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Plans (99) J O U m m N N c 0 En m � �m �a Ao o-Ir N ab b� 0 0 az z x -ozo0 CO co o O z O 564? 2 o °, no z 37-6' 16'x" imi z p1/� vr 111 2 2 K # oc z, JI JI .1 el N A A A Ei AJ2 CD t z z —n AJ3 � N -1-" 1 a o 0 00 , � ' .—I'' J; thigi 424--- a :-. N A ,I w AJ3 �_' I J� ti _ psi � , .. gis. _ o a� ! - a m a° J1 ��_.. ,� i I J. O Z 20F,E Tp I .. AV / NENNEI "f E 444 0200 4 BJ4 ..._ s ' � "' � �I' � � �' g ggtayT A �� Zoo[ c7, J' 1 a C C W xZHcwrilg § pBJ�3 — N o. €�6c53 .:, BJ2 ■- Jt ^0 i I Jo BJ1 NW . , i : 1 , : i ! . , z. . SO 31 oil_ �a-o' 3rd' Ss'-0' I �s'-s'rlv N erg n N ® CONFORMS TO DESIGN CONCEPT o l CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH b, ® CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN .1. REVISIONS NOTED L. NON-CONFORMING-REVISE AND RESUBMIT ❑ NON-CONFORMING-REVISE&RESUBMIT o THIS SHDP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE t^t 3 THIS SHOT DRAWING i<:AS REF..N FP/MED FOR GENERAL CONFORMANCE WITH DESIGN CONCEP ONLY AND DOES NOT MEWL THE WITH THE DESIGNCDtdCEpT ONLY AND DOES N07 RELIEVE THE FABFilCATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE a DRAWINGS,s SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 1* CIO N By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 -4 u 1 MILBRANDT ARCHITECTS CT ENGINEERING INC m aN„ NoME. > < o>zmm05 m - o oy a ov v- 0 9 2z z 0 ox x z z — -0 z a 0 O a z -< 11 x 0 56'-0' m z 12s-Ce10'-0' o 3T-6” I 16'x' x z -1 _ -grn v co � ` 1 co K g E SEE w 51 m, a !,i :::1A J2 �n A AJ rig1. w co BJ30 0 n 1 1 m Z Z z t1 � 1 W N I i g co' + e A e e / ,✓ ki_ J2 Min' ' i LI' , ct A�8 _° �� AJ3 yl �n�' A A o c �zc N ZZm�L) (1 _d Uno- mRAi oti-cmzi-1i-40� 4 .st' .SY'1L��w� , : N' Ler9 ,o+ zmozoo coo 'T < d oA1£mZ25�5 AJ3 `� �� rl o 54 10 Weak N C)m. i0m.° —X°m0 2 /k , Eit o— g mel A 0. A mo o — ���6A J1 _ iiiiii\ J o , <b+eaI o 3CD1 h -1 161-6' 3W-6'PCII -I N E. C II 561-0" N in in CONFORMS TO DESIGN CONCEPT QX CONFORMS TO DESIGN CONCEPT Ell TO DESIGN CONCEPT WITH o n ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED (� NON CONFORMING-REVISE AND RESUBMIT D NON-CONFORMING-REVISE&RESUBMIT C) THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 WITH DESIGN CONCEPT ONLY AND [)UES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE (1 Eill FABRICATORNENDOROF RESPONSIBILTDIFORCONFORMANCEWTTHDESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 3C 2 PRIORITY OVERTHusHOPDRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 1211 By Alexia Fukui Date 9/22/14 M I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 z Ma CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). • Cj4 vi Mil ,. . Iti 71 of y � aSt, 10/4//7 ` . EXPIRESi130Ii, IFNI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=1-203) 115 BC: 2x6 KDDF #1&BTR 2- 3=(-2651) 479 9.10=(-320) 1760 3.10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1927) 484 10-11=(-254) 1358 10- 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1375) 420 11.12=(-254) 1527 10- 5=(-101) 163 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'. 0.0' V 5- 6=(-1833) 519 12-13=(-237) 1408 5-11=(-104) 323 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO B'- 0.0" V 6- 7=(-2088) 468 13- 8=(-229) 1370 11- 6=(-316) 210 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 9'- 0.0" V 7- 8=(-2035) 375 16.12=) -95)2275 275 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 9'- 0.0" TO 17'- 0,0' V NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONE LL( 466.7)+DL( 130,7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 9'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1736V -165/ 174H 5.50" 2.78 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -256/ 1613V 0/ OH 5.50' 2.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C (orno prefix) = orspuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 M,M2GHS,MIBHS,M16 MiTek MT series MAX TL LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 1-00-10 7-11-11 MAX LL DEFL = -0.036" @ 9'- 0.0" Allowed = 0.804" T - MAX TL CREEP DEFL = -0.069" @ 9'- 0.0" Allowed = 1.072" 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 MAX HORIZ. LL DEFL = 0.021" @ 16'- 6.5" 597130# MAX HORIZ. TL DEFL = 0.035" @ 16'- 6.5" 597.30# NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 0=14 M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, v12 3x4 (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 10.50 .4111100p 10,50 load duration factor=l.6, Truss designed for wind loads o�M in the plane of the truss only, M-3x4 M 3x4 v M-3x6 _� _i� v =[� ■-i r v r/�." t�� 10 11 1 �le�'Mi 110 =M-6x6 M-3x8 M-3x4 13 **B o M 7x8 =M-6x6 M-3x5 O -==32.75 2X WEDGE 75 0 . 2 12 W/(2) M-3X4 TYP. 12 k y )' )' )- )- J' 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 J, )- ), 1 )- 1, 1-00 2-05-08 9-09-08 2-00 2-09 J, y y 1-00 17-00 v,t0 PRpfiee, JOB NAME : 2610-D MODIFIED PITCH NH - Al Scale: 0.2530 � 74 WARNINGS: GENERAL NOTES,unless otherwise noted: {kr "17 k ! i P G 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 and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: Al Incorporation of component is the responsibility of the building designer. 2.2x4 compression web must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by !. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaillC). (r- DAT�E" 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r OREGON� �f. TRANS I D: 407743 SE bit. : 6054191 4.No load should be applied to any component until ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor. „ 1} ^V fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, Dv design loads be applied to any component. and are for"dry condition"of use. I ,<� 1 4 A 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 4,1 tt Cl fabrication,handling,shipment and installation of components. Dnecessary. 14 R{b P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111121 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn inches.9.Digits ndsize of plateeto Inness. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPI RES:12/31/2015 I 11111111111 IIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6.12=(-73) 82 BC: 2x4 KDDF Hi&BTR SPACED 24.0" O.C. 2- 3=(-1131) 300 8- 9.(-217) 797 3- 9=(-415) 293 WEBS: 2x4 KDDF STAND; 3- 4=( -662) 204 9.10 =( -87) 575 9- 4=( -146) 432 2x4 DF STAND A LOADING 4- 5=( -605) 252 11-12=( 0) 0 9- 5=(-289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5-10=( -53) 144 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)** For hanger specs. - See approvedplans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -145/ 833V -183/ 191H 5.50" 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0" -95/ 716V 0/ OH 5.50" 1.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 8-06 8-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 2-09 5-09 3-05-08 2-03-08 2-09 MAX LL DEFL = -0.016" @ 8'- 6.0" Allowed = 0.804" f T 4' T T T MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 IIM-4x4 12 MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" 10.50 \10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5" 4 NOTE:Design assumes moisture content does BA not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4: -3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 • AAI41 M-3x N 1: , 0 1 M-5x6 M-3x8 O MACS 12 **7 0 M-3x4 M-3x4 .-2 75 $2X WEDGE 14 W/(2) M-3X4 TYP. ), ), ), J, 1, ), 2-05-08 6-00-08 3-08-07 0-00-02-00 2-09 , ,k ,k ), ), 1-00 2-05-08 9-09-08 4-09 > y y 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - A2 Scale: 0.2574 �' N- , °(� nR°pevs,� WARNINGS: GENERAL NOTES,unless otherwise noted: 4d ' 7,17P//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 4t' T.92'AIp E. t'~ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,„/'` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a ,y/ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...- r " DATE: 9/9/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ iM1it 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. 'S7 OREGON ,„ SEQ. : 6054192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f � 4 A � TRANS I D: 407743 design loads be applied to any component, and are for"dry condition"of use. ' 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R fabrication,handling,shipment and installation of components. Designnesassessary. A 'R R`i ' P- 6.This design is furnished subject to the Imitations set forth by8. laesassumes adequateatedon both drainage is provided.a '�?' 4. IIIIII VIII ILII IIII VIII VIII VIII IIII IIII 8.Plates shall be located faces o/truss,end placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.10.FFor basicits onntorcate slze of plalate In inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1116. