HORIZ. TL DEFL = 0.032" @ 22'- 0.5" 5-10-12 5-04-04 5-04 04 5-10-12 T NOTE:Design assumes moisture content does 12 f f T not exceed 19% at time of manufacture, 12 Design conforms to main windforce-resisting 6.00 D M-4x6 Q 6.00 system and components and cladding criteria. 4.0" 4 Wind: 140 mph, h=22ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ill , load\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trrussduration designedffor owind6loads in the plane of the truss only. N. M-1,5x3 M-1,5x3 O N ii;O <O C) O ' i2, d' i IW O -11 9 O o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O J, 7-08-03 y 7-01-11 y y y 7-08-03 10-00 y 12-06 y ), y 1-00 22-06 y y 1-00 JOB NAME: 3410-B - B2 t0 PR Op Scale: 0.2461 . (�f }�7y? c„, WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �/z/ IR' / 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 /111 I Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7.920. E 1' 2.2x4 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 const action 2.Design assumes the top and bottom chords to be laterally brood 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 plywood required sheathing(TC)and/or drywall(BC). ,1 9 3.2x Impact bridging or lateral bracing where shown4...- "' �• SEQ. : 6094792 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. n 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, 4, A_OREGON TRANS I D: 410946 design loads be applied to any component and are for"dry condition"of use. ✓v+ �1X 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 }' d fabdcatlon,handing,shipment and installation of components. necessary. j 4 0?)h. 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage Is provided. ^`R �f I IIIIII I III VIII 11111 11111 IIIA VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon equest. 8 tines coincidelates be with joint center lines of truss,and placed so their center L MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.Digits indicate size of plate in inches. 10.For basic onnectopiaplate values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LOAD TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1.13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 TC: 2x6 KDDF #1&BTR; SPACED 24.0" O.C. 1- 3=(-1488) 562 9.10=(-560) 1245 3.10=(-404) 337 2x6 KDDF #1&BTR Ti 2- 4=( 0) 0 10.11=(-378) 1306 4.10=(-175) 550 BC: 2x4 KDDF S1ANDR 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 WEBS: 2x4 KDDF STAND 4- 5=(-1091) 479 5-11=( 0) 238 5- 6=(-1563) 484 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 6=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BTOPICG AT ARAS NOT. FORL ALL SLOPED TOP CHORD AREAS NOT SHEATHED RIQITRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)0'- 0.0' -488/ 291V -93/ 88H 143.50' 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.5" -73/ 700V 0/ OH 143.50" 1,12 KDDF ( 625) IVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) OVERHANGS: 0.0" 12.0" AND BOTTBOTTOM OM RCHORD D CLIVE KED FLLOADS R PACT SF LNON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psfl 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 seriesMAX 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 = -0.022" @ 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 windfxrce-resisting system and components and cladding criteria. 35-00 1-00 T T T 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), load duration factor=1.6, Truss designed for wind loads 12 12 =M 4X4+ 12 in the plane of the truss only. 6.00 6,00 4 6,00 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. 4 in M 3x6+ M-5x6(5) 0 0 4. 0.25" °' i c� 0 COo v" ed 10 11 _ 8 s0.25" M-3x8 M-1.5x3 M-3x4 0 M-3x5+ M-3x4 M-5x6(S) 17-04-12 5-04-04 5-04-04 5-10-12 y y 1-00 34-00 1-00 atc) PROpr. JOB NAME: 3410-B - Cl Scale: 0.1766 `0 ,, G WARNINGS: GENERAL NOTES,unless otherwise noted: ! ' i P[,. 1"` 1.Builder and erection contractor should be advised of all General Notes 1.This design s c n Is based Applicability t of heardeameters shown sand ii f rr oaf indhdduai Truss: Cl and Warnings before 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.and at 10'o.c.respectively unless braced throughout their length by WOW,; DES. BY EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(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 u•ective contractor. OREGON (.4 �1 4.No load should be applied to any component until after all bracing and 4.5.Designation of truss is the assumes trusses are to be uiseedlity of the ln a noncorrosive environment, 4-•.h ,1 J 1 4 (�� 1_ SEQ. : 60947 93 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. V tyT- design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if Jr l �j TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessa C J R y t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5.