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Plans (22) v_ m` c:.. T` 06 R. 4Nnb 01 Z z o ,.��N _ x x z fa o '.r z — v z v O 3 i -< 0 56'-0' 2. z - v m 39'x' 16'x" -� 2. _so R __ n O n p m L 8'-0' J I 8'4' 1 �...3'? C Q II" J d ' 1 , a J1 J N az In me �I _� N y. 6 to 1r_ ..,m < ii N N • 10 — AJ3 11116 AI , .. AV i Np- �m Mr, 1 rn N YY �.. a ,w2to_zEgg ego � f w Um.' mTO y2OT-tent � �. BJ3'I N , m Ao�"m �zAaNz°Ft. spcw,qz cr ; 6 la I Et rP. al S 3 '� ''Nj Pa 7 , 10'-0' 37.6' 16' = fi E. a I 56'-0' �. H C. N tan , F� CONFORMS TO ' SIGN CONCEPT ® 0 CONFORMS TO DESIGN CONCEPT C CONFORMS TO DESIGN CONCEPT WITH 2 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED C NON-CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS SEEN REVIEWED FOR GENERA, CONFORMANCE THIS THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 0 3 WITH DESIGN CONCEPT ONLY AND DOESNOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE c FASRIGATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR;VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE $ 2 DRAWINGS,SPECIFICArpNN.AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 'p N PRIORITYOVERTHAlexi DRAWING, OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. �" 'n By Alexia Fukui Date 9/22/14 gC CD H By: Todd A. Eaton Date: September 19, 2014 1 MILBRANDT ARCHITECTS CT ENGINEERING INC ° U V to r!? N N p V c m0 a O Onix w ov v= GI 2 z . 0 0 ox x z 3 — v Z a v m z_ -< 0 56'-O' 2.Ja m s z 121-011. 10'-0' 3T$' I 16'x' 0 o 2 om m a — / m 07+gs I I M.4111' a i' c-43 `Q BJ2 " IM ■ J au v, 3 I � J m ° 0 ° '° N z z 0 w m I , N t ,0 ... J1 1 ' ca a ,13 J2 Ea Cl W 76 T go 7 bP ISioz ` J661—7 1 AJ3 _`VJI\\\ I R ri 'o �oZ§T A� ck Z y .�• �Y1�1__w` clm N CD N w 0-oAozZZAm5z5 �- zo� wajo AJ3 ���:• LTi N R. Z=o6,go I.3 po�n; zZacNmo EMIL, 0.cr z4o6 A 6 �6 J1 E:T,_ ' - .� J ISA . <ovea r 010 7 xi 39'-6' I I 161x' a a 1" 56'-O' 1 N on H V ) CONFORMS TO DESIGN CONCEPT px CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH ® ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED NON-CONFORMING—REVISE&RESUBMIT 0 NON-CONFORMING-REVISE AND RESUBMIT 1 ElTHIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE A. B 3 WITH DE55WN CONCEPT ONLY AND DOES NOT RELIEVE' THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE a FABRICAI RNENDOR OF RESPON SIERLITY FOR CONFORMANCE WITH 055KN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 1:311 -Pi DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 2 PRIORITY OVER THISSHORDRAWINC OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, s r By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS By: Todd A. Eaton Date: September 19, 2014 -4 11111t 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 fines 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). v..4 i�o ip, V 1. 0 '111 4.r z V, i t_ t 4619 res. (` N.. ' ' 11 1 4` EXPIRES 6/301 15 IIIIIIIIIIIIII 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=(-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 11.11=(-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 8'- 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) 238 275 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 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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 )GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector C,nnctorCpla (or no prefix) = orspuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT seriesMAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL 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 "amok M 5x6 Design conforms to main windforce-resisting rpo, system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i. 10.50 load duration factor=l.6, 10.50 V Truss designed for wind loads All IN, in the plane of the truss only. M-3x4 M-3x4 v M-3x6 _1 e,� v d -h. ,- 4,- r �g �W ✓�Wit . 10 11 1 �II-e l 4 o = M-3x8 M-3x4 13 **6 o =M-6x6 M-7x8 =M-6x6 M-3x5 O -- 32.75 2X WEDGE 75 0 . 2 12 W/(2) M-3X4 TYP. 12 ), y / y y y ,1- 2-05-08 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 ; ), y y ), 1-00 2-05-08 9-09-08 2-00 2-09 > ), 1-00 17-00 � E,p P R Op JOB NAME : 2610-0 MODIFIED PITCH NH - Al Scale: 0.2530 O �� .%7 WARNINGS: GENERAL NOTES,unless otherwise noted: o g �PE 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: Al and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at " pil rY2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,/./Ilmr . '. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(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 (o C 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. 'i SEQ. : 6054191 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, G� t,_q ZQN ..1 TRANS ID: 407743 A design loads be applied to any component and are for"dry condition"of use. Q 14 v 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if t� necessary. " r'1 f-t tL� 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 chIANTCA in BCSI,copies of whll be furnished upon lines coindde with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,lnC./CompuTrus ISoftftware 7.6.6(1 L)E request. ate In inches. 