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.5=(-87) 173 5-3=( 0) 107 BC: 2x4 KDDF N1&BTR SPACED 24.0' D.C. 2.3=( 281) 34 5.6=(-85) 157 3.6=(-169) 91 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10,9" -147/ 79V 0/ OH 1,50" 0.13 KDDF ( 625) Connector plate prefix designators: 8'- 0.0" 0/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 1 MAX TL CREEP DEFL = -0.005' @ 2'- 5.5" Allowed = 0.226' 1-05-06 2-06-05MAX LL DEFL = 0.000' @ 0'- 0,0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.005" @ 1'- 3.0' Allowed = 0.189' MAX BC PANEL TL DEFL = -0.036" @ 5'- 0.1" Allowed = 0,291' MAX HORIZ, LL DEFL = 0,002" @ 7'- 6.7" MAX HORIZ. TL DEFL = 0.002' @ 7'- 6.7" ti) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4Design conforms to main windforce-resisting t2 0 . system and components and cladding criteria. 10.50 V o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c; (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 pp w PAIMIIMIMMMIIMIIMIMIIMIIIlll --/ '7 -'6 �� 5 o �� M-1.5x3 o� 111.-- 1M-5x6 $2X WEDGE W/(2) M-3X4 TYP, - 2.75 12 y y y y 2-05-08 5-01-03 0-05-05 1, ; y y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2.4.6! � “) P R OPS JOB NAME : 2610-0 MODIFIED PITCH NH - AJ2 Scale: 0.4786 CI ti '© WARNINGS: GENERAL NOTES,unless otherwise noted: Q' Tr.92 e.P E 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: AJ2 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +,fir!r DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). Lt- DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �((� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - SEQ. : 6054193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1 d AS design loads be applied to any component. and are for"dry condition"of use. c„✓�4 :7 4 o� c.C' 6.Design assumes full bearing at all supports shown.Shim or wedge if e TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. M FIR 1 -. fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111101111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. Digit cdicawith joint in Ines. 9.Digits indicate size of tplate eto Anes. 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 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0" IC: 2x4 KDDF #1&BTR IBC v) MAX MEMBER 163)FORCES 45.3=) 0) 26 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR 2.3=( 0) 75 5-6=(-157) 242 3.6=( 1) 126 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=; 379 62 5-6=(-157) 242 3.6=(•261) 169 LOADING 3.4= TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 434V -72/ 194H 5.50' 0.69 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 10.9' -127/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-05-06 4-06-05 MAX LL DEFL = 0.003" @ 2'• 7.8" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0,0' Allowed = 0.078' MAX IL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" MAX BC PANEL TL DEFL = -0.034" @ 5'- 0,1" Allowed = 0.291" bl MAX HORIZ. TL DEFL = 0.003° @ 7'- 6.7" 12 10.50/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cu M-3x4 Wind: 140 mph, h=21.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Lo ii Truss designed for wind loads Ii11111111\- in the plane of the truss only. M-3x4 ,/- ee r 5 ►�6 o/- ►.- M-1.5x3 o M-5x6 $2X WEDGE - 2.75 W/(2) M-3X4 TYP. 12 ,k y ), )' 2-05-08 5-01-03 0-05-05 y ), y y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING;Jts:2,4,61 JOB NAME : 2610-D MODIFIED PITCH NH - AJ3 .�,> to PRQ Scale: 0.3926 N `�/ WARNINGS: GENERAL NOTES,unless otherwise noted: <2, )7.-/?1-/P r� p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual v 9G 1`!"E 1"" Truss: AJ3 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: LJ 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 continuous sheathing such as plywooding(TC)and/or drywall BC. CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ ) SSE /1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -,�r� OREGON� �t. E Q. : 6054194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Tj, `W design loads be applied to anycomponent. and are for"dry condition"of use. //��.. �i TRANS I D: 407743 5.Do puTras has noc control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifL/ 7 ' 1 fabrication,handling,shipment and Installation of components. necessary. IOs 8.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. M 'R F }S k,,. 1111 VIII III IIIIIIIIIIIIII VIII III by 6 Plates shall be located on both faces of truss,and placed so their center 1 4 TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. orits basic connectoicate size r plf ate design vlate in alues see ESR-1311,ESR-1988 (Mitek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 75 2-6 (-163) 262 126 BC: 2x4 KDDF Ai&BTR SPACED 24,0" D.C. 2.3=(-374) 4B 6-7 (•157) 242 61) 169 3.4=( -79) 62 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32,:t;1070111;1; 0 PSF BC LATERAL SUPPORT <= 12"OC, UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 26/ 434V 73/ 1978 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: 5'• 10,9" 1121 226V 01 OH 1,50" 0.29 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 2/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, �COND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-61106.05 MAX TL CREEP DEFL = -0,003" @ •1'- 0,0" Allowed = 0.133" T MAX LL DEFL = 0.003' @ 2'• 7.8" Allowed = 0.270" O6� .' MAX LL DEFL = 0,000" @ 0'- 0,0" Allowed = 0,078" MAX TL CREEP DEFL = 0,000" @ 0'- 0,0" Allowed = 0,105" 5 MAX BC PANEL TL DEFL = -0,034" @ 5'- 0,1" Allowed = 0,291" MAX HORIZ, LL DEFL = -0,003" @ 7'- 6,7' MAX HORIZ, TL DEFL = 0,003" @ 7'- 6,7" NOTE:Design assumes moisture content does not exceed 19's at time of manufacture, 12 Design conforms to main windforce•resisting 10.50 V system and components and cladding criteria, o Wind: 140 mph, h=22,7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads co in the plane of the truss only, M-4x6 M-3x4A0,0 - ISOMMIIIMMEMIIMIMP. o 1y� 6M-5x6 M-1"5x3 $2X WEDGE W/(2) M-3X4 TYP. a 2.75 12 * * yy 2-05-08 5-01-03 0-05-05 J, * * > 1-00 2-05-08 8-00 5-06-08 1PROVIDE FULL BEARING'S 2..4.71 JOB NAME : 2610-D MODIFIED PITCH NH - AJ4 Scale: 0,3274 5����0 PR�pcfi�s40, fp WARNINGS: GENERAL NOTES,unless otherwise noted: Q. a �rs r' t� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: AJ4 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 respansihlty 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 " ' Po 2'o.c.and al 10'o.c,respectively unless braced throughout their len�h byre,- DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+.1- 4. OREGON �((� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054195 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, dj� �,. 14 �(}, �..4,,. design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407743 5.CompuTrn,has lin, pl over and assumes no responsibilitypnntfor the necessa R R{ ' fabrication,handling,shipment and Installation of components. 7-Design a assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111101131111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.Digits lines iidiccate sizencide with lofnt plate Inrinches. MiTek USA,InC./COf11pUTrus Software 7.6.6(1L 1-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311201.5 11111141 IIAI VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2.10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTA T2 2- 3=(-3054) 540 10.11=(-312) 2154 3.11=( -262) 220 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2774) 600 11-12=(-364) 2522 11- 4=( -300) 1532 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2032) 496 12.13=(-604) 3432 11- 5=(-1356) 378 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2916) 710 13- 8=(-606) 3444 5.12=( -284) 1146 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-3922) 876 6.12=) -272) 1382 BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 100.0)+DL( 8B.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-4840) 994 12- 7=( -776) 268 8- 9=( 0) 74 7.13=( -190) 1168 ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0' NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+OL= 1562.0 LBS @ 17'- 0.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" •446/ 2387V -228/ 228H 5.50' 3.82 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -841/ 3984V 0/ OH 5.50" 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc �� Join together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 = Mitek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" **HANGER BY OTHERS TO APPLY9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0,0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. W 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034" @ 16'- 4.9° Allowed = 1.254" ��/� 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109" @ 16'- 4.9" Allowed = 1.672" MAX LL DEFL = -0.001" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 27'- 0.0" Allowed = 0,133" 9-11-11 6-00-10 9-11-11 T MAX HORIZ. LL DEFL = -0.011' @ 25'- 6.5" 5-01-07 4-10-04 3-00-05 3-00-05 4-10-04 5-01-07 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" 12 960# NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 M-4x6 M-3x4 M-4x6 V 5 10.50 Design conforms to main windforce-resisting 4p a system and components and cladding criteria. Wind: 140 mph, h=23.6ft, 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. M-3x4 M-3x4 4'r AI v mr o r� Si ® v ° T 10 11 12 13 - o M-3x4 M-1.5x3 0.25" M-6x8 M-1.5x3 M-3x5 8 y y M-7 (s) , j1562# P y 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 ) y ) ) 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B1 � + c� �Ro,�FstiP Scale: 0.2159 , /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ie 4r 7., 11 p 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 4t" T 921 40 P E,. 