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Plans (2) S� 54-6314' RECEIVED 277 12'-0' 20'-8 3/4' MAR CITY OF TIGARD N BUILDING DIVISION HSA - Q 4 is Mn 5: m 17'-3 161-7- '-6 F R 8 12 cQ i3 M ii 4 6:12 D1(15) C', E v Na aP LL LL LL 8 12 - ureas DJ3 DJ2 :12 10 1 10 12 -L' 1 :12 113+3t) 10'12 4 a DA -9 cz ( a) Q A5 4) B� °P °P p; °= ]012 9 AM3 :12 BS11 15'-9' , 'r 6-6112' I- --I 10'-0' 20'-4114' 6'-7112' IT-90 54'-8 314' ®Copyright Com uTrus Inc.2006 ,- P BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENTSAGEBUILT 01/23/15 TRUSS CA COULATIONSA REFERD ENGINEERED STRUCTURAL PROJECT 1708T-S REVISION-1: DRAW RJENGIRALLECFURTHER pac idumber INFORMATION.BUILDING 17082-SAGEBUILT-PLAN 3000 4-CAR DESIGNER/ENGINEER OF RECORD PLAd., DRAWN BY.'JP REVISION-2: RESPONSIBLE FORCTIO ALL NON-TRUSS .B TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3000 / 4-CAR CHECKED BY. REVIEW AND APPROVE E ALL COMPANY & TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION 0.10911- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. VIII VIII r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPANCOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acir, ' TC: 2x4 OF 415BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 DF 4I 3BTR SPACED 24.0" D.C. system and components and cladding criteria. TO LATERAL SUPPORT. <- 12 OC. CON. LOADING - BC LATERAL SUPPORT' <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: (Al mph, hts), EnclTCDLosed, Cat.2, Ex ASCE WFRS( DL ON BOTTOM CHORD = 10.0 PSF oad Heights), Enclosed, CaL 2, Exp.B, MWFRS(Di r), TOTAL LOAD = 42.0 PST load duration. factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) In the plane of the truss only. Gable end trusson continuous bearing wall LON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typicalat stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-12 3-03-12 12 12 9.997 M-5x6 10.00 3 0 .i ri 2 4 o o1 5 I M-3x4 M-3x4 0-10 6-07-08 0-10 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - Al Scale: 0.5554 �k,Q`E0 P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted / 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 �co !�II �� Truss: A 1 and Warnings before construction commences building component Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the bui drag designer (V G .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^^ r f DES. BY: LA is he res onsibili of the erector Additional permanent bracing of 2'o.c.and at 10'o.c respectively unless braced throughout their length by 9[ [ P tY P 0 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167605 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 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 OREGON necessary. fabrication,handling,shipment and installation of componen6. T.Design assumes adequate drainage is provided 9` 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 4 VIII VIII VIII IIII III III I VIII III IIII TPUWTCA in SCSI,espies of which will be furnished upon request lines coincide with pmt center Imes 9.Digiti indicate size of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10 p.For basic connector plate design values we ESR-1371,ESR-1986(MiTek) '✓/��n I�� V EXPIRES:12/31/2015 III I VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" TBC 2011 MAX MEMBER FORCES 4WR/GDF/Ca=1.00 TC: 2x' OF f158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-7) 143 6-3=(0) 147 BC: 2x4 OF §1SBTR SPACED 24.0" O.C. 2-3=(-256) 63 6-4=(-7) 143 WEBS: 2x4 DF STAND 3-4=(-256) 63 LOADING 4-5=( 0) 60 'TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -59/ 373V -72/ 72H 3.50" 0.60 OF ( 625) 6- 7.5" -59/ 373V 0/ OR 3.50" 0.60 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-03-12 3-03-12 MAX LL DEFL = -0.001" @ 71- 5.5" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 71- 5.5" Allowed = 0.111" 12 14 MAX TC PANEL LL DEFL = 0.023" @ 4'- 9.9" Allowed = 0.256" 10.00 IIM-4x4 10.00 MAX TC PANEL TL DEFL = 0.022" @ 4'- 9.9" Allowed = 0.384" � Q 3 4.0" MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.0" MAX HORIZ. TL DEFL = 0.001" @ 61- 4.0" I I I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1• " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. i m 0 0 2 6 4 5 M-3x4 M-1.5x3 M-3x4 I. 3-03-12 3-03-12 0-10 6-07-08 0-10 JOB NAME : 17082- SAGEBUI LT- PLAN 3000 4-CAR - A2 Scale: 0.5304 p PROFe WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �J !�I Wal /� V O Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper V G J 1✓ft /L 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. (V .- 3.Additional temporary bracing to assure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at Q7 92 P E DES. BY: LA is the res onsibili of the erector.Additional permanent bra un of T o.c.and at 10'o.c.respectively unless braced throughout their length by P ry P 9 continuous sheathing such as plywood sheathtng(TC)and/or drywall(BC). DATE• 1/23/2015 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 unbl after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167606 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design anecessassumes full bearing at all supports shown.Shim or wedge if OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� 1t 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I I III VIII III I II I II III I III IIII TPIMlTCA in BCSI,copies of which will be furnished upon request lines coincide vote pint center lines. 9.Digits indicate size p plates design values MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I1 �l fl 1At . EXPI R'ES:12/31/2015 (IIII IIII This design prepared from computer input by JP TRUSS SPAN 6'- i.5" TBC 2012 MAX MEMBER FORCES SWR/GDF/Cq=1.00 LUMBER SPECIFICATIONS .. TC: 2x4OF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(-i) 136 5-3=(0) 147 BC: 2 x 4 OF 416BTR SPACED 24.0" O.C. 2-3=(-258) 62 5-4=1-7) 136 WEBS: 2x4 OF STAND 3-4=(-256) 64 LOADING TC LATERAL SUPPORT <= 12110C. DON. 'LL( 25.0)<DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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: 10.0" 0.0" 0'- 0.0" -63/ 385V -61/ 67H: 3.50" 0.62 OF 1 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.5" -33/ 277V 0/ OF, 3.50" 0.44 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND,-2-. Design. checked for net(-5 sf) uplift at 29 "oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.039" @ 4- 11.2" Allowed = 0.256" 3-03-12 3-03-12 MAX TC PANEL TL DEFL = 0.037" @ 4- 11.2" Allowed = 0.384" 12 12 MAX HORIZ. "LL DEFL = 0.001" @ 6'- 4.0" 10.00 Q 10.00 MAX HORIZ. TL DEFL = 0.001" @ 61- 4.0" IM-4x9 Design conforms to main wind_f arca-resisting 3 4.0" system and components and cladding criteria. i I Wind: 140 mph, h=15`t, TCDL=4.2,BCDL=6.0, ASCE 7-10, I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wird loads 1 , in the place of the truss only. 0 I rn 0 0 2 5 M-3x4 M-1.5x3 M-3x9 3-03-12 3-03-12 I 0-10 6-01-08 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - A3 Scale: 0.5155 PR°FFs WARNINGS: GENERAL NOTES,unless otherwise noted: rr / 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 rw�J 0.Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper VV V G 5 7 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 ^^ 9� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatnless h B(TC)and/or dhout erywallir (C).th y `J DATE: 1/23/2015 the overall structure is the responsibility of the building dPE esigner. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the resposibdity of the respective contractor. SEQ. : 6167607 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for'dry condition"of use. TRANS I D: 416143 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. ORE ON 7 Design assumes adequate drainage is provided. L a 6.This design is tarnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center , 1 111111 I III I III III IIII VIII IIII III IIII TPI WTCA in SCSI copies of which will be furnished upon request lines coincide with joint center tines. 7 y 4 20 9 For b indsizep icate se m V, plate inches, fi f MiTek USA,Inc./CompuTrus Software 7 6 6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1986(MiTek) MLS p R I 0- �! EXPIRES:12/31/2015 IIIIIII VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2011 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF 616BTR LOAD DURATION INCREASE = 1.15 1-2=(-258) 63 1-4=(-8) 139 4-2=(0) 147 BC: 2x4OF p15BTR SPACED 29.0" O.C. 2-3=(-258) 63 4-3=(-8) 139 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT- <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX P.ORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT. <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -57/ 57H 3.50" 0.45 OF ( 625) 61- 7.5" -33/ 278V 0/ OH 3.50" 0.45 OF ( 625) LL = 25 PSF Ground Snow (Pg) CON].-2-. Design checked for net(-5 sf) uplift at 29 "oc s acro . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET-. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 9.039" @ 1'- 8.3" Allowed = 0.256" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.036" @ 9'- 11.2" Allowed = 0.384" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORI2. LL DEFL = 0.001" @ 6'- 9.0" 3-03-12 3-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.0" Design conforms to :rain windforce-resisting 12 12 system and components and cladding criteria. 9.99 Q 10.00 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 1-10, M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 i 0 m o� � 0 1 4 3 0 M-3x4 M-1.5x3 M-3x4 3-03-12 3-03-12 I L 6-07-08 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - A4 Scale: 0.5065 p P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: f�1 1 Builder and d erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A 4 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.Additinal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at CC g2 P E DES. BY: LA is the-responsibility of the erector.Additional permanent braun of 2'o.c.and at 1a'o c respectively unless braced throughout their length by 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. SEQ. : 6167608 fasten s are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 5.CompuTms has no control over and assumes no responsibility for the 6.Design asysumes full bearing at all supports shown.Shim or wedge if OREGON necessary.Fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �` 1� 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 III II III(III I I III I I I VIII I III TPI NTCA in SCSI,copies of which will be furnished upon request lines coincide wnh joint center lines. s¢e O a 4 T 9.Digils indicate of plate in inches. /1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '✓'�p n I1 EXPIRES:12/31/2015 III IIII IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TO: 2x4OF 418BTR LOAD DURATION INCREASE = 1.15 1-2=(-241) 112 1-4=(-75) 71 2-4=(-193) 383 BC: 2x4 OF 416SIR SPACED 24.0" O.C. 2-3=( -72) 67 4-3=( -71) 182 WEBS: 2x4 DF STAND; , 2x6 DF SS A LOADING LL( 25.0)TDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX F:ORZ BRG REQUIRED BRG AREA TO LATERAL SUPPORT <= 12"CC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 162V -51/ 92H. 5.50" 0.26 OF ( 625) 3'- 8.5" -34/ 154V 0/ .OH 5.50" 0.25 OF 1625) For hancer specs. - See approved plans LL = 25 PSF Ground Snow IPg) COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = -0.042" @ 1'- 9.5" Allowed = 0.208" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.043" @ 1'- 9.5" Allowed = 0.312" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.0" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.0" 3-01-08 0-07 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.99 Q 10.00 Wind: 190 mph, h=15t, 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 _r. the plane of the truss only. M-5x6 2 M-1.5x3 0 I o rn 1 0 M-3x6 N A - o - - I M-3x6 L L L 3-05 0-03-08 L L 3-08-08 JOB NAME : 17082- SAGEBU I LT- PLAN 3000 4-CAR - A5 Scale: 0.4352 ��Ep PROFFS otherwiseWARNINGS: GENERAL NOTES,unless otherwise noted: f (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 Vv\� u OA9 Truss: A 5 and Warnings before construction commences b W dmg component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown a. 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 92 P E DES. BY: LA A the responsibilityrripo' of the erector.Additional permanent strut of To c and at 10'o.c respectively unless braced throughout their length by P g continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure s the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown a t 4.No load should be applied to any component until atter all bracing and 4 Installation of truss is the responsibility of the respective contractor SEQ. : 6167609 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. Q TRANS I D: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. �j A_ RE N{� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center f�/O-`7� IIII IIII I I I I III I II I II II III IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. hies coincide with twit center lines. G 9.Digits indicate size of plate in inches. d' MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values we ESR-1311,ESR-1988(MITek) •Y/FR R I�� EXPIRES:12/31/2015 ,\ This design prepared from computer input by VIII II II IIII JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 OF @I SBTR LOAD DURATION INCREASE = 1.15 i-2=( 0) 55 2-5=(-45) 49 3-5=(-149) 146 BC: 2x9 OF ¢16BTR SPACED 24.0" O.C. 2-3=(-102) 71 WEBS: 2x9 OF STAND 3-4=( -10) 5 LOADING IC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CVERHANGS: 13.1" 0.0" 01- D.0" -69/ 363V -32/ 85H 5.50" 0.58 OF ( 625) LL = 25 PSF Ground Snow (Pg) 41- R.8" -22/ 190V 0/ OH 5.50" 0.30 OF ( 625) *' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-IAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX TC PANEL LL DEFL = 0.033" @ 2'- 6.6" Allowed = 0.278" 4-05 0-03-12 MAX TC PANEL TL DEFL = -0.029" @ 2'- 4.9" Allowed = 0.417" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.0" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.0" 6.00 p Design conforms to main windfcrce-resisting M-1.5x3 system and components and cladding criteria. 9 3 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 in the plane of the truss only. 0 m I 0 I t NO N m ("1 C � _ •5 0 M-3x4 M-1.5x3 L 1 4-05 0-03-12 L y L 1-01-01 4-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - B1 Scale: 0.5569 p PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted. / 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: B 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper V G •hL7 -!j 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. n .