0.For ts basic coat ector plate design values see ESR-1311,ESR-1958(MiTek) 9. size of EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 N18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 75 2- 8=(-226) 849 8- 3=( -8) 258 6.12=(-73) 82 BC: 2x4 KDDF H18BTR 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 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"OC. 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) ** For hanger specs. - See approved plans 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,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) 6 06 8 O6 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" T T '( T T '( MAX TC PANEL TL DEFL = 0.059' @ 5'- 9.6" Allowed = 0.727" 12 t2 IIM-4X4 MAX HORIZ. LL DEFL = 0.013' @ 16'- 6.5" 10.50 V 10.50 MAX HORIZ. TL DEFL = 0.022' @ 16'- 6.5' 4 4.0" f„' NOTE:Design assumes moisture content does NN 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, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. M-3x4 4411 M-3x4 iti', v M-3x5 00 wee �:- ��„� 4 racr �e��.m=18 9 1 _�� M-3x8 0 12 **7 O 1 M-5x6 o M-10x8 M-3x4 M-3x4 O 0 2.75 $2X WEDGE 12 W/(2) M-3X4 TYP, ), ), y Jl' y y 2-05-08 6-00-08 3-08-07 0.00-09-00 2-09 , ), y 1, y 1-00 2-05-08 9-09-08 4-09 )- y i' 1-00 17-00 ao JOB NAME : 2610-D MODIFIED PITCH NH - A2 ' '' IN0F�ssi Scale: 0.2574 �!f �`,�9 ? 4. WARNINGS: GENERAL NOTES,unless otherwise noted: hh f 17 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 ' .7 .P E r Truss:: A2 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 responslbMty 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by dumpy. Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood �'�•` required where s drywall BC). C 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 !r Fin fCc. 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. }X ,�}_,OREGON ^i,� SEQ. : 6054192 fasteners are complete and at no time should any loads greater than 5.Design asumes trusses areto be used In a non-corrosive environment, 4: ".7,� n\ design loads be applied to any component. and are for"dry condition"of use. Q 14 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 �y fabrication,handling,shipment and Installation of components. necessary.assumes drainage p /� F O y s ` V 6.This design is furnished subject to the Imitations set forth by 8.Platesnshall be locatedgon both faces of truss,and placed so their center 4.1. IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/WTCA in SCSI,copiesof which will be furnished upon request. lines coincide with jointain lines. 9.Digits Indicate size offpplatete inches. nches. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EOR-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 H16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.5=(-87) 173 5.3=( 0) 107 BC: 2x4 KDDF H16BTR SPACED 24.0" 0.C. 2.3=(-281) 1 5-6=(-85) 157 3.6=(-169) 91 WEBS: 2x4 KDDF STAND 3.4=( -32) 34 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 ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0' 0'- 0.0' -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) ' 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,C1B,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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.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" 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" T f MAX TL CREEP DEFL = -0.005' @ 2'- 5.5' Allowed = 0.226' 1-05-06 2-06-05 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.178" MAX TO 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" 0 NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. M-3x4 Design conforms to main windforce-resisting 12 0 o system and components and cladding criteria. 10.50 7 All ' 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=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 pp r w -/ �� M-1.5x3 � o M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 y y 1, y 2-05-08 5.01-03 0-05-05 1, y y 1, 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2.4.61 t.0 PROFErS JOB NAME : 2610-D MODIFIED PITCH NH - AJ2 Scale: 0.4786 co `n%qps/° WARNINGS: GENERAL NOTES,unless otherwise noted: (,44 .a �p C 1--' 444 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual a f E and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: AJ 2 Incorporation of component Is the responsibility of the building designer. ! 2.2z4 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 stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by 46000 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (C 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. 7 rt OREGONtto SEQ. : 6 05 4193 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, `- 4' y 4 design loads be applied to any component. and are for'dry condieon"of use. P TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atoll supports shown.Shim or wedge If AI �, necessary. 4 6.R`fyk„ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r,�fl_ 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'III'IIITPIANTCA in BCSI,copies of which will be famished upon request. es coincide with jointcenter teIinches. nch . 