1' Truss: B 1 and Warnings before construction 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. A000,,,/r 140 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at lo'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 P tY g 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6054197 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, ALJ "L�\��'<(t design loads be applied to any component. and are for"dry condition"of use. / 9 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 14f(} fabrication,handling,shipment and Installation of components. necessary. /}� P R y b\'' 7.Designlaesassumes adequated drainage is provided. _r� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center I IIIIII IIII VIII IIII VIII VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Digits Indicate size of plate In inches. 10. v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EAP)R ES.12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2- 3=(-1313) 436 12.13=(-129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3. 4=(-1095) 450 13.10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=( 0) 0 6-13=(-179) 128 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8-13=(-151) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7- 6=( B- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0,0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0" -267/ 1206V 0/ OH 5,50" 1.93 KDOF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 11 11 11 T 00 1 T • 11 11 11 T T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4 09 02 1 1,00 5 j,2-01-11 4-09-02 5 00 14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-01-111 1.00-0MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" T '' ''5 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1,254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" T 10-00 T T f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133' 12 7 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5' 10.50 M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" M-4x6 NOTE:Design assumes moisture content does s M-3x4 not exceed 19% at time of manufacture. .4or .4,.. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 1.5x3 M-1.5x3 Trinuss thedplaneed offor thewind trussoads only. Ifill . v Tr r12 13 1 O o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O 1, /, ,1 y 9-08-04 6-07-08 9-08-04 y y 12-00 y 14-00 1, /, .1 )- 1-00 26-00 1-00 JOB NAME : 2610-0 MODIFIED PITCH NH - B26 ale: 0.2015 s:P ONF0 s`0 WARNINGS: GENERAL NOTES,unless otherwise nated: l.Ir F a ®F7 E. 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B2 Incorporation of component is the responsibility of the building designer. 2.204 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �/ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by r�r1r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer, 3.20 Impact bridging or lateral bracing required where shown+0 OREGON 1), �!, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1k 4,F SEQ. : 6054198 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 1 design loads be applied to any component. and are for"dry condition"of use. l�T TRANS I D: 407743 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 /� 4 Qf fabrication,handling,shipment and Installation of components. Design assumes. �T-7)b ... P P 7.Design adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIII III I VIII VIII VIII III IIIITPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointae center chs. Di 9.Digits Inncciidt size off platein inches. nnesc n MITekUSA,IDC./COmpuTfuSSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15IBC) 2012 MAX MEMBER -128) 7WR/38= - 100 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 1- 3=( 0) 75 2- 9=(•-71) 110771 3- 8=(-410)3 357 WEBS: 2x4 KDDF STAND 2- 3=(-1368) 306 8- 9=( -71) 717 8- 4=(-237) 737 3. 4=(-1256) 463 9. 6=(-128) 961 4- 9=(-237) 737 LOADING 4- 5=(-1257) 463 9- 5= TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 ( 410) 357 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0° Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P ) p BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -212/ 1206V -303/ 303H 5.50" 1.93 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -212/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100° 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T '1 MAX LL DEFL = -0.042" @ 8'- 9.2" Allowed = 1.254" 12 12 MAX TL CREEP DEFL = -0.078" @ 8'- 9.2" Allowed = 1.672" MAX LL DEFL = -0,002" @ 27'- 0,0" Allowed = 0.100" 10.50 M 4x6 4 ,.0 n N10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 4,.0" MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5" § MAX HORIZ. TL DEFL = 0.030" @ 25'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3, load duration factor=l.8, M-1/111 , .5x3 Truss designed for wind loads in the plane of the truss only. v v 7 ri . M11 allilliki, p T 8 9 x� o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y y y y 8-09-04 8-05-08 8-09-04 10-00 16-00 y ), y y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B3 Scale: 0.2034 'C; (T� l //a+NA%,,. WARNINGS: GENERAL NOTES,unless otherwise noted: 444t! 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 .92,0 CnE {'" Truss: 63 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. .+` /J' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;M/ " DATE 9/9/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requairedired where shown++ -II ( ..' 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. -�7, OREGON� p SEQ. : 6054199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7! 1k ,tJ design loads be applied to any component and are for"dry condition"of use. n TRANS I D: 407743 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 �6 7 4 4• fabrication,handling,shipmentp necessary. /4. V and installation of components. 7.Design assumes adequate drainage is provided. -'f, 'P R}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 rl I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request 9, lines coincide with joint center Noes. MiTek USA,InC./COffIpUTrus Software 7.6.6(1L)-Elate In inches. 1ts c connector plcate size of ate 10.For basic design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 TO: 2x4 KDDF 18BTR SPACED 24.0" O.C. 2- 3=(-1313) 436 12.13=(-129) 824 12- 4=(•151) 445 BC: 2x4 KDDF 1ANDR 3- 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 6-13=(-179) 128 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25. +DL 0) ( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8.13=(-151) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( •740) 396 13- 9=(-245) 215 - TOTAL LOAD = 42.0 PSF 8. 9= (- 1095) 450 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 10-11=( 0) 75 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REOUIREO BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO"IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 26'- 0.0' -267/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 f 2-00-10 11 11 11 ,r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ •1'- 0.0" Allowed = 0.100" f 5-00-14 f 4-09-02 1390-95 2-01 11'' 4-09-02 5 00 14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-01-11 1-00-05MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672" 10-00 10-00 ,' MAX TLMAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100" CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 12 MAX HORIZ. LL DEFL = 0.018" @ 25'• 6.5' 12 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" 10.50 V M 4X6 M 4X6 v 10.50 NOTE:Design assumes moisture content does M-3x4 not exceed 19h at time of manufacture. 6 �o a`a Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1"5x3 Truss designed for wind loads M-1.5x3 in the plane of the truss only. v wli " o 12 13 1 o r�M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 * * * )- 9-08-04 6-07-08 9-08-04 * 1, )- 12-00 12-00 14-00 J, 1- 26-00 1-00 1 1 00 9�0 PROFA JOB NAME : 2610-D MODIFIED PITCH NH - B4 Scale: 0.2015 C �� Ii^�llrti �"0-!,, WARNINGS: GENERAL NOTES,unless otherwise noted: "Q .�a � i' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Truss: B4and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+- incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced et po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,. r, �, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ©RECON ((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054200 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, �Gj' 4 i 4 (�� design loads be applied to any component. and are for"dry condition"of use. 4. 