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 11111 11111 11111 1111 11111111111111 IIII TPI/WTCAinBCSl,copiesofwhich will be furnished upon request 9. coincide sithjointce cIn enter Ines. nn 111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112V1 5 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 q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 1- 2=( 0) 50 10=(-376) 2138 3.10=(•253) 175 WEBS: 2x4 KDDF STAND 32-- 3=(-2510) 513 10-O-11=(-254) 1794 10- 4=( -15) 446 LOADING 3- 4=(•2275) 488 11-12=(-272) 1794 4.11=(-642) 235 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(•229) 1069 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1675) 437 16- 6=(-642)-1 235 TOTAL LOAD = 42.0 PSF 7- 7=(•2275) 488 6-12=( •15) 446 OVERHANGS: 12.0" 12,0" 8- 9=(-2510) 550 12- 7'(-253) 175 Connector plate prefix designators: LL 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS154SIZE 2.47 F ( 625) 0'- 0.0' -235/ 1542V -187/ 1878 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 = -0.114" @ 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 T NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 T 5-05-13 f not exceed 19% at time of manufacture. 'rI 5 05-13 / 6-00-05 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.0017 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=l.6, M-5x6(S) M-5x6(S) inuss thedesiplaneeoffor thewind trussoads only. 0.25" 3.1" 0.25" 0 Qc #00000Lo o M-1.5x3 +€ M-1.5x3 m M O \ / M 41- xx O O M-4x4 M-3x4 0.25" 3 0 M-5x8(S) M-3x4 =M-4x4 0 1, /, y 1, 8-09-04 8-02-12 8-02-12 8-09-04 1-00 34-00 y 0 1-00 JOB NAME : 3410-B - C2 � p PROF Scale: 0.1786 �� �G( t�/� WARNINGS: GENERAL NOTES,unless otherwise noted: (U /V/P le C2 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*•P E 17 r' Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 77 t 4 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 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 DATE: 10/23/2014 the overall structure is the responsibility of the buiidin designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ...1"""" " • Po ty 9 9 3.2x Impact bridging or lateral bracing where shown++ Cr �1 4.No b5' OREGON should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. J,�� S E 0 5.Design assumes trusses are to be used In a noncorrosive environment, __, TRANS I D: 410946 deign loads be appfled to any component. and are for"dry condition"of use. C 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. �,�} '•�-" fabrication,handing,shipment and Installation of components. necessary 6.This design is furnished subject to the imitations set forth 7.PlatesPshall be assumes on drainage a isprovided.truss, � t i I IIIIII VIII IIIA VIII IIII VIII VIII IIII IIII TPI/WFCA in BCSI,copies of which will be furnished upon request 8. necoincide with join�t centetr lines. of truss,and placed so their center 1 L M MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.FForr9. its balsicicate size connectorplate design Inches.late in values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII ThPACisIFdICUMBEeLsign prR-BCepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2.11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #1&BTR SPACED 24.0' G.C. 2- 3=(-2512) 511 11.12=(-254) 1794 11- 4=( -15) 459 8.17=( •219) 1392 WEBS: 2x4 KDDF STAND3. 4=(-2280) 489 12-13=) -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13.15=) 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. 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"OC. 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=1-825) 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 7.16=( 0) 347 Connector plate prefix designators: 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 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONSAREACTIONSHORZSIZE RE UI. (SPECIES)AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -1881 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" MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" T 6-00-05 1' 5-05-13 T 5-07 09 T 4.07 f 4-08-04 0 T 4-10 T 2-09 T MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 NOTEeDDesignl9Assates.moisture manufacontent does 12 M 6x6 Q 6.00not 6.00 6.0"Y1 Design conforms to main windforce-resisting 5 0: system and components and cladding criteria. � Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5)0.25" load duration factor=l.6, Truss designed for wind loads vo. in the plane of the truss only. U, 0.25" M-5x6(S) o M-1.5x3 