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9Z P E DES. BY' LA T o.c.and at 10'o.c.respectively unless braced throughout their len gM by • is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywal BC). DATE• 1/23/2015 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 ural after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167610 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, design loads be applied to any component. and are for'dry condition"of use. TRANS I D• 416143 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Corr�uTrn,has no control over and assumes no responsibility for the necessary. OREGON labriwtion,handling,shipment and installation of components. 7,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 - IIII II II II IIII IIII II I II I III III IIII TPI/WfCA m SCSI,copies of which will be furnished upon request. Imes cindic t wdh joint center lines. 9 Digits indicate size palate in inches. A- MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10ForbasicconnectorplatedesignvaluesseeESR-1311,ESR-1988(MiTek) '✓/�p 11 EXPIRES:12/31/2015 11111111111111 IIIIIIII This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4OF #idBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(-37) 42 3-5=(-253) 225 BC: 2x4 OF #idBTR SPACED 24.0" O.C. 2-3=(-120) 57 WEBS: 2x4 OF STAND 3-4=( -57) 4 LOADING TC LATERAL SUPPORT. <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.?N. (SPECIES) OVERHANGS: 15.6" 12.0" 0'- 0.0" -58/ 372V -20/ 87H 5.50" 0.60 DF 625) LL = 25 PSF Ground Snow (Pg) 4- 8.8" -57/ 299V 0/ OF. 5.50" 0.48 OF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND, 2: Desicr. checked for net(-5 sf) uplift at 24 "tic s acr. . i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.6" Allowed = 0.130" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.6" Allowed = 0.115" MAX LL DEFL = -0.004" @ 5'- 8.8" Allowed = 0.100" 4-08-12 MAX TL CREEP DEFL = -0.006" @ 5'- 8.6" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.020" @ 2'- 4.9" Allowed = 0.263" 12 MAX TO PANEL TL DEFL = -0.028" @ 2'- 4.9" Allowed = 0.395" 5.00 p MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.0" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.0" 4 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, :n=15ft, TCDL=4.2,BCDL=6.0, ASCE i-10, (Ail Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), I� load duration factor=1.6, Truss designed for wind loads in the place of the truss only. i I m N O O I I N N m o _ _ 0 2 „ 5 7 M-3x4 M-1.5x3 ! L 1 1-03-10 4-08-12 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - B2 Scale: 0.6029 PpOFcs WARN NOS: GENERAL NOTES,unless otherwise noted: rFl1C 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: B2 and Warnings before construction commences. budding 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 92 P E r DES. BY: LA s the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167611 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condibon"of use. TRANS I D: 416143 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 . G N fabrication,handling,shipment and installation of components. 7.necessary Design assumes adequate drainage i5 provided. ORE O M 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of hues,and placed so their center IIII IIII III I I I III I II I(IIII I I IIII TPIACA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size ofplate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plateplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:112/311./2015 (IIII II This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 4'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 916BTR LOAD DURATION INCREASE = 1.15 1-2=(-120) 59 1-4=(-37) 40 2-4=(-298) 224 BC: 2x4 OF #I&SIR SPACED 24.0" O.C. 2-3=( -57) 4 WEBS: 2x4 OF STAND LOADING TO LATERAL SUPPORT_ <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA EC LATERAL SUPPORT. <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 204V -22/ 79H 5.50" 0.33 OF 1 625) OVERHANGS: 0.0" 12.0" 4'- B.8" -71/ 344V 0/ OR 5.50" 0.55 OF 1 625) LL = 25 PSF Ground Snow IPcI •� For hanger specs. - See approved plans GOND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acir. . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 5'- 8.8" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.006" @ 5'- 8.8" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TO PANEL LL DEFL = 0.029" @ 2'- 3.2" Allowed = 0.263" MAX TO PANEL TL DEFL = -0.031" @ 21- 4.9" Allowed = 0.395" 4-08-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.0" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.0" 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration. factor=1.6, M-1.50 Truss desqned for wind loads in the plane of the truss only. 2 W � o I I to N O N O _ - o �• 4 M-3x4 M-1.5x3 4-08-12 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - B3 Scale: 0.5669 �(,Ep PRpFFs WARNINGS: GENERAL NOTES,unless otherwise noted: 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 J� 4"'1C Truss• B3 and Warnings before construction commences, building component.Applicability of design parameters and proper �� vJ 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 ^ 9� DES. BY: LA 2'o,c,and at 10'o.c.respectively unless braced throughout their lenggtthh by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaIgth. DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167612 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, design loads be applied to any component. and are for*dry condition"of use. T TRANS I D: 416143 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supports shown.Shim or wedge if K fabrication,handling,shipment and installation of components. necessary. OREGON 7 Design assumes adequate drainage Is provided {k 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 Meir center - IIII I IIII IIII III III VIII IIII I II IIII TPOWICA in BCSI,copies of which will be furnished upon request lines coincide with pint center lines. )' 14, 2� AAT 9.Forts indicate size plate in inches. pse � fS`' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values e ESR-1311,ESR-1988(MiTek) 'Y/LIQ n I�� V EXPIRES:12/31/20'15 III I II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF 111BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 57 2-4=(0) 0 BC: 2.4 OF 41,BTR SPACED 24.0" O.C. 2-3=(-49) 36 TT-C LATERAL SUPPORT. <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX FORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.6" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 362V -1/ 46H 5.50" 0.58 OF ( 625) 2- 3.8" -88/ SOV 0/ OH 1.50" 0.13 DF 1 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desicn checked for net(-5 sf) uplift at 29 "or spacing . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.6" Allowed = 0.130" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.6" Allowed = 0.174" MAX TO PANEL LL DEFL = 0.004" @ 1'- 1.8" Allowed = 0.117" MAX TO PANEL TL DEFL = -0.007" @ 1'- 3.7" Allowed = 0.176" MAX BC PANEL LL DEFL = 0.011" @ 2'- 8.6" Allowed = 0.246" 2-04-08 MAX BC PANEL TL DEFL = -0.029" @ 3'- 3.8" Allowed = 0.328" MAX HORIZ. LL DEFL = -0.000" @ 21- 3.8" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.8" 5.00 D Design conforms to mzir, windforce-resisting 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 factcr=1.6, Truss designed for wind loads 3 ;r. the plane of the truss only. 0 I M 0 0 I rn I oN o,(- I - O - - 0 2 4 M-3x4 ------------ 1-03-10 PROVIDE FULL BEARING;Jts.2,3,4 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BJ1 Scale: 0.6307 PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted. 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 ! MS. :0-Truss: BJ1 and Warnings before construction commences. budding component.Applicability of design parameters and proper (� V 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. (V -7 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E r DES. BY: LA Is theresponsibility, respectively of the erector.Additional permanent bracing of conWuo s sheathing suchh asplwoounld sheath g(TC)braced and/or dhout arywal(SC).ir length y DATE: 1/23/2015 the overall structure s the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167613 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo s shown Shim or wedge i( Q necessary. OREGON fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided �` � �� 6 Th,design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center '9 y n0 A� III I I I I III III II I I I III II III TPI/WfCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines Q ,a L C_ 9.Digiti sic csize plate in orches q MITek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate plate design values we ESR-1311,ESR-1988(MiTek) '✓/��R'1 1 EXPIRES:12/'31/2015 IIIIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF 416BTR LOAD DURATION INCREASE - 1.15 1-2=( O) 57 2-4=(0) 0 EC: 2.4 OF NIS BTR SPACED 24.0" O.C. 2-3=(-70) 34 TC LATERAL SUPPORT- <= 12"OC. UON. LOADING EC LATERAL SUPPORT <= 12"OC. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.6" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -61/ 416V -5/ 73H 5.50" 0.66 DF ( 625) 4'- 8.6" -71/ 131V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, T.L=L/180 BOT"OM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 3.6" Allowed = 0.130" AND 30TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.6" Allowed = 0.174" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" 4-09-05 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" MAX TC PANEL LL DEFL = 0.022" @ 2'- 8.9" Allowed = 0.291" MAX BC PANEL TL DEFL = -0.046" @ 31- 1.4" Allowed = 0.328" 12 5.00 p MAX HORIZ. LL DEFL = -0.000" @ 41- 8.6" MAX HORIZ. TTL DEFL = -0.000" @ 4- 8.6" Design conforms to main windforce-resisting 3 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 in the plane of the truss only. 0 M I O O I I O N I N o i 2 4 M-3x4 L � L 1-03-10 1PROVIDE FULL BEARING;Jts:2,3,9 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BJ2 Scale: 0.6162 p PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: / 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: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.20 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. (` 9 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BYLA To c and at 10'o.c.respecbvely 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 drywah(BC). DATE: 1/23/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167614 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condition'of use. TRANS I D: 416143 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 OREGON necessary. lubrication,handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. �i /� rf 1tx 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 v/Q •9 y 4, `13 IIIIII I III VIII III IIII VIII I'll I Il IIII TPI/VJICA in SCSI,copies of which well be furnished upon request. lines coincide wiz pint center lines. AA 9.For indicate size palate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(N4Tek) EXPIRES:12/31/20'15 III III III This design prepared from computer input by Jp TRUSS SPAN 2'- 0.0" SBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 LUMBER SPECIFICATIONS ` TO: 2x9 DF 616BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 55 2-4=10) 0 BC: 2x4 OF 416BTR SPACED 24.0" O.C. 2-3=(-58) 13 TO LATERAL SUPPORT <= 12110C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX F.ORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL 'LOAD = 42.0 PSS 0'- 0.0" -78/ 326V -5/ 40H 5.50" 0.52 DF 1 625) 1'- 6.9" -23/ 32V 0/ 0H 1.50" 0.05 OF 1 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 26V 0/ 0H 5.50" 0.04 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE 30 THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "tic s zci r. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, ?L=L/180 BOTTOM CHORD CHECKED FOR 10PS? LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-07-10 MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.067" T MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.9" 6.00 Design conforms to main. windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration, factcr=1.6, Truss designed for wind loads Jr. the plane of the truss only. 3 N O O I M � � - I O I 4 O M-3x4 1-01-01 2-00 PROVIDE FULL BEARING;Jts:2,3,4 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BSJ1 Scale: 0.6748 EO PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted. r / 1 auiltler and erection contra or should be advised of all General Notes 1.This design is based Doty upon the parameters shown and is for an individual Sr, Truss: B S J 1 and Warnings before construction commences budding component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. .9 3.Addlbonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA is the responsibility of the erector.Additional permanent bracing of To c and at 10'o.c.respectively unless braced throughout their length by P h P g continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167615 Fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condition'of use. TRANS I D: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge it Q necessary. OREGON fabrication,handling,shipment and installation of components 7 Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set to.by 8 Plates shall be located on both faces of truss,and placed so their center III II I III I I I I II I II I III I I IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide oath joint center lines. 9 Digits indicate size of plate in inches. MITek USA,Inc/CompuTrus Software 7 6 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '✓/�p a I�� V EXPIRES:12/31/2015 111 IIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ca=1.00 TC: 2x4OF if1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2 x 4 OF 41&BTR SPACED 24.0" O.C. 2-3=(-61) 25 TC LATERAL SUPPORT- <= 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 ?SF 01- 0.0" -71/ 336V -11/ 63H 5.50" 0.54 DF ( 625) 1'- 9.2" -23/ 41V 0/ OF. 5.50" 0.06 OF ( 625) LL = 25 PSF Grccr.d Snow (Pg) 3'- 3.6" -36/ 77V 0/ OF, 1.50" 0.12 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FC-ON-D72, Desi r. checked for net(-5 sf) uplift at 24 "oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6.00 F�- BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.7" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" 3 Desicn conforms to main windforce-resisting 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), icad duration factor=1.6, o Truss designed for wird loads 0 of it,. the plane of the truss only. I N O N t�1 O O _ _ 0 4 M-3x4 1-01-01 2-00 1-03-10 PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - BSJ2 Scale: 0.7356 WARNINGS: GENERAL NOTES,unless otherwise noted: C �D Or�V 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual J Truss• BSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �� V�/�J 0 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� ^^ 9 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o.c respectively unless braced throughout their len(g h;y yL continuous sheathing such as plywood sheathing(TC)and/or drywallEC. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. SEQ. : 6167616 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. M TRANS I D: 416143 6 Design assumes full bearing at all supports shown.Shim or wedge if �l 5.CampuTrus has no control over end assumes no responsibility for the necessOREGON ary. (v fabrication,handling,shipment and installation of components y 7.Design assumes adequate drainage is provided. L 6.This design is famished subject to the limitations set Forth by 8 Plates shall be located on both faces of truss,and placed so their center � IIIIII I I I I III I 11111 I I I IIII TPIMRCA in SCSI,copies.,which will be furnished upon request9.lines coincide with joint center lines. 17 y 14, Digit MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic conncate ector plze of ate desige in n values see ESR-1311,ESR-1988(MiTek) FRRI�L� EXPIRES:12/31/2015 IIIIII (VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSSSPAN 2'- B.B" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF 61611TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 55 2-5=1-24) 27 3-5=)-77) 63 BC: 2x4 DF 4'd BTR SPACED 24.0" O.C. 2-3=(-71) 37 WEBS: 2x4 DF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12110C. 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: 13.1" 0.0" 0- 0.0" -69/ 314V -i8/ 50H 5.50" 0.50 OF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 8.8" -10/ 103V C/ OH 5.50" 0.17 OF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing-.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX TC PANEL LL DEFL = 0.005" @ 1'- 2.0" Allowed = 0.128" 2-05 0-03-12 MAX TC PANEL TL DEFL = 0.005" @ 1'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 5.0" 6.00 p MAX HORIZ. TL DEFL = 0.000" @ 2'- 5.0" Design conforms to main win.dforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=i.6, 3 Truss designed for wind loads in. the plane of the truss only. i 0 I 0 O N II V c 111 O M-3x4 M-1.5x3 L 1 �. 2-05 0-03-12 1-01-01 2-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - C1 Scale: 0.6145 Eo P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted CC 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and is for an individual J !"A-'I ��/� �O Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V G .{/l /L 2 2x4 compression web bracing must be installed where shown« incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� O C 9 DES. BY' LA 2'o.c.and at 10'o.c.respecWely unless braced throughout their length by r E • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC) DATE: 1/23/2015 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 unbl after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167617 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416143 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if OREGON fabrication,handling,shipment and installation of components necessary. 9 !.. 7 Design assumes adequate drainage is Provided. ` �b 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both Faces o truss,and placed so their center tr 11 III I I I I III IIII111111111111111 III IIII TPI/W9.Digits indicate size in BCSI,copies of which will be furnished upon request. hies coincide wz e of platejoint center lines. /Q -7 r 14, s orches. cpA,f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) M`rl n I EXPIRES:12/31/2015 111 IIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" ISO 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF 111BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-6=(-90) 86 6-3=(-249) 165 BC: 2x9 OF 41,BTR SPACED 24.0" O.C. 2-3=(-181) 147 6-7=(-96) 93 3-7=( -41) 54 WEBS: 2x4 OF STAND 3-4=(-127) 113 7-4=(-145) 139 LOADING 4-5=( -10) 5 IC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF SC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 13.1" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 265V -53/ 138H 5.50" 0.46 OF ( 625) �* For hancer specs. - See approved plans 21- 11.5" -27/ 339V 0/ OF: 5.50" 0.51 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 71- 8.8" -32/ 199V 0/ OF. 5.50" 0.32 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Desi n checked for net(-5 psf) uplift at 29 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" 3-01-04 4-03-12 0-03-12 MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX TO PANEL LL DEFL = 0.009" @ 1'- 7.9" Allowed = 0.169" 2 M-1MAX TO PANEL TL DEFL = 0.010" @ 1'- 7.9" Allowed = 0.253" 6.00 I.5x3 5 MAX TO PANEL LL DEFL = 0.025" @ 5'- 8.1" Allowed = 0.296" 9 MAX TO PANEL TL DEFL = -0.029" @ 5'- 4.3" Allowed = 0.445" MAX HORIZ. LL DEFL = -0.001" @ 7'- 3.3" MAX HORIZ. TL DEFL = -0.001" @ 7'- 3.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wird: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 I load duration factor=1.6, N I 3 o Truss designed for wind loads o c in the plane of the truss only. I 0 m r 1 6 7- 0 M-3x9 M-1.5x3 M-3x4 2-11-08 4-09-04 1-01-01 IPROVIDE FULL BEARING;Jts:2,6,7 7-08-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - C2 Scale: 0.9895 p PRpFFs WARNINGS: GENERAL NOTES,unless otherwise noted: 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: C2 end 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 �� r DES. BY: LA 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 t cominuous sheathing such as plywood sheathing(TC)and/or drywal(BC) DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167618 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use TRANS I D: 416143 6 Design assumes full bearing at all supports shown.Shim or wedge if 5. fabrication, has no control over and assumes no responsibility for the necessary. OREGON fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 7 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 7, ORE �•9 y O'� III I I III III I III I I III III IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate sorches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic conneGor plate design values see ESR-1311,ESR-1988(NUTek) EXPI RES:12/31/2015 IIIIIII IIIIII This design prepared from computer input by JP n. LUMBER SPECIFICATIONS TRUSS SPAN 2'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4OF 4I3BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2 x 4 OF 415 BTR SPACED 24.0" O.C. 2-3=(-55) 16 TC LATERAL SUPPORT. <- 12 OC. DON. LOADING BC LATERAL SUPPORT- <= 12"OC. DON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -66/ 312V -6/ 45H 5.50" 0.50 DF 1625) 1'- 10.9" -24/ 44V 0/ OF, 1.50" 0.07 DF 1 625) LL = 25 PSF Ground Snow (Pg) 2'- 8.8" -6/ 23V 0/ OF. 5.50" 0.04 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acro . REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, T.L=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX LL DEFL = 0.000 @ 0'- 0.0 Allowed = 0.015" 1-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.020" MAX BC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.086" MAX BC PANEL TL DEFL = -0.003" @ 1'- 4.7" Allowed = 0.115" 12 6.00 F,- MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and ccmponer.ts and cladding criteria. Wind: 140 mph, h=15_`t, TCDL=4.2,BCDL=6.0, ASCE i-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, T.russ designed for wind loads ir. the plane of the truss only. 0 o l o r" l m 0 t 4 0 1 M-3x9 1-01-01 2-08-12 PROVIDE FULL BEARING;�ts:2,3,9 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - CJ1 Scale: 0.6710 � ,Ep P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: ^/ 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 �'CO Truss: C J 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 �� ^ DES. BY: LA 2'o c.and at 10'o c respectively unless braced throughout their length;y `J•L C is the responsibitiry of me erector Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal BC. DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167619 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use TRANS 1 D: 416143 6.Design assumes full bearing at all supports shown Shim or wedge if Q 5.Comp Iron,has no control over and assumes no components for the necessary. fabrmation,handling,shipment and installation of components 7, OREGON lV 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 .9 O, IIIIII I I III III I IIII II II I I II I IIII TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint plate center lines. 9.Digitssic con s¢e pladingn vale (],` MiTek USA,Inc/CompuTrus Software 7.66(1 L)-E 10 For basic connector plate design values we ESR-1311,ESR-1966(MiTek) MFpn'1 � V EXPIRES:112/1'31/2015 IIII VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF IIIBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 HC: 2.4 DF 613BTR SPACED 24.0" O.C. 2-3=(-52) 15 TC LATERAL SUPPORT <= 12 OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0I+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZESQ.IN. (SPECIES) OVERHANGS: 13.1" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -75/ 322V -6/ 45H 5.50" 0.52 DF 1 625) 1'- 9.2" -35/ 26V 0/ OR 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snood (Pg) - - 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Desi n checked for net(-5 pst) uplift at 29 "oc s aci r. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.004" @ -1'- 1.1" Allowed = 0.109" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.004" @ -1'- 1.1" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting 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 3 Jr. the plane of the truss only. 0 � I 0 I M - I - 0 I y 0 1 M-3x4 L �, L 1-01-01 2-00 PROVIDE FULL BEA RING;Jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - CSJL1 Scale: 0.6625 PRO WARNINGS: [ �1 WARNINGS: GENERAL NOTES,unless otherwise noted: �n� r�us� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �J !N/w tJl�/n O Truss: C S JL 1 and Warnings before construction commences, building component.Applicability of design parameters and proper V' G J .ilt 7 /L 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. (V -7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 p C f DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ox.respectively unless braced throughout their length by 7 f L P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC) DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing requited where shown+ 4.No load should be applied to any component until ager all bracing and 4.Installation of truss o the responsibility of the respective contractor. SEQ. : 6167620 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condition'of use. TRANS I D• 416143 5.CompuTrus has no control over and assumes no responsibility,for the 6.Design assumes full bearing at all supports shaven.Shim or wedge if OREGON necessary' lubrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prowded. �L 1t 6.This design is tumished subject to the limitations set forth by 8.Plates shell be located on both faces o�truss,and placed so their center /O q y •�4 r 2� A� III I I III VIII IIII III I I III IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. T_ 9.Digits indicate size plate in inches. q MiTek USA,Inc/CompuTfus Software 7.6.6(1 L)-E 10.For basic conneplate plate design values see ESR-1311,ESR-1988(MiTek) Ll EXPIRES:�7T112/31/2015 III III IIII This design prepared from computer input by JP LUMBER SPECIE=CATIONS TRUSS SPAN 10'_ 0-0" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 DF #idBTR LOAD DURATION INCREASE = 1.15 i-2=1 0) 57 2-6=(-290) 439 3-6=(-482) 274 BC: 2x4 DF hi6BTR SPACED 24.0" O.C. 2-3=(-513) 240 6-4=(-140) 107 WEBS: 2x4 DF ST-AND 3-4=( -89) 82 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UCN. LL( 25.0):DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT_ <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 19.1" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 628V -40/ 121H 5.50" 1.00 OF ( 625) •' For hanger specs. - See approved plans 101- 0.0" -50/ 419V 0/ OF. 5.50" 0.67 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTT-S OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acir<. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL = -0.258" @ 51- 0.0" Allowed = 0.417" MAX BC PANEL TL DEFL = -0.518" @ 5'- 0.0" Allowed = 0.556" MAX HORIZ. LL DEFL = 0.009" @ 9'- 6.5" MAX P.ORIZ. TL DEFL = 0.005" @ 91- 6.5" 5-04-11 4-03-09 0-03-12 Design conforms to main windfcrce-resisting system and components and cladding criteria. 12 4.00 t7 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 S - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wird loads in the plane of the truss only. M-1.5x3 3 0 I o N 1 O (n I O O -- I 1 2 6'' M-3x4 M-3x4 t � � 9-06-08 0-05-08 l 1 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - D1 Scale: 0.9377 �RE0 PROF, WARN NGS: GENERAL NOTES,unless otherwise noted: 1.BuIlder and election contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V I .ilt 7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional terrporary bracing to insure stability during construction 2.Design assumes Me top end bottom chords to be laterally braced at 92 P E r DES. BY: LA is the responsibility of the erector.Additional permanent bracing of by continuous sheathing such asV plywood unless sheathin(C and/or dhout ein length DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown+� ( ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167621steners are complete and at no bme should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 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 OREGON necessary fabrication,handling,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 .9 y 20 Al III I I I I III III II I I it III III III TPUWICA In BCSI,copies of which will be furnished upon request Imes coincide with joint center lines. O a G f T 9.Digit indicate size of plate in inches 44 MITek USA,Inc/COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �p n I1 EXPIRES:112/`31/2015 III II IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 57 2- 7=(-226) 1080 3- 7=( -282) 242 BC: 2x6 OF SS 2- 3=(-11841 178 7- 8=( -36) 76 7- 4=( -446) 292 WEBS: 2x4 DF STAND LOADING 3- 4=1 -889) 116 7- 5=( -136) 1142 LL = 25 PSF Ground Snow (Pg) 4- 5=( -847) 138 5- 8=(-1215) 325 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 81- 0.0" V 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 10- 0.0" V BC UNIF LL( 0.0)TDL( 50.0)= 50.0 PLF 0'- 0.0" TO 10- 0.0" V --------------==__ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC DON. FOR TC GONG LL( 466.7)TDL( 130.7)= 597.3 LBS @ 8- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -74/ 909V -28/ 90H 5.50" 1.45 OF ( 625) -------------_____----------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 101- 0.0" -344/ 1227V 0/ OH 5.50" 1.96 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.. OVERHANGS: 19.1" 0.01. BOTTOM CHORD CHECKED FOR 10PBF LIVE COND, 2: Design. checked for net(-5 sf) uplift at 24 "oc s acin . For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-LOAD. TOP CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = -0.024" @ 8'- 0.