6.Design assumes full bearing at all supports shown.Shim or wedge If �A47`�*t*, t TRANS ID: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. ie fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. 9 linesDigitsindiccide ate sizejoint plate In center 10. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIII IIS This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.10=(-153) 969 3.10=(-254) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1313) 336 10-11=) -92) 821 10- 4=(-124) 435 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 LOADING 4- 5=( -740) 329 5-11=(-168) 93 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -740) 329 6-11=(-124) 435 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1095) 350 11- 7=(-254) 240 TOTAL LOAD = 42.0 PSF 7- 8=(-1313) 336 8- 9=( 0) 75 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -193/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) 26'- 0.0" -193/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-S Psf) uplift at 24 "Dc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 6-00-10 9-11-11 MAX LL DEFL = -0.031" @ 13'- 0.0" Allowed = 1.254" MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" 5-00-14 4-10-13 3-00-05 3-00-05 4-10-13 5-00-14 MAX PL CREEP DEFL = -0.003" @ 24'- 0.0" Allowed = 0, 93" MAX BC PANEL TL DEFL = -0.148" @ 4'- 8.5" Allowed = 0.5591" 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" M-4x6 M-4x6 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6,5" 10.50 M-3x4 \10.50 4'0 • 5 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, M-1.5x3 M-1.5x3 Truss designed for wind loads in the plane of the truss only. IIIIIIIIIIIIIIIIIII v vv to " NM mr-A o O M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O 1' 1' y y 9-08-04 6-07-08 9-08-04 )' y y 12-00 14-00 y y ), y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 ,c;,, > t�,IGIiv �x ss Scale: 0.2270 c�5 •@7171Tr+t WARNINGS: GENERAL NOTES,unless otherwise noted: ' Cf11 p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual v 920 OPE E. (- Truss: B5 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. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r- wow DES. BY: LJ 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 rte, s the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 Po ty 9 3.2x Impact bridging or lateral bracing where shown++ (r" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6054201 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, SQL Ntx AW design loads be applied to any component and are for"dry condition"of use. / 4k 0. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 4 p for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "' R R`O,..-. 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 (VIII(II VIII II I III I VIII VIII III(IIITM/WI-CA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. T MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 8.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 75 2.10=(-446) 2306 3-10=(•133) 227 2- 3=(-3306) 710 10.11=(-526) 2863 10. 4=(-100) 1152 2x6 KDDF #1&BTR T2 LOADING 3- 4=(-3159) 727 11-12=(•526) 2863 10- 5=(-820) 263 BC: 2x6 KDDF S1ANDR LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-410) 2306 11- 5=(-189) 791 WEBS: 2x4 KDDF STAND 5- 6=(-2341) 593 5-12=(-820) 262 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'• 0.0" TO 26'- 0.0" V 6- 7=(-3160) 727 6.12=(-100) 1152 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0' V 7- 8=(-3306) 727 16. 2=(-100) 227 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF BC UNIF LL( 70.0)+DL( 50.0 )= 150.0 PLF 18'- 0.0" TO 26'- 0.0" V 8- 9=( 0 75 NOTE: 2x4 BRACING AT 24"0C UON, FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -480/ 2673V -183/ 183H 5.50" 4.28 KDDF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 26'- 0.0" -480/ 2673V 0/ OH 5.50' 4.28 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or. spacing.' C,CN,C18,CN18 18HS (16 no iTek prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.1 MAX TL CREEP DEFL = -0,003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.084" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.167" @ 13'- 0,0' Allowed = 1,672" MAX LL DEFL = -0,002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0,133" MAX HORIZ. LL DEFL = 0.032" @ 25'- 6.5" 7-11-11 1' 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052" @ 25'- 6.5" f NOTE:Design assumes moisture content does 3-11-11 4-00 5-00-05 5-00-05 4-00 3-11-11 not exceed 19's at time of manufacture. T T 597.30# f ;597.30# f 12 Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 10.50 V M 4x6 M 5x8 10.50 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, # T2tatt'.t 4, load Heighton,factorEnclosed6'Cat.2, Exp,9, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v ay_ +.+t4 o P M-3x8 M-3x8 110.25" M-3x8 M-3x8 8 M-7x8(S) y ), y yJ• 7-07-02 5-04-14 5-04-14 7-07-02 1, y y y 1-00 26-00 1-00 c\ ,O PRo/ JOB NAME : 2610-0 MODIFIED PITCH NH - 66 Sale: D.2284 `d WARNINGS: GENERAL NOTES,unless otherwise noted: ! IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 75 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(0) 118 IC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -72/ 264V -25/ 85H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -187/ 238V 0/ OH 1,50" 0.38 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1•5 psfl uplift at 24 "so spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ •1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.011' @ 1'- 1.5" Allowed = 0.202' MAX BC PANEL LL DEFL = 0.018" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.211' @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000' @ 1'• 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 Design conforms to main windforce-resisting - . system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 10.50/ (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 0 N.4- V o, - •o >C ��4 M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 Scale: 0.5116 � (py�J�0 �� ` WARNINGS: GENERAL NOTES,unless otherwise noted: . r +�f( r 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 ‘ ' v 92 0 0 PE C. I•' Truss: BJ 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. / +/A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). o.M'.' DATE: 9/9/2014 P ty 9 9 3.2x Impact bridging or lateral bracing required where shown++ MCr �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �.?.REGON14 s S E Q 7// ^'� 1�, . Q\t, �� TRANS I D: 407743 design loads be applied to any component.5.CompuTrus hes no control over and assumes no responsibilityand are for"dry condition"of use. for the 8.Design assumes full bearing at as supports shown.Shim or wedge if � fabrication,handling,shipment and Installation of components. necessary. �""i RI .• 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 I IIIIII II II IIIA IIII VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be fumished upon request lines coincide with joint center Anes 9.Digits indicate size of plate In inches. 10. n MiTek USA,Imc./Compulrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0" 0.C. 2-3=(-61) 104 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLON BOTTOM CHORD = 2.0 PSF 7.0) ON TOP CHORD = 32.0 PSF 42.0 LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = DL0'- 0.0" -12/ 364V -48/ 139H 5.50" 0.58 KDDF ( 625) PSF 3'- 10.9" -233/ 210V 0/ OH 1.50' 0.34 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.313' MAX TC PANEL TL DEFL = -0.052" @ 2'- 0.7" Allowed = 0.469" MAX BC PANEL LL DEFL = -0.031" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 T not Eexxceedn19%sumatetimeof s lumanufacture. 12 Design conforms to main windforce-resisting 10.50V1 and components and cladding criteria. I;) Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 v ►-4 .'/- -/ M-3x4 y y y 1-00 )PROVIDE FULL BEARING:Jts:2,3.41 10-00 ,9,.,O PROpe. JOB NAME: 2610-D MODIFIED PITCH NH - BJ2 Beale: 0.5D25 i , WARNINGS: GENERAL NOTES,unless otherwise noted: �' .�'� 1"� 0 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: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proppeer. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibmty of the building designer. 3.Additional temporary bracing to Insure stabil during construction 2.Design assumes the top and bottom chorda to be laterally braced at 44010.1P Po b g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +1�� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(U� 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. : 6054204 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 3rLf1 4 ���1_ design loads be applied to any component. and are for"dry condition'g use. _C- 6.Design assumes full bearing at all supports shown.Shim or wedge it �+ tt TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the necessary. C R l t fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. - - 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII Illi VIII IIII IIII TPI WTCA In copies of which will be furnished upon request. y )ines coincide Digits indicate s ze oint of plate centIn erInches. 