1* O' M-3x6 CO M-3x8 m "o w Eos' 1.,z; 16 2XWEDGE if\R o • v 1,1 12 13 15 M-3x4 M-5x8 0 Lo }M-4x4 1a.25" M-5x8 M-1.5x3 M-5x6(S) M-5x8 M-1.5x4+M-1.5x4+ 3.75 k . y y )' )' J' J• )' 12 ), J‘ y 8-08-06 8-03-10 4-08-12 1-Q1-12 3-10 4-10 z-05-08, 1-0p 21-10-08 yy y 9-08 2-05-08* , 22-10-08 1-00 11-01-08 00 * * 1-00 34-00 1-00 Scale: 0.1661 `�� �c N .4Str, s>o JOB NAME : 3410-B - C3 4� ./0/P/ 4q WARNINGS: GENERAL NOTES,unless otherwise noted: +((]]rr. E 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 Individual �` = G 11 i P t`� C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabilitydud construction 2.Design assumes am es the top and bottom unless chordsr co d t laterally braced at p ry ng 2'co.c.ontinuous and at 1p'hin respectively braced throughout their length by •...."" - Q DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(Tc)and/or drywali(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++ OREGON /, 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. ^V SEQ. : 6094795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, and are for"dry condition"of use. '�� � 1 4.., �� design loads has nopcon to any over and assut, g,Design assumes NII bearing at all supports shown.Shim or wedge if i TRANS I D: 410946 5.CompuTrus no control and assumes no responsibility for the necessary. Ly y � fabrication,handling,shipment end installation of components. T,Design assumes adequate drainage Is provided. +l 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 111111111111111111111111111111111111 TBCSI,copies of which request. lines Me USA,Inc/CompuTrus Software 7.6.6(1L)E of Digits rplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E141This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. IC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. considered for this design. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.4ft, TCOL=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,M2OHS,M18HS,M16 = 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 SON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 17-00 17-00 11-04-10 5-07-06 5-07-06 T 1 T 1 11-04-10 12 HM-4x4 12 ,z-- 6,00 p 4 6.00 M-3x5(S) M-3x5(S) �« Hy U, ,— co 0 rn co O c 4 O /-0 7 O M-3x5(S) o M-3x4 M-3x4 y y y y 17-00 y 17-00 1-00 34-00 y 1-00 JOB NAME : 3410-B - C4 r'RQ Scale: 0.2407 [[��� _`r ( 'S WARNINGS: GENERAL NOTES,unless otherwise noted: �*.`J `�V��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 ±(9'Z'®i P E y'- Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown 0, incorporation of component is the responsibility of the building designer. ,r DES. BY" EE 3.Additional temporary bracing to Insure stability during construction41010 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 DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)s and/or drywall(BC). '. po ty 9 3.a Impact bridging or lateral bracing where shown++ rr 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. OREGON SEQ. : 6094796 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, 7:4).:044: C. 1." ' �¢� �4✓ design loads be applied to any component. and are for"dry condition"of use. tr•+� -""i,� TRANS I D: 410946 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 14 �� fabrication,handling,shipment and installation of components. necessary. �I �y� 6.This design Is furnished subject to the limitations set forth by7.Designlaesassumes adequateadooc drainage is provided.,and 'f!' 4 4 IIIIII I III IIIA VIII IIIA IIIA VIII IIII IIII 8.Plates shall be located on both faces of truss, placed so their center y�,,,1." TPIANlCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9.Digits indicate size ches. 10.For basic connector plate designlate in gvalues see ESR-1311,EBR-1988 P (MiTek) EXPIRES:12/31/2015 Hill III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" ICOND. 2: Design checked for net(-5 Dan uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 1g% at time of manufacture. 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M;M2OHS,M1N1S (16 no iTkprefix) = 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=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. 