9. ein s ndtsize ofpco . MITek USA,InC./CompuTfu9 Software 7.6.6(1 L)-E 10.In 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" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.5=(-163) 262 5.3=( 0) 126 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(•374) 48 5.6=(-157) 242 3.6=(-261) 169 WEBS: 2x4 KDDF STAND 3.4=( -79) 62 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -26/ 434V -72/ 194H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -127/ 119V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl 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 '1 MAX LL DEFL = 0.003' @ 2'- 7.8" Allowed = 0.270" MAX LL DEFL = 0.000' @ 0'• 0.0" Allowed = 0.078" T ' '' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" -/ MAX BC PANEL TL DEFL = -0.034' @ 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = -0.003" @ 7'• 6.7' 0 MAX HORIZ. TL DEFL = 0.003' @ 7'- 6.7' 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. N M-3x4 o Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, `° Truss designed for wind loads Iiii1111111111\._ in the plane of the truss only. M-3x4 s0 , ae � Iti ''- M-1.5x3 o M-5x6 $2X WEDGE .-2.75 W/(2) M-3X4 TYP. 12 , y J' J' 2-05-08 5-01-03 0-05-05 y y y y 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2.4.6' Scale: 0.3926 `��N � PRO Q JOB NAME : 2610-D MODIFIED PITCH NH - AJ3 (n1 si WARNINGS: GENERAL NOTES,unless otherwise noted: 9 �' 'p "7 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' .,72$s f E r Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and properP// 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.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by A po ty permanent bracing of continuous sheathing such as plywood shoed TC)and/or drywal C). �^' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*-r- 4. • 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. -'7 4-OREGON‘b, �(/ SEQ. : 6054194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+� �� design loads be applied to any component. and are for"dry condition"of use. /% 2,Q ^♦}- TRAN S 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 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � rl R 1.t.,-\.. 6.This design is furnished subject to the Unitarians set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I Nil VIII II I Mil 1 Ili TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in Inches. pC MiTek USA,Ina/Com uTrus Software 7.6.6(1L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-6=(-163) 262 6.3=1 0) 126 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 48 6-7=(-157) 242 3.7=(-261) 169 WEBS: 2x4 KDDF STAND 3.4=( -79) 62 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 434V -73/ 197H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: 5'. 10.9" -112/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 1-05-06 6-06-05 MAX LL DEFL = 0.003' @ 2'- 7.8' Allowed = 0.270' f T 5 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000" @ 0'. 0.0" Allowed = 0.105" 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 12 not exceed 19% at time of manufacture. 10.50F () Design conforms to main windforce-resisting system and components and cladding criteria. N 0 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=1.6, ro Truss designed for wind loads M-4x6 in the plane of the truss only. ir M-3x4 All . ...„._ tl - M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. -- 12.75 12 ), )' yy 2-05-08 5-01-03 0-05-05 y 1, .1 1, 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 ,<(,. � 0 PROs JOB NAME : 2610-0 MODIFIED PITCH NH - AJ4 Scale: 0.3274 \� IIV cp WARNINGS: GENERAL NOTES,unless otherwise noted: 44, c- -sr1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 1 . :9 'P E 1' 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 responsibility of the building designer. Aile/r, 3.Additional temporary bracing to insure stabrlty during construction 2.Design assumes the top and bottom chords to be laterally braced at Armes DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by rte. Am�s"� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AI 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 J,. SEQ. : 605 4195 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 , ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I. f� 2�N� A. design loads be applied to any component. end ere for"dry condition"of use. 4. Y 1 4 Q` TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing atoll supports shown.Shim or wedge if fabrication,handling, necessary. 4E b RIO- 6. shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl 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(III(III TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits ndsize oplate 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(SdiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII 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 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Re 2x6 KDDF #1&BTR T2 ( on- p) 1- 2=( 0) 74 2-10=(•312) 2156 10- 3=( 0) 180 BC: 2x6 KDDF #1&BTR 2- 3=(-3054) 540 10-11=(-312) 2154 3.11=( •262) 220 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( O.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( 88.0)= 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: IC CONC LL+DL= 960.0 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 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 oaf) uplift at 24 "oc spacing.' M,M2OHS,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 APPLY \^/ 9" 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. /V\ 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' @ 18'- 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 96O# 12 NOTE:Design assumes moisture content does M-4x6 M-4X6 not exceed 19% at time of manufacture. 