10. MiTek USA,Inc./nC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII N This desiLUgMn BER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.159 BC: 2x4 KDDF N18BTR SPACED 24.0" 0,1, 2.3=( 0) 75 2.5=(-163) 204 3.5=(-276) 220 WEBS: 2x4 KDDF STAND 2.3=(•317) 148 3-4=( -97) 62 LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50" 0.06 KDDF 625) 625) Connector plate prefix designators: 10'- 0.0" -49/ 259V 0/ OH 5.50' 0.41 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" / MAX TC PANEL LL DEFL = 0.009' @ 2'- 8.4' Allowed = 0.409' MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" M-1.5x3 0 MAX HORIZ, LL DEFL = 0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" 12 10.50/ dy NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, � Truss designed for wind loads a in the plane of the truss only. to ✓ r/- Pli o/--. c, �� X75 f M-3x4 M-1.5x3 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,4,5) 10-00 cgi JOB NAME : 2610-0 MODIFIED PITCH NH - BJ3 Scale: 0.4650 a, ,�Iy('"�'IN � `fir ,,�1 WARNINGS: GENERAL NOTES,unless otherwise noted: LCl f�f! tF` 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 Ct. p.72 0 0 P E r Truss: BJ 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, f" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 "'NW . DATE 9/9/2014 responsibility designer. continuous sheathing such as plywood required sheathing(TC)and/or drywald(BC). the overall structure is the res onsibili of the building 3.2x Impact bridging or lateral bracing where shown++ A CC SEQ. : 60542054.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON (v, shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- �'7♦ Nb, k design loads be applied to any component. and are for"dry condition"of use. //t TRANS I D: 407743 5.CompuTrus hes no cont of over end assumes no responsib lily for the 6.Design assumes full bearing at all supports shown.Shim or wedge if GS 1 4 li., nfabrication,handling,shipment and Installation of components, Desessary. A MLA.- 6. �5 1 C.f, 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequate onne otdrhi aceage Is f truss, and `E! 4.L I IIIIII II II IIIII IIII IIIII IIIII IIIII IIII IIII by 8 Plates shall be located both fads of truss, placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FForibasici connector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(-156) 192 3-5=(•259) 212 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-307) 144 3.4=( -88) 41 WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 532V -96/ 251H 5.50" 0.85 KDDF ( 625) OVERHANGS: 12.0" 0.0° LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -106/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -51/ 255V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) == CompuTrus, mpuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 = 0.008" @ 2'- 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606' rfr MAX HORIZ. LL DEFL = -0.002" @ 9'• 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10.50 VM-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. + Wind: 1(All0 mHeights) 7Enclosed,4Cat.2, Exp.B ASMWFRS(Dir), A cD load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. v ti I ,.15 M-3x4 M-1.5x3 Y 1, y 1-00 (PROVIDE FULL BEARING:Jta:2,4,5( 10-00 . 0) PRope JOB NAME : 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 <{,„ WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ' ,P E r 1.Builder end 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 fir` Truss: BJ 4 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsiNGty of the building designer. 3. 2.Design assumes the top and bottom chords to be laterally braced at Atitisw Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,..„,844.,,, DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �rL OREGON�4 (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054206 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, +� 1 4 ✓a �.,}„ design loads be applied to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if f TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessa � `�� fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(IIIIIIIIIIIIII VIII VIII VIII IIII IIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with Digits Indicate sizetoi plate innt r 9. inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 1114'1 This design prepared from computer input by " PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1-2=(-1355) 243 1-5=(-294) 921 5-2=(-147) 1042 4.7=(-1755) 441 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2-3=( -492) 164 5-6=(•292) 910 =(-879) 275 3-4=( -298) 156 6-7=(-132) 189 6-3=(-122) 387 2x4 KDDF #1&BTR A LOADING 6.4=(-431) 1724 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -170/ 992V -153/ 283H 5.50" 1.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -400/ 1582V 0/ OH 5.50" 2.53 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 717.0 LBS @ 8'• 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019" @ 4'- 7.2" Allowed = 0.454" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058' @ 4'- 7,2" Allowed = 0.606" M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HORIZ. LL DEFL = -0.003' @ 9'- 10.3" 8-10-03 01-1� MAX HOAIZ. TL DEFL = 0.006" @ 9'- 10.3" NOTE:Design assumes moisture content does 4-09 4-01-03 1-01-13 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10,50 V "1-)=-M-10)(10 Wind: 140 mph, h=23,1ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, � o� 4 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), d e load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 N. Illi �0 0 A m 0 n v m11111111 Aill ��I0 o 6 1�'' 5 6 = 7 o M-3x4 M-3x6 M-8x14 M-1.5x3 y , 41017# 4717 # y 4-07-04 3-11-08 1-05-04 1- y 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - Cl Scale: 0.2850 .N.5� �J(�/PR�fp ,�, WARNINGS: GENERAL NOTES,unless otherwise noted: 44.9 + / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . ;9 2`$P E 1" Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+- incorporation of component Is the responsibility of the building designer. +°' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 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 ,� 41411.111""• continuous sheathing such as plywood shoed where and/or drywall(BC). /" " DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # it SEQ. : 60542094.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4t! non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, /.. � tc TRANS I D: 407743 �� nl) design loads be applied to any component and are for"dry condition"of use. / GY 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 4 Ar 14 fabrication,handling,shipment and Installation of components. necessary. /�}}.,,�� {. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. -'/ Pi Irz i�`;,. 111111111111111114111 by 8.Plates shall be with joint on both faces of truss,and placed so their center !7 TPINVECA In BCSI,copies of which will be furnished upon request, lines coincide center foes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr9. its basic connectocate size rplf atete in Inches. design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C., not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12°OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,MI8HS,M16 = MLTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 12 12 HM-4x4 12 6.00 6.00 D 0 v iAKIA2o o 0 M-3x5(S) M M-3x4 -3x4 ), y ), 12-00 10-00 y ), y y 1-00 22-00 1-00 /.11,0 PRQp JOB NAME : 2610-0 MODIFIED PITCH NH - D1Scale: 0.3532 if f, WARNINGS: GENERAL NOTES,unless otherwise noted: G44. _.R 92S i F E {"y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D1 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 stabiF duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ty 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by +,I/r! 490.0. DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC). P DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ OREGON SEQ. : 6054210 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �� ,, 1 4 2{� design loads be applied to any component and are for"dry condition"of use. �},1(}. 8.Design assumes full bearing at all supports shown.Shim or wedge if [. V TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. kS o `t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 II II VIII III I VIII VIII VIII IIII IIIIMTewhich9. USA,lnc./CompuTrus Softwaref 7.6.6(1 L)-E request. 0.lFor de with Joint center lines. ibasic ines connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9. 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50' 1.66 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 22'- 0.0° -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" T 1' T MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" f 5-09-04 f 5-02-12 T 5-02-12 T 5-09-04 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.00 M-4x6 'S16.00 Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ / co 0 co 0 0 Og L1-1 8 9a 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y 1, y ,1- 7-06-03 7-06-03 6-11-11 7-06-03 12-00 10-00 , ), 1' ) 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 pRr�>r s Scale: 0.2646 C��J7Tip ✓� WARNINGS: GENERAL NOTES,unless otherwise noted:+' + �,!