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.047" @ 81- 0.0" Allowed = 0.606" 7-11-11 2-00-05 MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.2" MAX HORZ. TL DEFL = 0.006" @ 9'- 8.2" 4-03-05 3-08-06 1-06-13 0-05-08 Design conforms to main windforce-resisting 12 597.30# system and components and cladding criteria. 9.00 D Wird: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration. factor=1.6, 4 Truss designed for wird loads 5 6 in the plane of the truss only. M-1.5x3 3 � o 1 I m N o o I I rV 2 O O - 7 " 8 O M-3x8 M-3x10 M-1.5x3 7-05 2-07 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DH1 Scale: 0.4472 S �p PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: / 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 Truss• DH 1 and Warnings before construction commences. building component.Applicability of design parameters end 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 92 P E r DES. BY: LA 2'o.c.end et 10'ox respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ 4.No load should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167622 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 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 OREGON iz necessary. fabrication,handling,shipment and installason of components. 7.Design assumes adequate drainage Is provided. �i 1a 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 II 4, 2Q II IIII VIII III IIII II I II I I II IIII TPUWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. A 9.Digits indicate size plate Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10p.For basic connector plate design ign values see ESR-1311,ESR-1988(MiTek) 'Y/��n I1 � V EXPIRES:1121/'31/2015 IIIIIIIIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF 116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF 116BIR SPACED 24.0" O.C. 2-3=(-541 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 455V 0/ 3 7 H 5.50" 0.73 OF 1 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 OF 1 625) LL = 25 PSF Ground Snow (Pg) l'- 11.7" -31/ 42V 0/ OH 1.50" 0.07 OF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOT-TOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.043" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 4.00 v Design conforms to noir. wi r.d°erne-resisting 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 in the plane of the truss only. 3 i o mlI o f 2 - - 4 � o , M-3x4 I � L 1-07-02 2-00 PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ1 Scale: 0.6853 PROFFS WARNINGS: GENERAL NOTES,unless otherwae noted: r _` 1 Builder and e rection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual V�\r Truss: DJ 1 and Warnings before construction commences building component.Applicability of design parameters and proper V ✓i) !� 2.2x4 compression web bracingmust be installed where shown+_ incorporation of component is the responsibility of the building designer. 1 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 92 P E r DES. BY: LA is the responsibility of the erector Additional permanent bracing of contcontinuous sheathing such as ptyvroounless sheathing(TC)braced and/or dhout arywal(ir BC)Y DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3 2.Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167623 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 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 a fabrication,handling,shipment and installation of components. 7 Design necessary. adequate drainage is provided. ORE Nva �tV 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 !+/Q '9�• 14 20 �1 III I I III I I(III II I II I(III I(III TPI/WTCA in SCSI copies of which will be furnished upon request hoes coincide with joint center lines. 9.Digits indicate size plate m inches. A MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10 For basic connector p plate design values see ESR-1311,ESR-1988(MiTek) '✓/��n I1 EXPIRES:112//'31/2015 11111111111111 IIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 4I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF #1&HIP. SPACED 24.0" O.C. 2-3=(-54) 22 TO LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT- <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZESQ.IN. (SPECIES) CVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -114/ 464V C/ 55H 5.50" 0.74 OF ( 625) 1'- 9.2 -63/ 59V C/ OH 5.50" 0.09 OF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s esti r. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX TO PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.215" 12 MAX TO PANEL TL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.323" 4.00 7 MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to :rain windforce-resisting system and components and cladding criteria. 3 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 in the plane of the truss only. i 0 I I 0 I O � 1 2 4 M-3x4 1-07-02 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ2 Scale: 0.6978 PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: r 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: DJ2 and Warnings before construction commences. building component.Applicability of design parameters and properOA- 2.20 compression web bracing must be Installed where shown+, inwrporabon 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 �� O 9 DES. BY: LA To c and at 10'o.c.respectively unless braced throughout their length by r is the responsibility of the erector.Addlhonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 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 ager all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167624 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.Comp tion,has no control over and assumes no omponbihry for the necessary. OREGON �� hobs desig handling,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 centerL '1 111111 VIII VIII VIII VIII VIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wrath joint center lines. �O •7 y 4 213 9.Digits indicate size of plate in Inches P` MiTek USA,Inc./CompuTrus Software 7 6 6(1 Q-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MC^R'1 EXPIRES:12/31/2015 IIIIII II IIII _ This design prepared from computer input by - Jp LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.7" IBC 2012 MAX XEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 OF 41&BTR SPACED 24.0" O.C. 2-3=(-75) 33 TC LATERAL SUPPORT- <- 12 OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 455V 0/ 74H 5.50" 0.73 DF ( 625) 1- 9.2" -95/ 149V C/ OH 5.50" 0.24 OF 1 625) LL = 25 PSE Ground Snow (Pg) 5- 11.7" -67/ 144V C/ OH 1.50" 0.23 OF 1 625) LIMITED STORAGE DOES NOT APPLY DUE 50 THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci r.g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - VERTICAL DEFLECTION LIMITS: iL=L/290, T.L=L/180 BCTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD 'LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000 @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 3 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 Jr. the plane of the truss only. �n i i 0 m I O N N O - - I _ j G O M-3x4 7 1-07-02 2-00 3-11-11 PROVIDE FULL BEARING;jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DJ3 Scale: 0.6177 ((3,�O PROF [�(� WARNINGS: GENERAL NOTES,unless otherwise noted: G'(�`' �7 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/n Truss: DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �\ V�/�J II f1"7 0, 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 �� ^� C 9 DES. BY: LA 2'o.c.and at 10'o.c respectively unless braced throughout their length by `,J• C f is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). DATE: 1/23/2015 Che overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibdity of the respective contractor. SEQ. 616 7 6 2 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, design loads be applied to any component, and are for*dry condition"of use TRANS I D: 416143 6 Design assumes full bearing at all supports shown.Shim or wedge if Q 5.CompuTrus hes no control over and assumes no responsibility for the necessary. OREGON fabrication,handling,shipment and installation of components 7,Design assumes adequate drainage is provided. a 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 Meir center L 1 IIIIII VIII VIII IIII VIII VIII VIII IIII IIII TPI/WrCA m SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. �O q), 1 a 2� t�- 9.Dgms indicate size of plate in inches. [),f- 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:12/1'311./2015 VIII I IIIIII This design prepared from computer input by JP (UMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IHC 2012 MAX MEMBER FORCES 4WR/GDF/Ca=1.00 TC: 2x4 OF 416BT-R LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 EC: 2x4 OF #I&BTR SPACED 24.0" O.C. 2-3=(-45) 46 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -106/ 422V 0/ 37H 5.50" 0.68 OF ( 625) 1'- 10.9" -100/ 114V 0/ OH 1.50" 0.18 OF 1625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi r: checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.075" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.112" 1-11-11 MAX BC PANEL LL DEFL = 0.021" @ 3'- 6.6" Allowed = 0.338" MAX BC PANEL TL DEFL = -0.099" @ 41- 8.2" Allowed = 0.451" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 72 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 4.00 17 Design conforms to main windforce-resisting 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 duraticn. factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 ti 7 I O I O YII I z 9 0 1 M-3x4 I � L 1-07-02 PROVIDE FULL BEARING;Jts:2,3,4 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ1 Scale: 0.6613 P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: 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: DS J 1 �� V G J(/ ✓i( 7 /L9 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 construcoon 2.Deaign assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA s the responsibility of the erector. permanent bracing of To c.and at 10'o c.respectively unless braced throughout their length by P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167626 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use TRANS I D: 416143 5.CompuT us has no control over and assumes no responsibility for Me 6 Design assumes full bearing at all supports shown.Shim or wedge if OREGON necessary. Fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. L �tK 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 VIII I III VIII(III II II III I III(III TPIMlTCA In SCSI,copies of which will be furnished upon request. Imes coincide with pint center Imes. 9. p indicate size date in inches. MiTek USA,Inc./CompuTrus Software 7 6 6(1 L)-E 10 For For basic connector plate design values we ESR-1311,ESR-1988(MiTek) '✓/C.p n I 1 EXPIRES:12/31/20'15 II III III This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 8- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF 11511TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2.1 OF 116BTR SPACED 24.0" 0.C. 2-3=(-50) 44 TC LATERAL SUPPORT <= 12"OC. UON. 'LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)TDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 453V 0/ 55H 5.50" 0.72 OF 1 625) 3'- 10.9" -120/ 128V C/ OR 1.50" 0.20 OF 1625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V C/ OR 5.50" 0.11 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CCND,-2.- Design checked for net(-5 psf) uplift at 24spacing. 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 = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = 0.000" @ 0- 0.0" Ailowed = 0.178" MAX BC PANEL LL DEFL = 0.025" @ 3'- 6.6" Allowed = 0.338" MAX TC PANEL TL DEFL = -0.033" @ 21- 6.7" Allowed = 0.323" MAX BC PANEL TL DEFL = -0.144" @ 4'- 4.8" Allowed = 0.451" MAX HORIZ. LL DEFL = -0.000 @ 3'- 10.9" 3-11-11 MAX HOR IZ. TL DEFL = -0.000" @ 3'- 10.9" Design conformstc main windforce-resisting 12 system and ccmponeItts and cladding criteria. 4.00 v 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 3 in the plane of the truss only. u� 0 t I N v 0 2 0 M-3x4 � y 1 1-07-02 PROVIDE FULL BEARING;Jts:2,3,4 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ2 Scale: 0.5738 Eo PRoFFs WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Budder 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: DSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.20 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to unsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E f DES. BY: LA is the res 2'o.c.and at 1respectively unless braced throughout their length by responsibility of the erector.Additional permanent bracing of 0'o.c.continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 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 unbl after all bracing and 4.Installation of truss is the responsibility of the respective contractor+ SEQ. : 6167627 steners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condition"of use TRANS I D: 416143 S. CompuTws has no control over and assumes no resporumbibty for the 6 Design assumes full bearing at all supports shown.Shim or wedge if OREGON Fabrication,handling,shipment and and installation of components. 7 Desi gn assumes adequate drainage is provided. L a 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 IIII II I II I III IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon requesthies coincide vote pint center lines. Q y a 2 Al 9 indicate size plate in inches. MiTekUSA,Inc./CompuTrusSottware 7.6.6(1 L)-E 10.For For basic connector plate design valuessee ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111111 IIIII This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 8- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF IIIBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 OF '41,SIR SPACED 29.0" O.C. 2-3=(-70) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT_ <= 12"OC. DON. LL( 25.0)>DL( 7.0) ON TOP CHORD = 32.0 PST BEARING MAX VERT MAX EORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PST 01- 0.0" -75/ 509V 0/ 14H 5.50" 0.81 DF ( 625) 5'- 10.9" -98/ 172V 0/ OF, 1.50" 0.27 OF ( 625) LL = 25 PST Ground Snow (Pc) 8'- 0.0" 0/ B1V 0/ OF. 