10.50 V M-3x4 N10.50 Design conforms to main windforce•resisting 411111111-01,911111111111i4, system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 o • .4 Al IL. cr. v 4,- gimmommimimmmillogimsep ITE_Mimilimimi 41- 12 13 M-3x4 M-1 5x3 110.25" M-6x8 M-1.5x3 M-3x5 0 J, y M-7 (S) , 1562# y y 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 1, y 1-00 26-00 1-00 y 1 JOB NAME : 2610-D MODIFIED PITCH NH - B1 ��vktOs-�PR04,.., Scale: 0.2159 't(7 s>a-P WARNINGS: GENERAL NOTES,unless otherwise noted: <Lr r� (r .3y 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' T.a0 P E 1-' Truss: B1 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 Is the responsibility of the erector.Additional permanent bracing of .c.2.Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10' respectivelyunlessobraced throughout their length by 4� continuous sheathing such as plywood aired where)and/or drywall C. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) • SEC/� 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. "}T OREGON to Q. :. : 6054197 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. �9 2 �(% 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 fug bearing at all supports shown.Shim or wedge if 4 jjJ��� 14 0�' fabrication,handling,shipment and installation of components. 7.Design assumesnecessaadequate drainage is provided. 'R rl 11.. (IIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the bens set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic 9.Digits iconnectocate slze rplatef tdesign ve 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 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 SPACED 24.0' 0.C. 2- 3=(•1313) 436 12.13=(-129) 824 12- 4=(-151) 445 BC: 2x4 KDDF #1&BTR 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 TC 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-- 88=( -7400)33966 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 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 BOG REQUIRED BRG AREA 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 1COND. 2: Design checked for net)-5 oaf) uplift at 24 "oc spacing.) 11-11-11 1' 00 1 f 11-11-11 T 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 1�00 p5 f1-01-11 4-09-02 f 5-00-14 f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' J00-05 MAX LL DEFL = 0.031" @ 13'- 0.0" Allowed = 1.254" 2-01-11 1 MAX TL CREEP DEFL = -0.062' @ 13'- 0.0" Allowed = 1.672" 10-00 10-00 MAX LL DEFL = -0.002' @ 27'- 0.0' Allowed = 0.100' f f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 7 f T 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" 10.50 V M-4x6 M-4x6 NOTE:Design assumes moisture content does M-3x4 not exceed 19% at time of manufacture. „0 6 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=1.6, M-1.5x3 Truss designed for wind loads M-1.5x311111 in the plane of the truss only. vrTAor^ 12 we13 ' 1 O - O8 12 -M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O y y ), 9-08-04 6-07-08 9-08-04 * y * 12-00 14-00 1-00 26-00 1-00 9,tO PROper, JOB NAME : 2610-D MODIFIED PITCH NH - 62 Scale: 0.2015 ��' '@ /y/(7C /°* WARNINGS: GENERAL NOTES,unless otherwise noted: 4. ' P G. 1-'� rf IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the rem sibility of the building designer. 3.Additional temporary bred to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at npo ry b 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/"!� . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(9C). �`" 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 b fit/ 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. SEQ. : 6054198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �l"f^ t� 1 (�� �1�' design loads be applied to any component. and are for"dry condition"of use. V i' 6.Design assumes hill bearing at all supports shown.Shim or wedge if t� i TRANS I D: 407 743 5.CompuTrus has no control over and assumes no responsibility for the necessary. C f`�^ 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 VIII VIII Ell Intl IIII IIII PJwhich furnished request. MiTekUSA,Inc./CompuTrus Software 7.6.6(1L)E lines coindde with joint center Ines. 9. cicoaFForbindicate otectorplte design values see ESR-1311,ESR-1888(MITek) EXPIRE5;12/31,2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 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- 8=(-128) 1107 3. 8=(•410) 357 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3=(-1368) 306 8- 9=( -71) 717 8. 