-4 T•„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual i-E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 a! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ♦ 1:t. 4.No load should be apptied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 14, SEQ. : 6054211fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, attX design loads be applied to any component. and are for"dry condition"of use. / +� ri TRANS I D: 407743 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 4 1 4 F ty, fabrication,handling,shipment and Installation of components. necessary. A 1 A`f ` 7.Design assumes adequate drainage Is provided. ��l it i..4- 6.This design Is furnished subject to the Kmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111111111110 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines cowith joint center lines. 9.Digits indicate size of plate in Inches. rf MiTek USA,lnC./CompuTfus Software 7.6.6(1 L)-E .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 116. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-9) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 287V -25/ 85H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -157/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0,0" Allowed = 0.135° MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0,202' MAX BC PANEL LL DEFL = 0,013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.079" @ 4'- 4.8' Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000' @ 1'- 10,9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' f "( NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0in the plane of the truss only. 0 0 cm d' NI- 0 -V ►t4 0 M-3x4 k ), y 1-00 'IOVIDE ULL B.:'ING' ts:2 3 . 8-00 `t,D PR JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5876 ,5 Cb 7/ll/1r �/ ii WARNINGS: GENERAL NOTES,unless otherwise noted: Q' !( `P C. C' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by z, Ar DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). d DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ URECaC�N (. 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. ',"44 A. SEQ. : 6054212 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment, 2 �. and are for"dry condition"of use. z'4+ 1 4 so. `T design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for thenecessaill "ry. `iv y fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. - 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIITPINVECA In BCS',copies of which w 11 be furnished upon request. lines coincide with joint center lines. 9.Digits onctdsize of plate in inches. MiTek USA,InC./CompuTruaSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 4 IIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-85) 95 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL . 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compu7rus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed . 0.178" MAX BC PANEL LL DEFL = -0.021" @ 3'- 6.6' Allowed = 0.354" MAX TC PANEL TL DEFL . -0.037" @ 2'- 2.2" Allowed = 0.469" 3-11-11 MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 -/ MAX HORIZ. TL DEFL . 0.001" @ 3'- 10.9" 10.50 VNOTE:Design assumes moisture content does V44 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads O in the plane of the truss only. co v o0 0 ►4 M-3x4 y y 1, 1-00 'PROVIDE FULL BEARING:Jts:2,3.4J 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J2 � � PRo,�-.s, Scale: 0.5501 „Fs., 7 ry 1,q s/(4. WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ r 7Er '"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 4t' >92.0 P G. 1' Truss: J2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ampoop DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'sc.respectively unless braced throughout their length by r ' DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as bracing required dgsheething(TC)and/or drywal BC). the overall structure is the res onsibili of the 3.2x Impact bridging or lateral re uired 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. OREGON 44, SEQ. : 6054213 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, *e.. If N NI''' Xs. TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. / -1 (y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 fabrication,handling,shipment and installation of components. necessary. /lr y 5 7.Design assumes adequate drainage is provided. 4- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Milli IIII II II II I VIII VIII I III III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Compu7rus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IMO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF Nl&BTR SPACED 24.0" O.C. 2.3=(-135) 129 IC 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -72/ 194H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -172/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0,000' @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T >( MAX TC PANEL LL DEFL = 0.189" @ 3'- 2.1" Allowed = 0.490" MAX BC PANEL TL DEFL = -0.156' @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" E 12 notexnassumes moisture ceed19% attimeofmanufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads r- in the plane of the truss only. 0 u; c PIAIIMIIIIMIMIIIIIMIIIMIIIIMIIIMIIMIIIIMIMIIIMIIIIM o �� -7 , aye 4 0 M-3x4 J, ), I 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 1:Z JOB NAME : 2610-D MODIFIED PITCH NH - J3 Scale: 0,4659cfr ' I" /i2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t" ± f E 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: J3 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^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +,.1rr. . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywali(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �(3ECi0N�0 Q 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. ki SEQ. : 6054214 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f '� 1 4 N(, ,.1 design loads be applied to any component. and are for"dry condition"of use. . TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge if A. tt{ `_ ` fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. R 1;4.V. 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 VIII III I VIII VIII VIII(III(III TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits ndsize oplate o inches. MiTelt USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/201.5 r 1111111011 IIIIII0IIS This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-186) 162 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -43/ 479V -96/ 250H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.1" -154/ 237V 0/ OH 1.50" 0,38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-01 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0"133" T '' MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5" Allowed = 0.662" --v MAX TC PANEL TL DEFL = -0.555" @ 4'- 5.8" Allowed = 0.993" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" j MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.50/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v 0 r` v o o/ 4►.a 0 1 M-3x4 1, 1, /, 1-00 8-00 (PROVIDE FULL BEARING;Jts:2.4,31 JOB NAME : 2610-D MODIFIED PITCH NH - J4 Scale: 0.4069 ',` PRO4 6,��� Tri a WARNINGS: GENERAL NOTES,unless otherwise noted: S44./ -.12'{,", s 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =92 i®P[_ Truss: J4 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 stebiOty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,Amm9ppr- 4100100. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v " 4.No load should be applied to any component until after eli bracing and 4.Installation of truss Is the responsibility of the respective contractor. "9' A_.OREGON / SEQ. : 6054215fasteners re complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. -r7 NIX A.,, design loads be applied to any component. end are for"dry condition"of use. it, -0, 1 r'(�, ..1., TRANS I D: 407 743 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 V1, fabrication,handling,shipment and installation of components. resign asscessary. d. "`R R I`�-�? 6.This design Is furnished subject to the!irritations set forth 5,Passumes adequate bothdrainagec Is of truss,a I III I I I 1111111111111111111111111111 III g 1 by 8.Plates shall be located on faces truss,and placed so their center TPIlWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MITek USA,IDC.lCompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 This design prepared from computer input by 11E111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=)-145) 2790 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -121/ 3136 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 182V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -347/ 542V 0/ OH 1.50" 0.69 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -105/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.425" @ 3'- 10.5" Allowed = 0.669" MAX TC PANEL TL DEFL = -0.315" @ 3'- 11.0" Allowed = 1,004" MAX HORIZ. LL DEFL = -0.005" @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.005" @ 7'- 11.2" 0 NOTE:Design assumes moisture content does D not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10,50 V system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o load duration( Enclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads IS in the plane of the truss only. co ..o- 7/- .4- c 0„,_ -/ 5...