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL cOND. 2: Design checked for net(-5 sf) uplift at 29 "tic s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.065" @ 3'- 2.2" Allowed = 0.356" MAX BC PANEL TL DEFL = -0.178" @ 4'- 1.4" Allowed = 0.451" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 F_ 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, 3 Truss designed for wind loads in the plane of the truss only. j o O� I O N N c'llll`- O -- 1 2 S o - M-3x4 1-07-02 IPROVIDE FULL BEARING;Jts:2,3,4 B-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ3 Scale: 0.5238 ````� PRO WARNINGS: GENERAL NOTES,unless otherwise noted: r c``V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J r)7/c, Truss• DSJ3 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 construcbon 2.Design assumes the top and bottom chords to be laterally braced at �� ^^ r.. 9 DES. BY: LA 2'o c.and at 10'o c respectively unless braced throughout their length by y[ [ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC) DATE: 1/23/2015 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 unfit after all bracing and 4.Installation of truss s me responsibility of the respective contractor+ SEQ. : 6167628asteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown.Shim or wedge if iz 5.CompuTrus has no control over and assumes no responsibility the necessary. OREGON fabrication,handling,shipment and installation o(componens 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 laces of truss,and placed so their center III I I II I I I I(III I I II III I III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �O '9 14, 9.Digi"indicate size of plate in mchm. A IO.P 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:12/31/20 15 III III II This design prepared from computer input by Jp LUMBER SPECIFICATICNS TRUSS SPAN8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 DF 4.1 BTR LOAD DURATION INCREASE - 1.15 '1-2=( 0) 51 2-4=(0) 0 BC: 2x4 DF 616BTR SPACED 24.0" O.C. 2-3=(-93) 45 TC LATERAL SUPPORT <= 12 CC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LCCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -85/ 564V O/ 92H 5.50" 0.90 DF ( 625) 7'- 9.2" 0/ 99V 0/ OH 5.50" 0.16 DF 1 625) LL = 25 PSF Ground Snow (Pg) 71- 11.7" -90/ 219V 0/ OF. 1.50" 0.35 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 29 "oc s zcir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, T.L=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 1.1" Allowed = 0.212" MAX TC PANEL LL DEFL = 0.217" @ 4'- 9.1" Allowed = 0.496" MAX TC PANEL TL DEFL = -0.377" @ 4'- 5.8" Allowed = 0.745" MAX HORIZ. LL DEFL = -0.001" @ 71- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 71- 10.9" 7-11-11 Desicn conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 F- Wind: 140 mph, h=15ft, TCDL=4.2,5CDL=6.0, ASCE 7-10, (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 icad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u, � I i u, t p N t- m llll- 2 -- 4 70 M-3x4 L � L 1-07-02 IPROVIDE FULL BEARING;Jts:2,4,3 8-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ4 Scale: 0.5238 � R r) ED PROFOFf. S WARNINGS: GENERAL NOTES,unless otherwise noted: r[ 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J Truss: DSJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper �\ v�l I'il'7 0 2.2x4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. �I 3.AddNonal terrgtorary bracing to insure stabdny dunng construction 2.Design assumes the top and bosom chords to be laterally braced at �� ^ r 9� DES. BY: LA T o.c.and at 10'o.c.respectively unless braced throughout their length by [ E is the responsibility of the erector.Adi ibonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 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 unbl after all bracing and 4.Installation of truss s the responsibility of the respective contractorSEQ. : 6167629 . steners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condiban'of use. TRANS I D: 416143 5 CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage isprovided. 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 S� III II I III I I I I III I II I VIII III IIIITPI/WTCA in SCSI,copies of which will he furnished upon request. lines coincide v joint center Imes. 9.Digits indicate size palate in inches MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1371,ESR-1988(MiTek) EXPIRES:12/31/2015 I III IIVIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8 0 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 DF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 0 BC: 2x9 OF $1&BTR SPACED 24.0" O.C. 2-3=(-107) 45 3-4=( -66) 0 TO LATERAL SUPPORT <- 12 CC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 19.1" 22.2" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTT-ONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -66/ 537V 0/ 118H 5.50" 0.86 OF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 99V 0/ OF. 5.50" 0.16 OF ( 625) 7'- 11.7" -149/ 452V 0/ OH 1.50" 0.58 DF ( 625) 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 sf) uplift at 24 "oc s zcin . 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 = 0.016" @ -1'- 7.1" Allowed = 0.159" MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX LL DEFL = 0.031" @ 9'- 10.2" Allowed = 0.185" MAX TL CREEP DEFL = -0.037" @ 91- 10.2" Allowed = 0.247" MAX TO PANEL LL DEFL = 0.217" @ 4- 9.1" Allowed = 0.496" MAX TO PANEL TL DEFL = -0.377" @ 4- 5.8" Allowed = 0.145" MAX HORIZ. LL DEFL = -0.001" @ 71- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 71- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 4 9.00f7 loci: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads Jr. the plane of the truss only. 0 I I o 1 O M I O Q' of 1 2 S 0 M-3x9 L l 1-07-02 PROVIDE FULL BEARING;J[s:2,5,3 8-00 1-10-03 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - DSJ5 Scale: 0.4664 PR O [ WARNINGS: GENERAL NOTES,unless otherwise noted: CC'( 'nfr�L9 1.Builder anderectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualTruss DSJ5 and Warnings before construction commences. budding component.Applicability of design parameters and proper V 1/ J i✓I !� 2.2x1 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the budding designer. .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords braced unless be laterally braced at 92 P E DES. BY- LA is the responsibility of the erector.Additional permanent bracing of ccontin ous sheathi g such as plywood sheat ing( TC)throughout ndlor deryml(ir BC).y DATE: 1/23/2015 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 ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167630 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condeon"of use. TRANS I D: 416143 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 OREGON necessary fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. �G 1� 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 / •9 20 P+ III I I I I I I I I II I I II II II III TPI/WfCA In SCSI,copies of which will be furnished upon request lines coincide with size p m joint center lines 9.Digits indicate ecto p plate inches A- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) '✓/�p n I1 EXPIRES:1 f31/2015 III III II This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSSSPAN 25'- 8.0" COND. 2: Design checked for net(-5 cro sf) uplift at 24 "no s a TC: 2x4 OF 4 16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF }l&BTR SPACED 24.0" C.C. system and components and cladding criteria. TO LATERAL SUPPORT <= 12"CC. CON. LOADING BC LATERAL SUPPORT <= 12"CO. UCN. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: (Al mph, hts), En osed, at.2,L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (A_1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factorinl Truss designed for wind d loads LL = 25 PSF Ground Snow (Pc) Jr, the plane of the truss cniy. Gable end truss on continuous bearing wail UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-10 12-10 12 1 IM-4x4 12 Q 6.00 3 0 I 0 I m 0 � 2 0 5 I M-3x5(S) M-3x4 M-3x4 10-00 15-08 � y } L 1-06-12 25-08 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - E1 Scale: 0.3010 tp PROre S WARNINGS: GENERAL NOTES,unless otherwise noted: '\ r11 C S/ . 1 Builder anderectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J !�I�/-r /L� O. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V V G J ✓ry7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (` .9 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 92 P E DES. BY: LA is the res bili of the erector.Additional ermanent bracin of T o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi ry P g continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structures 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 unfit after all bracing and 4.Installation of truss is the responsibility of Me respective contractor. SEQ. : 6167631 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 416143 5.CornpuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if necessary OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to Me limitations set forth by 6 Plates shall be located on both faces of truss,and placed so Meir center II II I III I I I I III 11111111111111 ILII TPI/WTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines O y 14 9Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) MER R ILL EXPIRES:12/31/2015 IIII 1111 III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 8=(-243) 1506 3- 8=(-377) 251 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2- 3=(-1787) 385 8- 9=(-122) 987 8- 4=(-128) 624 WEBS: 2x4 OF STAND 3- 4=(-1567) 387 9- 6=(-290) 1506 4- 9=(-128) 624 LOADING 4- 5=(-1567) 387 9- 5=(-377) 257 TC LATERAL SUPPORT <= 12110C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST 5- 6=(-1787) 385 BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 79 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.8" 18.8" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED TOR A 20 PSF LIMITED STORAGE 0'- 0.0" -199/ 1256V -137/ 137H 5.50" 2.01 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 251- 8.0" -199/ 1256V 0/ OH 5.50" 2.01 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = -0.061" @ 8'- 8.8" Allowed = 1.238" MAX TL CREEP DEFL = -0.145" @ 6'- 8.8" Allowed = 1.650" MAX LL DEFL = 0.015" @ 27- 2.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 27'- 2.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.025" @ 251- 2.5" 12-10 12-10 MAX HORIZ. TL DEFL = 0.042" @ 25'- 2.5" Design conforms to main windforce-resisting 6-08-04 6-01-12 6-01-12 6-08-04 system and components and cladding criteria. 12 12 Wird: 140 mph, h=22.4ft, TCDL=5.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 4 in the plane of the truss only. .1" M-1.5x3 M-1.5x3 u 3 5 i 0 I M M O O M-3x5 60.25" M-3x4 M-3x5 o M-5x6(S) 8-08-13 8-02-05 8-08-13 1-06-12 25-08 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - E2 Scale: 0.2260 �k,Q`ED PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: rr 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual J Truss• E 2 and Warnings before construction commences building component.Applicability of design parameters and proper �\ V�I/ 1{1"7 OA_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (� 1�I _!- 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� ^^ DES. BY: LA 2'o c.end et 10'o.c.respect vely unless hraced throughout heir leng h by y[ PE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167632 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown.Shim or wedge if AZ 5.CompuTrus has no control over and assumes no responsibility for the necessary. /.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '9 OREGON `V Ltk 6.This design is furnished subject to the limitations set forth by 8.Plales shall be located on both faces of truss,and placed so their center IIII II II II I III IIII IIII II II I III IIII TPI VyfCA in SCSI,copies of which will be furnished upon request hies coincide with joint center lines. O 14. 2 AT 9Forb p indicatesize plate in inches. p ` MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 'V//�p R I L�VV EXPIRES:12/31/2015 IIII III III This design prepared from computer input by Jp LUMBER SPECIFICA?IONS TRUSS SPAN 37- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 91dBTR LOAD DURATION INCREASE = 1.15 - 2=1 -92) 392 9=(-327) 93 2- 9=( -423) 246 BC: 2x4 IF 1:15SIR SPACED 24.0" O.C. 2- 3=1 -1401 613 9-10-( -54) 224 9- 3=1-'--496) 371 WEBS: 2x4 IF STAND 3- 4=( -i33) 272 10-11=( -54) 224 3-11=( -301 603 LOADING 4- 5=( -738) 280 11-12=(-151) 1066 11- S=1 -77) 306 - TC LATERAL SUPPORT <= 12110C. DON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1507) 331 12- 7=(-267) 1494 11_- 5=( -740) 258 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1777) 363 5-12=( -25) 544 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 79 12- 6=( -323) 202 OVERHANGS: 0.0" 18.8" LL = 25 PSF Ground Snow (Pg) M-1.5x5 or ecual at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical_ rembers (ucn). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -LIVE LOAD AT LOCATTON(S) SPECIFIED BY IBC 2012. 01- 0.0" -33/ 281V -211/ 2018 151.50" 0.45 OF 1 625) Unbalanced live loads have been THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 6.3" -333/ 1738V 0/ OF. 151.50" 2.78 DF ( 625) considered for this design. 11'- 9.5" 0/ 214V 0/ OH 141.50" 0.34 DF 1 625) 37'- 0.0" -221/ 1270V C/ OH 5.50" 2.03 IF 1625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s ecin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.056" @ 27- 5.7" Allowed = 1.238" MAX LL DEFL = 0.015" @ 38'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 38- 6.8" Allowed = 0.208" MAX BC PANEL TL DEFL = -0.159" @ 32- 8.7" Allowed = 0.585" MAX HORIZ. LL DEFL = 0.018" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.029" @ 361- 6.5" 5-10-03 5-10-14 6-00-11 18-07-12 Design conforms to main wicd_`crce-resisting system and components ar.d cladding criteria. 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p IIM-4x4 Q 6.00 load duration factor=1.6, 40" Truss designed for wind loadsM-1.5X4 M-3115,X M-3X5 in the plane of the truss only. M-3x5 M-1.5x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x5 1. M-3x5 Truss designed for 4x2 cutlookers. 