6-09-04 6-09-04 1212 6.00177- HM-4X4 Q 6,00 3 /— I i co 0 N 0 V o M 4 01 Ci',-- — O c, , O /O 2- M M-3x4 -3x4 y y y 1-00 y 13-06-08 1-00 JOB NAME : 3410-B - D1 Scale: 0.5322 Ns.4 l‘4%1N >0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,51v/�/�/ t- 00 CC' 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 `fq E Truss: D 1and 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 2'OA and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility permanent bracing 9 of of the erector.Additional t P continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ✓' 'M 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 f 44- 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. -'f7 'W SEQ. : 6094797 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, hi V 'J �„A ic design loads be applied to any component and ere for"dry condition”of use. / 1 4 ty. TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 8.Desinnecegn sse assumes full bearing at all supports shown.Shim or wedge if 1��a!!f fabrication,handling,shipment and installation of components. ry. Mt"t)1'l1I p7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of 1111111111111111111111 M TB USA,IncTPI/WTCA in ./COmpuTfus(Software 7.6.6(1 L)E request. 0.lines th joint center Ines. 9.Forr bigitsasic conenector plplate te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. WEBS: 2x4 KDDF STAND -4 3 =(-679) 129 6.4=(-27) 511 LOADING 3-4=(-679) 129 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( 0) 50 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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" @ 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" @ 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" @ 13'- 1.0" 6-09-04 6-09-04 MAX HOAIZ. TL DEFL = 0.008" @ 13'• 1.0" 12 1" T NOTE:Design assumes moisture content does 6.001/ M-4X4 12 not exceed 19% at time of manufacture, X16.00 Design conforms to main windforce-resisting 34 0" system and components and cladding criteria. 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. of co N co V P,) O� M d' 0 O O� '7 O 6 -/O f- M-3x4 M-1.5x3 M-3x4 ; y y 6-09-04 6-09-04 y y 1-00 13-06-08 * 1-00 y JOB NAME : 3410-B - D2 R �� DpROF Scale: 0,4197 ��j ! G)� s/4 WARNINGS: GENERAL NOTES,unless otherwise noted: (�� v/(,?/�irf „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 »92 0 0 b C 1.-" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper t t 2.2.4 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 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 DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywali(BC). 9 3.2x Impact bridging or lateral bracing where shown++ f t„ 4.No Iced should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4ri SEQ. : 6094798 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, 4* ib_OREGONw° 4. TRANS I D: 410946 design bads be applied to any component and are for"dry condition"of use. Fi 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 i6 }' 14 2,q 4 fabrication,handling,shipment and installation of components. necessary. t., 6.This design is furnished subject to the Nmitahons set forth by7.Design assumes aes shall be dequate on oth faces drainage is oftruss, provided. �RU �T 11111111111111111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. 6 linets coincide with joint centetr lines.s of truss,and placed so their center C 4 MiTek USA,InC./Com uTfus Software 7.6.6 1 L-E 9.Digits Indicate size of plate In inches. P j ) 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 7'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #i&BTR LOAD DURATION INCREASE = 1,15 1.2=(•121) 84 5-6=(-102) 238 5.1=(-413) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(•195) 46 6.3=( -53) 184 1.6=(-205) 370 3.4=( 0) 50 8.2=(•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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 12.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=1/180 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" 'r T MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.5` 12 12 6.00 X16.00 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. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 2" 3x5 load duration factor=l.6, ;1111 111111111inuth designed for wind soons in the plane of the truss only. 1 1 ihihi 0)0 Lin N N O 0 V M M /O I 4 -/c= 5�1 6 O M-1,5x3 M-3x4 M-3x4 J, y ), 0-10 6-11 ), J, ; 7-09 1-00 vo PR 041,, JOB NAME : 3410-B - D3 Scale: 0.4326 �� �G(" �o 44 /0/ 1 * WARNINGS: GENERAL NOTES,unless upon otherwise noted: Ce t 9 r PE (" 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: D3 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 �+�. 2'o.c,and at 10'o.c.respeNvely unless braced throughout their length by �+^" `w� +� DES. BY: EE s the responsibility of the erector.Additional pe.anent 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++ OREGON to 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. q_ SEQ. : 6094799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Lf '7,� 2 \ design loads be applied to any component. and are for"dry condition"of use. Q. 4 P TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility8.Design assumes full bearing at all supports shown.Shim or wedge if for the necessary. My 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 I IIIIII VIII VIII VIII VIII VIII 11111 1111 1111 TPI/WfCA In BCSI,copies of which will be 17.6.6(1 upon request. 