-4 o M-3x4 1. ) y y 1-00 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5.3,4i c,0 P R Ode15 JOB NAME : 2610-D MODIFIED PITCH NH - J5 Scale: 0.3670 '�`' O WARNINGS: GENERAL NOTES,unless otherwise noted: [, T9250PE 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 Truss: J5 end Warnings before construction commences, building component.Applicability of design parameters and proper ,r 2.2x4 compression web bracing must be Installed where shaven+. Incorporation of component Is the responsibiity 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: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their len th by ,I r�lrr pc ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(� SEQ. : 6054216 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. tasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, e_. �4 14 soo _i design loads be applied to any component. and are for"dry condition"of use. QT- TRAN S I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge d ,40 Ce) Q necessary. y` fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111111 TPIANTCA In BCSI,copies of which will be furnished upon request. Digit coinddeitwith Joint ate in 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) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-401) 371 3-4=(-132) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT c= 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -29/ 444V -146/ 376H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 183V 0/ OH 5.50" 0.29 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -351/ 517V 0/ OH 1.50" 0.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -48/ 61V 0/ OH 1.50" 0.10 KDOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'on spacind•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /t MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0,133" 0000040/0 MAX IC PANEL LL DEFL = 0.335" @ 4'- 5.7" Allowed = 0.669" MAX TC PANEL TL DEFL = -0,329" @ 3'- 11,0" Allowed = 1.004" MAX HORIZ. LL DEFL = -0.008" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 11'- 10,9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting / system and components and cladding criteria. 10.50/ Wind: 140 mph, h=24,4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration tactor=l.6, Truss designed for wind loads O in the plane of the truss only. 0 v oAMMIIIIIIIIIIIIIIMIII 5► -/ 0 M-3x4 > ), ), > 1-00 8-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.5,3,4I JOB NAME : 2610-D MODIFIED PITCH NH - J6 p, q ?V 1F �i Scale: 0.3221 4b• *. WARNINGS: GENERAL NOTES,unless otherwise noted: ��` C,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 0 E Truss: J6 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 responsibiSty 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: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodgg grequired where s own iii, ll(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4' SEQ. : 6054217 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- ' A A., design loads be applied to any component. and are for"dry condition'of use. ./..., -7 k. 1 4 2�'y .1., TRANS ID: 407743 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 +t �1?„, fabrication,handling,shipment and installation of components. Designnessary, R R y t y 7. latesassumes adequate ne dbothon faces of truss,and placed so their center 111111 VIII II I VIII VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. 9.Digits Indicate size of plate In inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-65) 41 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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 301V -25/ 85H 5.50" 0.48 KDDF ( 625) 1'• 9.2" -33/ 28V 0/ OH 5.50' 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -26/ 43V 0/ OH 1.50" 0,07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacino.I 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 = 0.003" @ -1'- 0,0" Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.202" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.50 MAX HORIZ. TL DEFL = -0,000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 N d'/- V O O� 1110.--- 4 M-3x4 y ), 1, 1-00 2-00 1PROVIDE FULL BEARING:Jts:2,4,31 9,c0 PR0,r �, JOB NAME : 2610-0 MODIFIED PITCH NH - SJ1 Scale: D.6811 ��c . t / ir WARNINGS: GENERAL NOTES,unless otherwise noted: 4., • c C / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC 7 92.OP E Sr Truss: SJ 1 and Warnings before construction commences. buildingin component.Applicability of design parameters and proper y f 2.2x4 compression web bracing must be Installed where shown+. incorporation of com nent Is the responsibility of the building designer. s' .r�r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be!eternity braced at �Ie. DES. BY: LJ 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 r�mw ; " po ty P 9 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,('- DATE' 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_ 1.1* ^V SEQ. : 6054218 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 4,OREGON � N � design loads be applied to any component. and are for"dry condition"of use. © 7 1 4 Q.• TRANS I D: 407743 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 [7 fabrication,handling, necessary. R `` V shipment and installation of components. 7.Design assumes adequate drainage is provided. ER Fi�L`"' 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIII III I VIII VIII VIII III I'll TPIANrCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint aIn inches.9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompxTfus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIA II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 011&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-99) 78 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -35/ 322V -48/ 139H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -11/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0,16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003' @ 1'- 0,1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.50 V MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ', MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o lAll oad duration factorchts), l6Cat.2, Exp.B, MWFRS(Oir), tio . ' Truss designed for wind loads o, in the plane of the truss only. oMill cV ►� 4►/ M-3x4 ,1 )- y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3' JOB NAME : 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 �'<(" � {�+�� p�"�`�P WARNINGS: GENERAL NOTES,unless otherwise noted: 4451: a'r�' ' •C- -7r,,, SJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual c 920 OPE Truss: SJ 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 responslbbty of the building designer. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r*•" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywall(BC). -' • DATE- 9/9/2014 responsibilitybuilding designer. bridging plywood w c andnord the overall structure is the res onsibili of the 3.2x Impact or lateral bracingrequired 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. '}3' OREGON � �E(/ SEQ. : 6054219 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. end are for"dry condition"of use. �,h }�' 2.('� •�` TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If r �} fabrication,handling, necessary. f f'.R F y 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 11111111111111111111 TPINYiCA In BCSI,copies of which will be furnished upon request git dicawith joint centernche. 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) EXPIRES:12/31/2015. 1EIII(III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2.3=(-148) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -72/ 194H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -71/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -109/ 156V 0/ OH 1.50" 0.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0,005" @ 1'- 0.1" Allowed = 0.072" '' MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'. 10.9" 12 NOTE:Design assumes moisture content does 10.50/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 0 u; v r/- o� - 0 2� 4► M-3x4 .1 y y 1, 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.4,31 c, 0PRQ/ JOB NAME : 2610-D MODIFIED PITCH NH - SJ3 Scale: 0.4958 �� ! ( WARNINGS: GENERAL NOTES,unless otherwise noted: (4d4 : .1 r �f ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' =92 0 O P E 1- Truss: `' Truss: SJ 3 and Warnings before construction commences. componentuildingrction f cnApplicabltheof responsibility parametersof the band proper odesigner. 