2x4 let-ins M-1.5x4 M-3X8 M-3X9 of the same size arc grade as structural top M-3x5 3 5 chord. Insure tight fit at each end of let-in. M-3x5(S) Ontlookers must be cut with care and are o M-3x5 M-3x5(5) permissible at '_niet board areas only. 0 M-1.5x3 M-1.5x3 2 + 6 0 M-1.5x4 M-3x5 0 g 2 8 o M-4x6 D 0.25" M-3x4 M-3x5 0 0 M-3x4 M-5xl2(S) 9-06-04 1-08-07 7-03-05 8-11-12 9-06-04 I ' t 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F1 Scale: 0.1621 ( � P Qt �1 WARNINGS: GENERAL NOTES,unless otherwise noted: rr'`�r� D7 I 7 r,r�C7s1/ 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 �I Truss• F 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporabon 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 �� 92 P E r DES. BY- LA is the res onsibdh of the erector.Additional permanent bracing raan of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " P ty P 9 commuous sheathing such as plywood sheathing(TC)and/or drywal(BC) DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167633 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown Shim or wedge d 5 Comp tion,has no control over and assumes no responsibility for me necessary. OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage hs provided. �L a 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 .9 Q11 IIII VIII VIII III III I I II VIII III IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. Innes coincide with joint center lines. 9.Digits indicate size of plate in inches. !S f MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) MFR R I LL `J EXPIRES:12/31/2015 IIII III III This design prepared from computer input by Jp :.UMBER SPECIFICATIONS TRUSS SPAN 37- 0.0" IHC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF I1I&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2759) 594 1- 9=(-454) 2398 2- 9=(-289) 217 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2- 3-(-2499) 559 9-10=(-290) 1991 9- 3=( -37) 510 WEBS: 2x4 DF STAND 3- 4=1-1762) 481 10-11=(-302) 1966 3-10=(-715) 254 LOADING 4- 5=(-1762) 468 ll- 7=(-444) 2353 10- 4=(-255) 1171 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2496) 534 10- 5=(-712) 255 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2756) 564 5-11=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 79 11- 6=(-285) 195 OVERHANGS: 0.0" 18.8" LL = 25 PSF Ground Sn.cw (Pg) For hanger specs. - See approved plans BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY TBC 2012. 0'- 0.0" -215/ 1554V -210/ 201H 5.50" 2.49 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 0.0" -284/ 1739V 0/ OF, 5.50" 2.78 DF 1 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.138" @ 18- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.326" @ 18- 6.0" Allowed = 2.406" MAX LL DEFL = 0.015" @ 38'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 38- 6.6" Allowed = 0.208" MAX HOAR. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HOAR. TL DEFL = 0.099" @ 36'- 6.5" 9-06-11 8-11-05 8-11-05 9-06-11 Desion confcrms to main windforce-resisting system and components and cladding criteria. 6-06-05 5-11-13 5-11-13 5-11-13 5-1 -13 6-06-05 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x6 4 6 00 load duration factor=1.6, 9.0" Truss des_gced for wind loads 4 .0 in the plane of the truss only. 3.1' M-3x4 M-3x4 3 5 M-3x5(5) M-3x5(3) 0 I } o M-1.5x3 M-1.5x3 0 2 t t 6 M O I � I g 1i B o M-3x8 M-3x4 a•25" M-3x4 M-3x8 0 M-5x8(5) 9-06-04 8-11-12 8-11-12 9-06-04 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F2 Scale: 0.1761 Ep PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: 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• F 2 and Warnings before construction commences. building component.Applicability o1 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 construcbon 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA s the res onslbill of the erector..Additional permanent bramn of 2'o.c.and at 10'o c respectively unless braced throughout their length by responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywab(BC). DATE: 1/23/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installabon of truss is the responsibility of the respective contractor. SEQ. : 6167634 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for*dry condition"of use. TRANS I D: 416143 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabri®bon,handling,shipment and installation of components. 7 Design sumes adequate drainage is Provided. �` A_ORE N,tK 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center '9 y 213 �S III it II II I III I II II I II II I I I I IIII TPIMwi lTCA in SCSI,copies of which ll be furnished upon request. hoes coincide with joint center lines. Q a G T 9.For basic cote sae of plate in inches. MiTek USA,Inc ICompuTrus$OfhNa2 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1711,ESR-1966(MiTek) MFR RILL EXPIRES:12/31/2615 III IIIIIIIII - This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 37- 0.0" ICOND. 2: Design checked for net(-5 sf) uplift at 24 TC: 2x4OF 41611TR LOAD DURATION INCREASE = 1.15 Design conforms to :hair: windfcrce-resisting BC: 2x4 DF 416BT.R SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=23.8ft, TCDs=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factorind l Truss designed for wind 'roads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) Gable endtruss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 9-06-11 8-11-05 8-11-05 9-06-11 12 I I M-4x4 12 6.00(7 2 Q 6.00 M-3x5(5) M-3x5(5) 0 I 0 0 m o _ 3 0 m Q' oo 4 0 M-3x5(S) M-3x4 M-3x4 I � L 18-06 18-06 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F3 Scale: 0.2243 0 PROFFS WARN NGS: GENERAL NOTES,unless otherwise noted. r / 1.BuIlder and erechon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper V G 4flft T /L 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Additional temporary bmang to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E r DES. BY: LA is the res 2'o c.end at 10'o c respectively unless braced throughout their length by • responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathmg(TC)and/or drywal(BC) DATE: 1/23/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167635 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416143 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 fabrication,handling,shipment and installation of components necessary. ON tK 7.Design assumes adequate drainage is provided L QRE(i 6 This design is furnished subject to the limitations set forth by 6.Plates shall be located on both laces of truss,and placed so then center � 1 III I I I I III III I IIII I III VIII I III TPVWTCA in SCSI,copies of which will be furnished upon request fines coincide with joint center lines O 7 y 4 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '✓/��n I�� V EXPIRES:12/31/2015 IIII II I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4OF #!&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2800) 562 1-10=( -425) 2392 10- 2=( 0) 263 14- 6=( -828) 197 BC: 2 x 4 OF 416BTR SPACED 24.0" O.C. 2- 3=(-2298) 534 10-11=( -427) 2389 2-11=(-475) 169 6-15=( 0) 403 WEBS: 2x4 OF STAND 3- 4-(-17631 488 11-12-1 -280) 1966 11- 3=1 -16) 406 15- 7=1-1559) 423 LOADING 4- 5=(-2302) 646 12-13=1 -8) 56 3-12=1-743) 238 7-16=( -292) 1741 TO LATERAL SUPPORT <= 12110C. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2330) 535 14-15=( -444) 2711 12- 4=( -97) 479 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3094) 601 15-16=( -863) 4266 12-14=(-164) 1440 TOTAL LOAD = 42.0 PSF 7- 8=(-5701) 1136 16- 8=(-1007) 5059 4-14=(-326) 1173 OVERHANGS: 0.0" 18.8" 8- 9=( 0) 79 13-14=1 0) 60 LL = 25 PSF Ground Snow (Pg) 14- 5=(-3301 218 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -215/ 1554V -210/ 201H 5.50" 2.49 OF ( 625) 371- 0.0" -285/ 1739V 0/ OH 5.50" 2.78 OF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.228" @ 22'- 9.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.532" @ 221- 9.0" Allowed = 2.406" MAX LL DEFL = 0.015" @ 38- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 381- 6.8" Allowed = 0.208" 18-06 18-06 MAX HORIZ. LL DEFL = 0.138 @ 36'- 6.5" 6-08-01 5-11-13 5-11-13 4-00-08 5-10-04 5-08-08 2-09 MAX F:ORI2. TL DEFL = 0.229" @ 36'- 6.5" 12 12 Design conforms to main windforce-resisting 6.00 p M-6x8 Q 6.00 system and components and cladding criteria. 6.0" Wird: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 load duration factor=1.6, 61. M-1.5x3 Truss designed for wind loads 0.25" 5 in the plane of the truss only. 3 M-5x8(5) o + 0.25" M-3x9 6 0 2 o + M-3x10 7 � m o 14 t 15 t_ Q, 1 12 13 o M-3x4 9 0 o` M-3x8 M-11.'5x3 U.25" M-5x8 M-1.5x3 M-4x10 0 M-7x8 MSHS-5x12 M-5x6(S) M-3x6+ M-3x6+9 00 t, 12 I, ! �• 6-06-05 5-10-01 6-01-09 4-02-04 6-01-12 5-08-08 2-05-08 22-10 11-08-08 2-05-0806-12 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F4 Scale: 0.1509 D PROFFS otherwise GENERAL NOTES,unless otherwe noted: rr / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �J O Truss: F 4 and Warnings before construction commences. building component.Applicability of design parameters and proper V G 4h/'7 /L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (V 9 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ^ E C � DES. BY: LA To c.and at 10 ^2'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 drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167636 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 5.CompuTrus has no control over and assumes no responsibility for the necessary. OREGON fabrication,handling,shipment and installation of components. `V 7.Design assumes adequate both face is provided. ` <k 6.This design is famished subject 10 the limitations set forth by 6.Plates shall be located on both(aces of truss,and placed so Meir center � .9 O� III I I III III III IIII II III I I I IIII TPI/AICA in BCSI,copies of which will be furnished upon request. blies indicate with joint center lines Q r 14, 9.Digitiindicatesize palate in MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1966(MiTek) R I U� V EXPIRES:12/31/2Y15 1111111 111111 - This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37- 0.0" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF ¢16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-11=(-360) 2388 11- 3=( 0) 263 7-16=( 0) 403 BC: 2.1 OF 416BTR SPACED 24.0" O.C. 2- 3=(-2796) 520 11-12=(-362) 2385 3-12=(-471) 145 16- 8=(-1559) 419 WEBS: 2x4 OF STAND 3- 4=(-2296) 505 12-13=(-256) 1965 12- 4=( -4) 400 8-17=( -285) 1791 LOADING 4- 5=(-1762) 476 13-14=( -B) 56 4-13=(-741) 239 TC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2301) 632 15-16=(-431) 2711 13- 5=( -98) 476 BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2329) 521 16-17=(-846) 4265 13-15=(-163) 1439 TOTAL LOAD = 42.0 PSF 7- B=(-3093) 586 17- 9=(-986) 5057 5-15=(-324) ll73 OVERHANGS: 18.8" 18.6" 8- 9=(-5700) 1112 14-15=( 0) 60 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 79 15- 6=(-330) 218 15- 7=(-828) 196 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY TBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0- 0.0" -282/ 1732V -214/ 214H 5.50" 2.77 DF ( 625) 37'- 0.0" -282/ 1732V 0/ OH 5.50" 2.77 DF 1 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "tic s acro . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = -0.226" @ 22'- 9.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.532" @ 22- 9.0" Allowed = 2.406" 18-06 18-06 MAX LL DEFL = 0.015" @ 38'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.017" @ 3B'- 6.8" Allowed = 0.208" 6-08-01 5-11-13 5-11-13 9-00-OS 5-10-09 5-08-OB 2-09 MAX HORIZ. LL DEFL = 0.138" @ 36- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.229" @ 36'- 6.5" 6.00 p M-6x8 Q 6.00 Design conforms to main wird`crce-resisting 5 6.0" system. and components and cladding criteria. M-5x8 W_r.d: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6„ M-1.5x3 (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-5x8 S load duration factor=1.6, ( ) Truss designed for wind loads r- the plane of the truss only. o + 0.25" I 7 o M-3x9 I 3 + O M-3x10 8 r., 0 J 15 16 1 M-3x8 M-1'.5x3 x2.25" M-5x8 M-119 0 M-3x9 5x3M-9x10 O�o o i 0 M-7x8 MSHS-5x12 M-5x6(5) M-3x6+ M-3x6+4 00 p -2 6-06-05 5-10-01 6-01-09 4-02-09 6-01-12 5-08-08 2-05-08 1-06-12 22-10 11-08-08 2-05-0806-12 1-06-12 37-00 1-06-12 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - F5 Scale: 0.1429 9PROF6 WARNINGS: GENERAL NOTES,unless otherwise noted. fr _` (�� r� 1 Builder and 9 rection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual Truss: F 5 and Warnings before construction commences building component.Applicability of design parameters and proper V G J ✓Yt 7 !� 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 92 P E r DES. BY' LA To c.and at 1o'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 drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167637 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition'of use. n. TRANS I D 416143 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 rl necessary. OREGON 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 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. III II I III I I I I III I II II I I III(III TPI/VJICA in BCS(,copies of which will be furnished upon request lines comrade v locenter linO ,Q 9.Digits indicate size es e fplate late in inches. A MiTek USA,Inc./CompuTrus Software 7 6.6(1 L)-Z 10.For basic connector p plate design values see ESR-1311,ESR-1988(MiTek) •Y/ER R I EXPIRES:12/31/2015 IIIIII III This design prepared from computer input by JP LUMBER SPECIFICAT-IONS TRUSS SPAN 15- 9.0" COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acir. . ?C: 2x4 OF 916BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting HG 2z4 DF k160TR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12110C. UON. LOADING Wind: 190 mph, h=22.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, =6.0,Exp.BMWFRS10,r), DL ON BOTTOM OTA CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pc) in the plane of the truss only. Gable end truss on continuous bearing wail UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuT-rus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOPcomplete specifications. AND BOTTOM CHORD 'LIVE LOADS ACT NON-CONCURRENTLY. 