4=(•237) 737 WEBS: 2x4 KDDF STAND 3- 4=(-1256) 463 9- 6=(-128) 961 4- 9=(•237) 737 LOADING 4- 5=(-1257) 463 9- 5=(-410) 357 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 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" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -212/ 1206V -303/ 303H 5.50' 1.93 KOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -212/ 1206V 0/ OH 5.50" 1.93 KDOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.I 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T f 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" MAX LL DEFL = -0.042' @ 8'• 9.2" Allowed = 1.254" MAX TL CREEP DEFL = -0.078' @ 8'- 9.2" Allowed = 1.672" 12 M-4x6 12 MAX LL DEFL = -0.002" @ 27'- 0.0' Allowed = 0.100" 10.50 V "J 10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" n 4 4"Fn' MAX HORIZ. LL DEFL = 0.020' @ 25'- 6.5" IF 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), load duration factor=1.6, M-1.5x3 T MM M-1.5x3 Truss designed for wind loads in the plane of the truss only. v /1, •cr v'. r.A " �v V 8 6 9 O o M-3x4 M-3x4 M-3x4 M-3x4 o M-3x5(S) 8-09-04 8-05-08 8-09-04 y y 1, 10-00 16-00 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - 63 (N p PR°FF�,si Scale: 0.2034 \� WARNINGS: GENERAL NOTES,unless otherwise noted: w p I]C-G.p E q 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 . r Truss` 63 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 responsibibty of the building designer. ;,N' 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 responsibility permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +� is the res nsibili of the erector.Additional continuous sheathingsuch asplywood sheathing(TC)C and/or d gg `- 9R s rywell(eC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s1 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. "}r OREGON 1,((' 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, G� �� A design loads be applied to any component. and are for"dry condition"of use. 4 14 2.0 �'�•- TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if {� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R Ft",-L: 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 IIII I 11111 VIII VIII 111 VIII VIII 110 MIDi TPInNiCA in BCSI,copies of which will be furnished upon request lines coincidewith jointain tines. 9. indicate size offpplatete Inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(IiTek) EXPIRES:12/31/2015 1EIIIIIII 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 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.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 8-13=(-179) 128 TC 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- 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24"0C VON. 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 BAG REQUIRED BAG AREA 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 111-11-11 00-10 11 11.11 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1 00- 5 2-01-11 4-09-02 5-00-14 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" I, T, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12-01-111 1-00-05 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 10-00 MAX LL DEFL = -0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0.133' 12 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5' 10.50 V M-4x6 'J 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5' M-4x6 NOTE:Design assumes moisture content does M-3x4 not exceed 19% at time of manufacture. 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=1.6, M-1.5X3 M-1"5x3 Truss designed for wind loads in the plane of the truss only. Ahhhk• II\11 ✓ o r}' 1ui 12 13 1 YYY o o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 I ), y 1, 9-08-04 6-07-08 9.08-04 I ), I 12-00 14-00 I I 1 /- 1-00 26-00 1-00 ` 0 RR0,PE:, JOB NAME : 2610-D MODIFIED PITCH NH - 64 Scale: 0.2015 �C�5 7 �'oq WARNINGS: GENERAL NOTES,unless otherwise noted: •g� PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B4incorporation of component Is the responsibility of the building designer. /y 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 r,/",�rr �'""" DES. BY: U 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++ S t/'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. "}r ,�y_OREGON W SEQ. 6054200 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 9!4 y 0\ �. and are for"dry full n"of use. 7. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the necessary. R9p I�� $ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.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 III I VIII VIII VIII III TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincidetwith jointiain nchs. 9.Digits ndsize oplate etoinches.In . MiTek USA,lnciCorrlpuTrus 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 26'- 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 2-10=1-153) 9693-10.(-254) BC: 2x4 KDDF RI&BTR SPACED 24.0" O.C. 2- 3=(-1313) 336 10-11=( ) 0.14=(-224) 240 WEBS: 2x4 KDDF STAND ( ) ( -92) 821 10- 4= -124 435 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'OC 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 BAG REQUIRED BAG 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) Connector plate prefix designators: 26'- 0.0' -193/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) 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" 9-11-11 6-00-10 9-11-11 MAX LL DEFL = -0.031" @ 13'- 0.0' Allowed = 1.254' MAX TLCREEP DEFL = -0.003' @ 27'- 0.0" Allowed = 0.133' MAX T 5 00-14 T 4-10-13 T 3-00-05 f 3-00 05 T 4-10-13 f 5-00-14 f MAX BC PANEL TL DEFL = -0.148' @ 4'- 8.5" Allowed = 0.591" 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5' 10.50 V M-4x6 M-3x4 M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5' # 5 a� 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=23.6ft, 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 rill .M-1.5x3 Truss designed for wind loads in the plane of the truss only. v v v .r. .