2.7x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at " 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /�a "'"� DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � t,. SE /� 4.No load should be appMed to any component until after at bracing end 4.Installation of truss is the responsibility of the respective contractor. ^V S E Q. : 6054220 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, � A. � �� N� design loads be applied to any component. and are for"dry condition"of use. ( 4. 14 TRANS I D: 407743 5.CompuTrus has no coniroi over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If t], fabrication,handling,shipment and Installation of components. necessary. (•�H f V P P 7.Design assumes adequate drainage is provided. O.il.�\. 6.This design is furnished subject to the 4mitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111121 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint center lines. 9.Digits indicate of tplate in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-1888(MiTek) EXPIRES:12/31/2015 II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) BC: 2x4 KDDF k18BTR SPACED 24.0" 0.C. 2.3=(-199) 147 ( ) 0 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 NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -9/ 248V -96/ 251H 5.50" 0.40 KDOF ( 625) 1'- 9.2" -179/ 315V 0/ OH 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -147/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IDC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(•5 oaf) uplift at 24 "oc spacin0.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TLcL/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.010" @ 1'• 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'• 0.1" Allowed = 0.072" j� MAX HORIZ. LL DEFL = •0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=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. v 0 r` v v c.3/- ._� 4►-� O M-3x4 y y y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 si\tJOB NAME : 2610-D MODIFIED PITCH NH - SJ4 Sala: 0.4121 �< � R��s ~, WARNINGS: GENERAL NOTES,unless otherwise noted: LGf� + /7 r./ �440, � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' `920 0 PE 1- Tr-us -~ T r u s s: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• incorporation of component Is the responsidity 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: LJ s the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by 4� ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '`' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1,C 4.No load should be appied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6054221 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4. •j '. \ design loads be applied to any component. and are for"dry condition"of use. /�y TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14> �Q fabrication,handling,shipment and installation of components. necessary. d n R 1` 7.Design assumes adequate drainage is provided. 'moi +l b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch lin de with int IIIIII IIII)VIII III VIII VIII VIII IIII IIII MTek USA CA nInc../I,copies of/CompuT us(Soft ll be ware 7.6.6(1 L)-E ished upon request 10.Foe basics connedaroplateenter lines. design values sea ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 44 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'OC. UON, LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -19/ 44H 5.50' 0,15 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.1" -421 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 1-11-01 LL = 25 PSF Ground Snow (Pg) T TLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.130° 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6" Allowed = 0,195" 10.50/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads / in the plane of the truss only. 0 0 N d'I` •<(- .:=,O O/- 1 1111P. 3111111.- M-3x4 l i 2-00 (PROVIDE FULL BEARING;Jts:1,3,2I D PRo S�y JOB NAME : 2610-D MODIFIED PITCH NH - SJ5 Scale: 0,7753 4 ,,fp /d 11 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ! ` rp 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 920 Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+- Incorporation of component is the responsibEy 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 4 Pil ry e9 9 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by ,,,, ., DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). R ry DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �/../. A OREGON SE I� 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 2' S E Q. : 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -//,, 14 (� t. design loads be applied to any component. and are for"dry condition"of use, �„t �, TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 8,Desinecessary.assumes full bearing at all supports shown.Shim or wedge if A • { fabrication,handling,shipment and installation of components. ry R Fi l t.l" P P 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII VIII III(IIITPINVTCA In SCSI,copies of which will be furnished upon request. in lines coincide with joint tecenter Ines. 9.Digits indicate size of cin Inches. rt 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER(FORCES 2) 79 ;W3/ DDDF/CCq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 ) 0 BC: 2x4 KDDF e1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 129V -42/ 98H 5.50" 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -35/ 77V 0/ OH 5.50° 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7" -76/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.072" 10.50/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10,9" ') not Eexceedn19%ass atetimeof moisture manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, O Truss designed for wind loads in the plane of the truss only. 0 c) .:I- .-/- .4. PAIMIIMIIIII 0 -/ o� 1►1 3►1 M-3x4 y y y 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,21 00 JOB NAME: 2610-D MODIFIED PITCH NH - SJ6 �-\ IRN t�� sf Scale: 0.6275 '� ': G> WARNINGS: GENERAL NOTES,unless otherwise noted: v(]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 4. .92 0*P E if Are and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 6 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'sc.and at 10'sc.respectively unless braced throughout their length by r�rr, o DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC , DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7L ,L.OREGON: fX �^d SEQ. : 6054223 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ,4, cid 1_ and are for"dry condition"of use. ,h 2. r design loads be applied to any component. '✓ 1 4 TRANS I D: 407743 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 lJ S necessary. Fly Rio, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �1 V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center IIIIII I II VIII III I VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will furnished upon request. gcoincide with jointf center che. 9.Digitsso ncide size of plateIn inches. 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) EXPO R ES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=(-145) 113 1-3=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -20/ 116V -66/ 153H 5.50" 0.19 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -107/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -111/ 157V 0/ OH 1.50' 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005' @ 1'. 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 ' NOTE:Design assumes moisture content does 10.50 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 r 0 u7 v v I�- o� 11102013►� M-3x4 y y y 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:1,3,21 c0 PRO, JOB NAME : 2610-D MODIFIED PITCH NH - SJ7 IN `(si Scale: 0"4961 � � ��� �,� WARNINGS: GENERAL NOTES,unless otherwise noted: r� n c- I SJ7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual " .92 e 0 f-E I-- Truss: SJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stadFty during construction 2.Design assumes the top and bottom chords to be lateraly braced at WOW' DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,I A{ ' is the responsibility of the erector.Additional permanent bracing of continuous sheaths such as ( ) "'" r � ng plywood ing(TC)and/or drywall BC. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ^V' SEQ. : 6054224 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L! '7 it \ A- TRANS I D: 407743 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if0 }' 7 4 3 '10 ‘.‘4 . fabrication,handling,shipment and installation of components. esessary. "`Ft }�� 7.DDesign assumes adequate drainage is provided. F 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I(VIII III IIIA III l I III VIII(III III(IllTPI/WWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes 9.Digits Indicate size of plate in inches, 10. r� p n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:REO:12/31/2015