7-10-08 7-10-08 12 1 IM-4x4 12 10.00 3 Q 10.00 N'\ N N 0 a, 0 2 q m a'I - - - o 1 o I 1 5 0 M-3x4 M-3x4 1-00 15-09 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - G1 Scale: 0.3560 c�Q.E1 D PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: 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 J S� Truss: G1 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 ^ DES. BY: LA To c.and at 10'o.c.respectively unless braced throughout their lenggtthh by L t f is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC) DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167638 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition'of use. TRANS I D: 416143 6.Design assumes full bearing at all supports shown Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,desig handling, d subject and installation s set forth by . 7.Design assumes adequate drainage is provided. OREGON 6.This design is furnished subject to the limitations set forOi by 8.Plates shall be located on both faces of truss,and placed so their center �� .9 0� IIIIII VIII VIII VIII 111111111111111 IIII IIII TPUWTCA in SCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines. Q )114, 2 te in inches. Di{pis indicate size of pla (yQ` MiTek USA,Inc./CornpuTrus Software 7.6.6(1 Q-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2615 III I IIII This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 15- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 240OF LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-20) 478 6-3=(I)) 415 BC: 2x4 DF 616BTR SPACED 24.0" 0.C. 2-3=(-719) 131 6-4=(-20) 478 WEBS: 2x4 OF STAND 3-4=(-719) 131 . LOADING 4-5=( 0) 72 TC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)*DL( 7.0) ON TOP CF.ORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -129/ 376V -171/ 171H 5.50" 1.24 OF ( 625) 15'- 9.0" -129/ 775V 0/ OF, 5.50" 1.24 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY TBC 2012. 1COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acic . THE BOTTOM CHORD DEAD LOAD IS A MINI.M.UM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 7-10-OB 7-10-08 MAX LL DEFL = -0.002" @ 161- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.358" @ 11- 7.2" Allowed = 0.642" 1-2 12 MAX TC PANEL TL DEFL = 0.997" @ I1'- 7.4" Allowed = 0.963" 10.00 IIM-9x9 Q 10.00 9.0" MAX HORIZ. LL DEFL = 0.006" @ 15'- 3.5" 3 MAX HORIZ. TL DEFL = 0.009" @ 15- 3.5" Design conforms to main windforce-resisting system and ccmponects and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !cad duration factor=':.6, Truss designed for wind loads _c the plane of the truss only. 0 Z xxi H, rn 0 rn rn o - 6o o M-3x4 M-1.5x3 M-3x4 L L ,1- 7-10-08 7-10-08 1-00 15-09 1-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - G2 Scale: 0.3310 5��° PROFFs WARN NGS: GENERAL NOTES,unless otherwise noted: / 1. BuIlder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual ! /n /L O Truss• G 2 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. (V 3.Additional temporary bmang to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ^ O C 9� DES. BY: LA is the responsibility of the erector Additional permanent bracing of To c.and at 10'o c respectively unless braced throughout their length by `� f G continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. SEQ. : 6167639 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 416143 5.CompuTrus has no control over and assumes no milponsibdity,for the 6.Design assumes full bearing et all supporta shown.Shim or wedge i( necessary. tabrwation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ORE N 6.This design is famished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center N S IIII I I III I III VIII IIII VIII(IIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9 1 a T 9. indicate sae plate inches. MiTek USA,Inc/CompuTrus Software 7 6 6(1 L)-E 10 For For b bask p connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:112/31/2015 IIII IIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 37-00-00 TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TO: 2x4 OF 416BTR LOAD DURATION INCREASE = 1.15 INon-Rep) 1- 2=(-7028) 1562 1- 6=(-1096) 5092 6- 2=( -622) 2936 BC: 2x6 OF SS 2- 3-(-4730) 1124 6- 7=(-1088) 5098 2- 7=(-20601 542 WEBS: 2x4 DF STAND; LOADING 3- 4=(-9730) 1129 7- 8=1-10881 5058 1- 3=(-1366) 5742 2 x 4 OF 41eBTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7028) 1562 8- 5=(-1096) 5092 7- 4=(-2060) 542 TT-C UNIF LL( 50.0)TDL( 14.0)= 64.0 PLF 0'- 0.0" TO 15- 9.0" V 4- 8=( -622) 2936 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 437.5)-DL( 317.5)= 755.0 PLF 01- 0.0" TO 151- 9.0" V BC LATERAL SUPPORT_ <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1492/ 6450V -151/ 151H 5.50" 10.32 DF ( 625) Jain together 2 p:y with 3"x.131 DIA GUN 15'- 9.0" -1992/ 6450V 0/ OF, 5.50" 10.32 OF ( 625) rails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TT-OP 9" oc in 1 rowlsl throughout 2x4 tap chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CONDesi n checked for net(-5 sf) uplift at 24 "oc s acin . 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TT-L=L/180 MAX LL DEFL = -0.054" @ 7'- 10.5" Allowed = 0.742" 7-10-08 7-10-08 MAX TL CREEP DEFL = -0.129" @ 7'- 10.5" Allowed = 0.989" 9-04-02 3-06-06 3-06-06 4-04-02 MAX HORIZ. LL DEFL = 0.017" @ 15'- 3.5" MAX HORIZ. TL DEFL = 0.029" @ 15- 3.5" 12 M-5x6 12 Design conforms to main wirdforce-resisting 10.00 Q 10.00 system and components and cladding criteria. 50 . " 3 Wind: 190 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IA11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. M-3x6 M-3x6 2 9 0 A i M-5x10 M-5x10 6 a' 7 o M-3x8 M_7x8 M-3x8 0 I �1, I, 4-02-06 3-08-02 3-08-02 4-02-06 I I, 15-09 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - G3 Scale: 0.3247 5p P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an individual ! 1 N fn O Truss• IS 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (` .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at QZ. n ry p C f DES. BY LA a Me res ansibih of the erector. permanent bracing of 2'o c.and at 10'o.c.respectively unless braced throughout their length by 7L f G P N P g continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167640 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. ly. TRANS I D: 416143 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 rl fabrication,handling,shipment and installation of components. necessary. '9 A_OREGON 7.Design assumes adequate drainage isprovided. 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 �O _7 j• 4 VIII I III I I I I I III I I I I I II III TPI/WTCA in SCSI,copies of which w 11 be furnished upon request p lines coincide with point center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(NUTek) R I ILl EXPIRES:152/31/20'15 IIIII IIII This design prepared from computer input by = JP LUMBER SPECIFICATIONS TRUSS SPAN G'- 0.0" COND. 2: Design checked for net(-5 sf) uplift at 24 TC: 2x4 DF 4I&BTR LOAD DURATION INCREASE - i.15 BC: 2x4 DF t1,BTR SPACED 24.0" O.C. Design conforms to main windfdresisting system and components and cladding criteria. TO LATERAL SUPPORT <- 12 CC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wird: (Al mph, h=l) t,Enclosed Cat.2, Ex, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF IA11 Heightsn' Enclosed, Cat.2, Exp.B, MWFRSIDi.1, •• For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF load durztaor. factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable endtruss on continuous bearing wail UON. LIMITED STORAGE DOES NOT APPLY DUE Te O THE SPATIAL M-Ix2 or qual typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TCP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 5.00 Fl- 3 0 0 I I N 1 2 ul O — — O G M-3x4 1-03-05 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - H1 Scale: 0.6286 p P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder ande rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: H1 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 n ry p C DES. BY: LA To c and at 10'o.c.respectively unless braced throughout their length by �7G r C is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167641 steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use TRANS I D: 416143 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 necessa fabrication,handling,shipment and installation of components. 7 Design sumer adequate drainage is provided 9G A_ R N,� 6.This design is furnished subject to the limitations set forth by 6 Plates shall be located on both Faces of truss,and placed so the,center IIII III IIII III II I I i I III III III TPtWTCA in SCSI,copies of which will be furnished upon request lines coincide wjoint center lubes Q 14, T 9.Digiti indicate sue e of plate in orches. A I MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) n'1//' EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 Df I6BT.R LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-5=(-50) 67 3-5=(-192) 161 BC: 2x4 DF §16BTR SPACED 29.0" O.C. 2-3=(-106) 90 WEBS: 2x4 OF STAND 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <= 12110C. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT- <= 12110C. 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) CVERHANGS: 15.3" 0.0" 01- 0.0" -72/ 422V -30/ 94H 3.50" 0.68 DF ( 625) For hanger specs. See approved plans LL = 25 PSF Ground Snow (Pg) 61- 0.0" -30/ 252V 0/ OH 5.50" 0.40 DF ( 625) '• - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 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 = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX TC PANEL LL DEFL = 0.091" @ 2'- 11.5" Allowed = 0.368" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.116" @ 2'- 11.6" Allowed = 0.552" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 5.00 F1_ MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 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 in the plane of the truss only. 0 M I O 1 I O (`J (7 I N o _ _ 2 5 O - M-3x4 M-1.5x3 L ) 5-08-04 0-03-12 L 1-03-05 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - H2 Scale: 0.5951 FIR WARNINGS: GENERAL NOTES,unless otherwise noted: C (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 T ru s S: H2 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 9 DES. BY: LA s he responsibility of the erecto.Additional permanent bracing of 2'o c.and at 10'o c respectively unless braced throughout their length by t continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installabon of truss is the responsibility of the respective contractor. SEQ. : 6167642 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for'dry condition'of use TRANS I D: 416143 6 Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessary. Fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage ispuss,rovided. �lOREGON t 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces oftrand placed so their center `'� �•7 O'S 1� III I I III I I IIII III I 11111111111111 IIII TPI/WICA InSCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines. Digit"indicate size of plate in inches. 0`- 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 III IIII This design prepared from computer input by JP - LUMBER SPECIFICATIONS 10-00-00 MONO NIP-D SETBACK 6-00-00 FROM END WALL COND. 2--. Design checked for net(-5 sf) uplift at 24 "oc s aci . TC: 2x4 OF ¢15BTR LOAD DURATION INCREASE = 1.15 (Ncn-Rep) Design conforms to main wind.f orce-resisting BC: 2x6 OF SS system and components and cladding criteria. WEBS: 2x4 OF STAND LOADING - LL = 25 PS_ Ground Snow (Pg) Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)-DL( 14.0)= 64.0 PLF 01- 0.0" TO 7'- 6.0" V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12110C. UON. TO UNIF LL( 100.0)*DL( 28.0)= 128.0 PLF 7'- 6.0" TO 10'- 0.0" V load duration factor=l.6, BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0- 0.0" TT-0 10- 0.0" V Truss designed for wind loads ------___`"'------------------------ TO CONC LL( 312.5)+DL( 87.5)= 400.0 LBS @ 7'- 6.0" in the plane of the truss only. NOTE: 2x4 BRACING AT 24"OC UON. FOR Note:Truss design requires continuous ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span DON. _____________________________________ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 7.00" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-05-11 2-06-05 7-00-12 0-04-15 2-00-13 0-05-08 7-05-10 12 400# 4.00 17 M-4x6 3 4 M-3x4 5 6 u� o Fil Ll I I � m 0 of � N 2 _ _ O / - m I 0 7 8 9 M-3x6 M-3x6 M-1.5x3 L L f 7-00-12 2-11-04 1-07-02 10-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HH1 Scale: 0.4774 ��E� P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: _ 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 CZ) Truss: ! ( C/n Truss• H H 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 I�I 0.Additional temporary bmang to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� ^^ C 9 DES. BY: LA is the res 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `•J•[ C • responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167643 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 416143 6 Design assumes full bearing at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. /.. fabrication,handling,shipment and installaton of components. OREGON `V 7 Design assumes adequate drainage is rovided. b fi.This design is furnished sublect to the limitations at forth by 8 Plates shall he located on both laces o�tmss,and placed so their center IIII I I I I III VIII IIII VIII VIII I II IIII TPI/VYICA in SCSI,copies of which will be furnished upon request lines coincide with pint center Imes 9.Digiti indicate sue of plate ininches. A C' MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values we ESR-1]11,ESR-1988(MITek) EXPIRES:12/31/2015 III III III This design prepared from computer input by JP "LUMBER SPECIE?CATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-39) 38 TC LATERAL SUPPORT <= 12 OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.?N. (SPECIES) OVERHANGS: 15.3" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -76/ 324V 0/ 37H 3.50" 0.52 OF 1625) 1'- 6.1" -82/ 84V 0/ OH 1.50" 0.13 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TT-0 THE SPATIAL COND. 2: Desi n checked for net(-5 sf) uplift at 29 "oc saci r. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOT-TOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT. NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX TC PANEL LL DEFL = 0.002" @ 0'- 9.6" Allowed = 0.060" MAX TC PANEL TL DEFL = -0.003" @ 0'- 10.2" Allowed = 0.090" MAX BC PANEL LL DEFL = 0.008 @ 2'- 7.4" Allowed = 0.245" 1-06-13 MAX BC PANEL TL DEFL = -0.030" @ 3'- 2.9" Allowed = 0.326" MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.1" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 6.1" 5.00 p Design conforms to main windforce-resisting 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 wird loads in the plane of the truss only. 3 2 ti 74 o M-3x4 1-03-05 1PROVIDE FULL BEARIN G,Jts:2,3,4 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ1 Scale: 0.6582 ED PRO WARNINGS: GENERAL NOTES,unless otherwise noted: r 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: H J 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. !!!