=,, 10Nhr v 11+ M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 O ,l y y y 9-08-04 6-07-08 9-08-04 i' y ,1- 12-00 14-00 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 ,<0' Ci �Nfi© VSs, Scale: 0.2270 C'5 {li n/; „p dy WARNINGS: GENERAL NOTES,unless otherwise noted: n 7 rp'c-j -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 Q' .72 0$f E i-- Truss: B5 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 1 , �jasr the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;. n DATE: 9/9/2014 Po ty g 3.2x Impact bridging oftrus orlate alb bracing required where shown++ OREGON Jo 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. : 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, //�� �r 1 - \�'E. design loads be applied to any component and are for"dry condition"of use. /;,,r '7`4' 4 (' TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibil ty for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �v., fabrication,handl) necessary. s p /� .Folio. 8.This design is furnished)subject to andhe Imitations(set forth bye 7.Platesnshall be locateassumes d uoneboth facgese i of truss,and placed so their center 111 Ell III III I VIII VIII VIII II TPINYfCA in SCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. 9.Digits Indicate size of plate In Inches. 10. t 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 IIIIIIIIIIfiI 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 #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2.10=(-446) 2306 3-10=(-133) 227 2x6 KDDF #1&BTR T2 2- 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 BC: 2x6 KDDF #18BTR LOADING 3- 4=(-3159) 727 11-12=(-526) 2863 10- 5=(-820) 263 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2341) 593 12- 8=(-41D) 2306 11- 5=(-189) 791 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2341) 593 5-12=(-820) 262 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 6- 7=(-3160) 727 6-12=(-100) 1152 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0' TO 18'- 0.0' V 7- 8=(-3306) 710 12- 7=(-133) 227 BC UNIF LL( 0,0)+DL( 50.0)= 50.0 PLF 18'- 0.0' TO 26'- 0.0' V B- 9=( 0) 75 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 �COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 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 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052' @ 25'- 6.5" 1' T T T NOTE:Design assumes moisture content does 3-11-11 4-00 5.00-05 5-00-05 4-00 3-11.11 not exceed 199s at time of manufacture. 597.30# T ;597.30# Design conforms to main windforce-resisting 12M-4x6 M-4x6 \12 system and components and cladding criteria. 10,50 V M-3x8 V 10.50 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4* T21 � (All Heighis),fEnclosed, Cat.2, Exp.B, MWFAS(Dir), Truss designed for wind loads in the plane of the truss only. M 1.5x3 M-1.5x3 ✓ v - MO I-(` i MA v o M-3x8 M-3x8 110.25" M-3x8 M-3x8 \ G M-7x8(S) 1, 1, 1, .1 y 7-07-02 5-04-14 5-04-14 7-07-02 1. 1, 1, 1-00 26-00 1-00 O PRQFFS JOB NAME: 2610-D MODIFIED PITCH NH - B6 Scale: 0.2284 �`' 0 WARNINGS: GENERAL NOTES,unless otherwise noted: . 1•"" 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 Truss: B 6 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibibty of the building designer. J 3.Additional temporary bracingto Insure stabikty duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at a1✓ Pil ry 2'o.c.and at 10'o.c.respectNely unless braced throughout their lenggt�h by ",,f.fin . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). (r DATE: ,9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L 'OREGON �/ SEQ. : 60542 02 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. 1K ^, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. 1' design loads be applied to any component and are for"dry condition"of use. T TRANS I D: 407 743 s.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 1 4 O P necessary. '+, RF1 ILA- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIANTCA In BCSI,copies of which )� request joint center Nnes. MITe USA,lnc/CompuTr Software 7.6.6(1LE 10.Iect9of FFur basic coonnorpledesign values see ESR-1311,ESR-19t8(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 91&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 75 2-4=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. 2-3=(0) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. 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 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 psfl 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 = 0.004" @ 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 'I f system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.50 V (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. to O 0 N V /.3x4 O y y 1-00 'PROVIDE FULL BEARING;Jts:2,3.4J 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 ��� n pN(1F�S�i, Scale: 0.5116 �� 3WARNINGS: GENERAL NOTES,unless otherwise noted: hh rrr/��� ��,,,: 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T.927/7 •P E Truss: BJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper r'"� " 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ' a. 