9.lines indicade with te size ofnttlate Incenter Inches. M ITek USA,Inc./CompuTrusBoSoftware b 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC f LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 81&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" 0.C. 2.3=(-72) 51 WEBS: 2x4 KDDF STAND LOADING 3.4=( -7) 3 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP BEFL = -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" T MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437" 12 MAX HORIZ, LL DEFL = 0.000" @ 5'- 1.3" 4.00 17,'°- MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. M-1.5X3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, it (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=1.6, Truss designed for wind loads 0 o in the plane of the truss only. (Al 0 0 N N rn CO II 01 0 2=2:: ><5 M-3x4 M-1.5x3 y y y 5-01-04 0-03-12 J, y y 1-00 5-05 JOB NAME : 3410-B - El O PROF,o,s Scale: 0,6036 �Co tiyGIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ( v/yi/�er/ `"„ 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 -92!.P E r"' Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 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 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 DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)s and/or drywall(BC). 9 3.2x Impact bridging or lateral bracing where shown++ �- S �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectivecontractor. t, E 0corrosive environment, 1L? 4_ � ON�� 5. t A, TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. CompuTrus has no control over and assumes no responsibility Crothe 6.Design assumes full bearing at all supports shown.Shim or wedge if Y 14 fabrication,handling,shipment and installation of components. necessary. 1I 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequatedodrainagehcisotrus,provided. '�/�".fy `�S 1111111111111111111 IIIIII I III VIII VIII VIII VIII IIIA IIII Till 8.Plates shall be located on both faces of truss,and placed so their center i'i L• TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.9.Frrits basicicate size connector f plate in inches. late design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111 111111 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 TC: 2x4 KDDF 81&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 3-4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TO 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.( M,M2OHS,M1BHS,M16 = M>Tek 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 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 = 0.044" @ 2'- 11.1" Allowed = 0.291" 5-01-04 0-03-12 MAX IC PANEL TL DEFL = -0.051" @ 2'- 9.1° Allowed = 0.437" MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" 4.00 D NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. a -V Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 0 to N O N 01 m M _� �� 1111.-=V1111 5 -/ O 2 /- M-3x4 M-1.5x3 y i, i 5-01-04 0-03-12 1, 1, y 1-00 5-05 P R OFe ,, 0 �s JOB NAME : 3410-B - E2 Scale: 0.5997 45' ' .,\,01 N 7 /# WARNINGS: GENERAL NOTES,unless otherwise noted: �f Jp' �^ C r] 11 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' .,+ r E Truss: E 2 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. 3.Additional tempore bracingto Insure stability during construction 2.2'Du.c. assumes the top and bottom chords to d tlaterally braced at r temporary 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/' , „ , .0""" 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++ E �� �t,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblty of the respective contractor. `j>• b ^V SEQ. : 6094801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Lf �f;,� �\ y design loads be applied to any component. and ere for"dry condition"of use. © T 14 3 ti., 6.Design assumes full bearing at all supports shown.Shim or wedge if 1� [1 TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessary. .ry yt V fabrication,handing,shipment and Installation of component. 7.Design assumes adequate drainage is provided. r-t 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 111111 Illll VIII Ilill VIII VIII VIII(III(IIITPINVTCA in BCSI,copies of which will be furnished upon request. g (ines Digit cinidi iota with sizejointtlate of joines. nt 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 •