✓ .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E r DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asp plywood ood sheath braced unless throughoutCndror dein length) DATE• 1/23/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging r lateral bracing required where shown++ ( ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Ore responsibility of the respective contractor. SEQ. : 6167644 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 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 ORE GON necessa labria+hon,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. �` � 1� 6.This design is furnished subject to the limitations set forth by B Plates shall be located on both faces of truss,and placed so their center III I I III I I I III I I I I I III III TPIMrICA inSCSI,copies of which will be furnished upon request. Tina coincide villi joint center lino. 9. indicate size of plate in inches. M MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10Forb.Farbaic connector plate design value we ESR-1311,ESR-1966(NLTek) F�ff I1 EXPIRES:12/31/20'15 IIIIIII II IIII This design prepared from computer input by U JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0-0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 ' TC: 2x4 OF ¢15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BG 2x4 OF 4iiBTR SPACED 24.0" O.C. 2-3=(-48) 41 TC LATERAL SUPPORT <- 12"OC. UCN. LOADING BC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. . (SPECIES) OVERHANGS: 15.3" 0.0" TOTAL LOAD = 42.0 PST 0'- 0.0" -53/ 352V -3/ 56E. 3.50" 0.56 OF 1625) 3'- 1.3" -92/ 102V 0/ OF, 1.50" 0.16 OF ( 625) LL = 23 PST Grccnd Snow (Pc) 6i- 0.0" 0/ 55V 0/ OH 5.50" 0.09 OF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Desicr.. checked for net(-5 sf) uplift at 29 "oc sacir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX LL DEFL = 0.000" @ 01- 0.0" Allowed = 0.118" MAX BC PANEL LL DEFL = 0.008" @ 2'- 7.4" Allowed = 0.245" 3-02-01 MAX BC PANEL TL DEFL = -0.025" @ 3'- 0.4" Allowed = 0.326" MAX BC PANEL TL DEFL = -0.046" @ 3'- 2.9" Allowed = 0.326" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.3" 5.00 L7 MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.3" Design conforms to main, windfcrce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - 3 (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Jr. the plane of the truss only. i r 0 I I N 2 I O Y- N m O - - 1 4 O M-3x9 7 1-03-05 1PROViDE FULL BEARING;Jts:2,3,4 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ2 Scale: 0.6332 rcp P R OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: CC N 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 constructron commences. building component.Applicability of design parameters and proper Truss: HJ2 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (V �y ,9 3 Additional temporary bracing to Insure staMldy during construction 2.Design assumes the top and bottom chords to be laterally braced at 9L PE f- nless braced hout ir length DE$. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathings ch asvplywood sheath ng(TC)and/or derywal(BBC).y DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167645 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416143 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 fabrication,handling,shipment and installation of components. 7.Design necessary.umes adequate drainage is providedOREGON 1� ��(/ 6 This design is furnished subject to the limitations set forth by 8 Platas shall be located on both faces of truss,and placed so their center IIII IIII IIIIIII III I II II IIII III IIII TPI/VJrCA in BCSI,copies of which nil be furnished upon request lines coin with joint center fines. Q 1 a w idT 9.Digits indicate size of plate in aches A I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) '✓/�R f1'L\- EXPIRES:12/31/2015 111 VIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 TC: 2x4 OF }1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-4=(0) 0 BC: 2x4 OF NL&BTR SPACED 24.0" O.C. 2-3=(-68) 34 TC LATERAL SUPPORT <= 12110C. CON. LOADING BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)TDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.3" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -57/ 396V -5/ 74H 3.50" 0.63 DF ( 625) 4'- 8.5 -73/ 137V 0/ OH 1.50" 0.22 OF ( 625) LL = 25 PSF Grcund Snow (Pg) 6'- 0.0" 0/ 65V 0/ OR 5.50" 0.10 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Desicr. checked for net(-5 sf) uplift at 24 "oc s acro. . REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-04 MAX TL CREEP DEFL = 0.000" @ o'- 0.0" Allowed = 0.051" MAX TC PANEL LL DEFL = 0.026" @ 2'- 6.0" Allowed = 0.289" MAX BC PANEL TL DEFL = -0.055" @ 3'- 0.4" Allowed = 0.326" 12 5.00 MAX HORIZ. LL DEFL = -0.000" @ 4'- 8.5" MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.5" Design conforms to main windforce-resisting 3 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 factcr=1.6, Truss designed for wind loads in the plane of the truss only. i O o I NN 2 I O 1 4 M-3x4 1-03-05 IPROVIDE FULL BEAAING;JCs:2,3,4 6-00 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ3 Scale: 0.6082 �p.E0 PRO WARNINGS: GENERAL NOTES,unless otherwise noted: 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: HJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �� I�J I'M•' �A- 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 lop and bottom chords to be laterally braced at �� 9 DES. BY: LA 2'..p.and at 10'o.c.respectively unless braced throughout their lenby t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)andfor drywall(pg C). DATE: 1/23/2015 me overall structure is the responsibility of the building designer. 3.2x Impact br dging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4 Installation of truss is Me responsibility of the respective contractor. SEQ. : 6167646 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for*dry condition'of use. TRANS I D: 416143 6.Design assumes full hearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. Design assumes adequate drainage is PProvided. OREGON 7 necessary 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces oltruss,and placed so their center VIII I III I III IIII III I II II VIII II I IIII TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with pint center fines 9.Digits indicate size ofplate inches. d MiTek USA,Inc./CompuTrus Software 7.6 6(1 L)-E 10.For basic connector plateplate design values we ESR-1311,ESR-1968(MITek) EXPIRES:12/31/20'15 III IIII This design prepared from computer input by ip LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 IC: 2x4 OF .411BTR LOAD DURATION INCREASE - i 1-2=( 0) 55 2-4=(D) 0 BC: 2x4 OF 4168TR SPACED 24.0" O.C. 2-3=(-90) 43 TC LATERAL SUPPORT <= 12"CC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UCN. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX F:ORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCAT-IONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.3" 0.0" TOTAL LOAD = 42.0 PSF 0- 0.0" -63/ 440V -7/ 93H 3.50" 0.70 OF 1 625) 5'- 9.8" 0/ 80V 0/ OR 4.44" 0.13 OF 1 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.4" -74/ 176V 0/ OH 1.50" 0.28 OF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s zcir.g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ -1'- 3.3" Allowed = 0.128" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.008" @ -1'- 3.3" Allowed = 0.170" MAX TO PANEL LL DEFL = 0.097" @ 3'- 6.3" Allowed = 0.404" MAX TO PANEL TL DEFL = -0.150" @ 3'- 6.4" Allowed = 0.606" 12 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.7" 5.00 p MAX HORIZ. TL DEFL = -0.000" @ 61- 3.7" 3 Design conforms to main windforce-resisting 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 ducat-on factor=1.6, Truss designed for wird loads Jr. the plane of the truss only. i 1 N M 2 m O - - 1 O M-3x4 1-03-05 IPROVIDE FULL BEARTNGtits:2,4,3 6-00 0-04-07 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HJ4 Scale: 0.3980 S��Prp 1 PRO WARNINGS: GENERAL NOTES,unless otherwise noted: f�' 1.Builder and derectmn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��",j��/n OA9 Truss: H J 4 and Warnings before construction commences. building component Applicability of design parameters and proper V J 2.2x4 compression web brawn must be installed where shown+. incorporation of component is the responsibility of the building designer (V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA is the res onsibili of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectrvely unless braced throughout their length by P N P g continuous sheathing such as plywood sheathing(TC)andfor drywal(BC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167647 fasteners are complete and at no bme should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use TRANS I D: 416143 5.CompuTnm has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if Q a fabrication,handling,shipment and installation of components 7 Design necesssumes adequate drainage is provided. �` ,�OREGON��{Al l 6 This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIII IIII III( II I II I IIII III IIII TPIfWfCA in SCSI,copies of which will be furnished upon requesthies coincide wjoint center lines O a 9.Digiti indicate size ofplate in inches. A- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) R10- EXPIRES: I0-EXPIRES:12/31/2015 11111111111111 IIDIIIIIII This design prepared from computer input by Jp "LUMBER SPECIFICATIONS TRUSS SPAR 2'- 5.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cc=1.00 IC: 2x4 DF 41511TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 OF 4I6BTR SPACED 24.0" O.C. 2-3=(-47) 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT- <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -115/ 451V 0/ 41H 5.50" 0.72 DF ( 625) 1'- 9.2" -79/ 40V 0/ OR 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow IPg) 2- 5.8" -25/ 56V 0/ OH 1.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 29 7oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, T.L=L/180 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.1" Allowed = 0.159" 4.0017AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX TC PANEL LL DEFL = 0.003" @ 1'- 1.3" Allowed = 0.110" MAX TC PANEL TL DEFL = 0.003" @ 1'- 6.2" Allowed = 0.165" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.0" Design confcrms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads c� in the plane of the truss only. 0 l 0 0 2 4 t M-3x4 1-07-02 2-00 0-05-12 PROVIDE FULL BEARING;its:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HSJ1 Scale: 0.7767 `nEO PROF WARNINOS: GENERAL NOTES,unless otherwise noted: / 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 r !l Truss: H S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� I 2 2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the budding designer. (V I✓ .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA 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 drywalt(SC). DATE: 1/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6167648 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for`dry condition"of use. TRANS I D: 416143 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo s shown.Shim or wedge if necessary. OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �L � 't, III 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces oft and placed so their center /Q 9)1 1 4, `O I I III 1111111111111111111111111 III IIII TPIWICA in BCSI,copies of which volt be furnished upon request. lines coincide with joint center lines. AA 9.Digin indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6 6(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III III II This design prepared from computer input by Jp LUMBER SPECIFICATICNS TRUSS SPAN 4'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 4-&BTR LOAD DURATION INCREASE -I.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF hI SBTR SPACED 24.0" O.C. 2-3=(-64) 28 T_C LATERAL SUPPORT <= 12"CC. UON. LOADING BC LATERAL SUPPORT <= 12"CC. UON. -LL( 25.0)>DL( 7.0) ON TCP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.1" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -111/ 465V 0/ 64F. 5.50" 0.74 DF 1 625) 9.2 -32/ 99V 0/ OH 5.50 0.16 DF 1 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.8" -56/ 120V 0/ OH 1.50" 0.19 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s acir. . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -11- 7.1" Allowed = 0.159" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.1" Allowed = 0.212" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.043" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.057" 4.OO f7 MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.0" Design conforms tc main wind_`orce-resisting system and components and cladding criteria. 3 Wird: 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 it the plane of the truss only. i i N c O 2 4 O M-3x4 1-07-02 2-00 2-11-12 PROVIDE FULL BEARING;Jts:2,4,3 JOB NAME : 17082- SAGEBUILT- PLAN 3000 4-CAR - HSJ2 Scale: 0.6697 �kpE� PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: 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: H S J2 and Warnings before constructron commences. building component.Applicability of design parameters and proper m 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer yL 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ^^ C 9� DES. BY: LA is the responsibilityof the erector.Addibonal permanent bracing of 2'o c.and at 10'o c respectively unless braced throughout thea length by `�[ L continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/23/2015 the overall sWcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : 6167649 fasteners are complete and at no bme should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 416 14 3 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 necessary OREGON hbncation,handling,shipment and installation of components. �L A_ 7 Design assumes adequate drainage is provided. -'7 Q II II I III I I I III I II I I I I II II II fi This design is famished subject to the limitations It forts es by 8 Platshall located on both faces oft ass and placed so heir center TPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9 Digits indicate size of plate in inches. l�.0 MITek USA,Inc/CompuTrus Software 7 6 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R I L� V EXPIRES:12/31/2015