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 and 4.Installation of truss Is the responsibility of the respective contractor. -7 ,c`OREGON b, 4lj/ SE Q. : 6054203fasteners 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 ,,, design loads be applied to any component. and are for"dry condition"of use. /Q 4)' 7 4 2.° ."1{�' 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 e� necessailli , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R tiO,. v 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 I VIII'II VIII Ell III VIII'III'IIITPIANTCA In BCSI,copies of which will be furnished upon request. Ilnes cdndde with joint center 9.Digits Indicate size of plate In Inches. 10. L 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 10'- 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 #1&BTR SPACED 24.0" O.C. 2-3=(-61) 104 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT 0= 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 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -12/ 364V -48/ 139H 5.50" 0.58 KDDF ( 625) 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 'COND. 2: Design checked for net(-5 psfl 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 IC 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" 3-11-11 MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9" f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 -/ Design conforms to main windforce-resisting 10.50/ 0 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=1.6, Truss designed for wind loads o in the plane of the truss only. 0 m v o� ��4 y' 0 M-3x4 y ), y 1-00 I PROVIDE FULL BEARING:Jts:2,3.41 10-00 �,c 0 PRO, Scale: 0,5025 .-Ir/r/(yry a� JOB NAME: 2610-D MODIFIED PITCH NH - BJ2 5, (f"N/("J � WARNINGS: GENERAL NOTES,unless otherwise noted: ( T.,- "?E C" 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 ? and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: BJ 2 Incorporation of component Is the responsibilty of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at �r 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,.""'"•mow . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -418 DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracingbrequired wherereshown++ -qG ` OREGON b, w;// 4.No load should be epphed 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 non-corrosive environment, }. ,-{ design loads be applied to any component. and are for"dry full bearing of use. i- TRAN S I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 8.nDecesae assumes full bearing et all supports shown.Shim or wedge If �© e 14r� �V fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. - 14 f'1 I 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincidei with Joint center Ines. 9.Digitsnindicate size oftplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11EIIIIIII 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=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-317) 148 WEBS: 2x4 KDDF STAND 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BUG 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) Connector plate prefix designators: 10'- 0.0" -49/ 259V 0/ OH 5.50' 0.41 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc apacino.I 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' 1' T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.238" 1 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-1.5x3N it MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.3' MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3' 12 y 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor=l.6, i:- Truss designed for wind loads cp in the plane of the truss only. v r,- All .„. cr o/- o t��5 M-3x4 M-1.5x3 y y y 1-00 'PROVIDE FULL BEARING;Jts:2.4.5I 10-00 .�,0 PR°F JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 IN si Scale: 0.4650 %lti Q4 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �-f7C` '. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .g ♦F'1. 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. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the res nsibli of the erector.Additional2'o.c.and at 10'o.c.suchas respectively unless braced throughout their length by + 4ae"" po ty permanent bracingof continuous sheathing such as plywood sheathing(TC)and/or drywalBC). h. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * r h +i SE /� 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. -7 OREGON Ct/ SE Q. : 6054205 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G. �� A design loads be applied to any component. and are for"dry condition"of use. 1r )'' 1 4 �,O ^�- TRANS I D: 407743 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at an supports provided. shown.Shim or wedge if S/ t fabricat 6.This design ssary. sis furnishedIisubject to the imitationspment and Installation (set components.rth by8.Platesne7. shall be locaten assumes gd on both faces drainage of truss,and placed so their center `�� 1111111111111111 VTPIIWfCA in BCSI,copies of which will be furnished upon request. lines Indicate with joint aIn nche. 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-1968(NEN() EXPIRES:12/31/2015 1111 141 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 1.2=) 0) 75 2-5=(-156) 192 3-5=(-259) 212 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-307) 144 WEBS: 2x4 KDDF STAND 3-4=( -88) 41 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' -41/ 532V -96/ 251H 5.50' 0.85 KDDF ( 625) 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, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ONO. 2: Design checked for net(-5 poll 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" 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" T I 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' MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.3' MAX HORIZ. TL DEFL = 0.002' @ 9'- 9.3" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 7 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. + Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only. 0 r` v 7,- 4 All11111111116. 4.. o/ a5 -/ Cs M-3x4 M-1.5x3 > ), y 1-00 [PROVIDE FULL BEARING:Jts:2.4.5I 10-00 � t0PR04, JOB NAME : 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 ��CI Jpl s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: .7 P E 11 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 7 and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s s: BJ 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ength by ilr• DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �r rte, Iss." po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / /� 4/ 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. 7 ,¢ SEQ. : 6054206 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, /... q, 14 �N� TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 6. 2 �, 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If 44(i?p fi fabrication,handlDesign assumescessary. r'1 R r1..�- V ng,shipment and installation of components. 7.Design adequate drainage is provided. r'1 1l 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 IIIIIII VIII VIII VIII VIII VIII VIII'III'III TPIMlrCA in BCS',copies of which will be furnished upon request. 9.'ines Digits indicide sizejofjoint plate incenter 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:12/31/20155 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/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) q BC: 2x6 KODF #1&BTR 2.3=(--492) 243 5-6=(-292).6=(-292) 9210 2.6=(-879) 1042 4-7=(•1755) 441 SPACED 24.0" O.C. 2.3= ( ) WEBS: 2x4 KDDF STAND; ( -492) 164 910 6-3o •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 BOG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 CONE 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" ICOND. 2: Design checked for net(-5 psfl 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 INC 2012 NOT BEING MET. MAX LL DEFL = 0.019" @ 4'- 7.2' Allowed = 0.454' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058' @ 4'- 7.2" Allowed = 0.606" M,M2OHS,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 1-01-13 MAX HORIZ. TL DEFL = 0.006" @ 9'- 10.3" T f T NOTE:Design assumes moisture content does 4-09 4-01-03 T 1-01-13 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.50 V 14-4)(6=M-10)(10 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' Trussduration designedfforwind o6loads in the plane of the truss only. M-3x5 N- /41111A 0 0) cr 0 r:- libli o ® I■I_ 1. M-3x4 M-5 3x6 6 M-8x14 7 M-1.5x3 y y j1017# �71, # y 4-07-04 3-11-08 1-05-04 ,k y 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - Cl Scale: 0.2850 C''; '''.7/7//-/Y (PRJ`4`�brV9n' WARNINGS: GENERAL NOTES,unless otherwise noted: 4/� r r r r V/ Cl 92 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual . ,P E t"' Truss: C 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 responsibmty 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 1 404101.4 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywal C). ,r- WNW, , DATE: 9/9/2014 building 9 3.2x Impact bridging or lateral bradng required where shown++ Cr 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 3-' OREGON ii./ SEQ. : 6054209 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, 2 �� i - design loads be applied to any component. and erefor"dry condition"of use. 4.2 .74k 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 �Q, fabrication,handling,shipment end installation of components. necessary. ` t�` 6.This design is furnished subject to the limitations set forth 7.Design assumes adequateatedon drainage is truss,a -` rl t 1. IIIIII II II VIII IIII VIII VIII VIII IIII IIII g 1 by 8.Plates shall be located both faces of truss,end placed so their center TPIIWfCA In BCSI,copies of which willbe famished upon request. lines coincide with joint center Anes. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDOF g18BTR SPACED 24.0" O.C, not exceed 19% at time of manufacture. TO LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 ' 1 T 12 12 IIM-4x4 a 6.00 6.00 M MillilillIlIlIlIO o to o. s �' M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 y ) ) 1-00 22-00 1-00 ,i\tO PR Ope JOB NAME : 2610-D MODIFIED PITCH NH - D1 Scale: 0.3532 60 ti`'cl o 14, WARNINGS: GENERAL NOTES,unless otherwise noted: l,C' !( F L 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:: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper r 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 ,/"r,�rr , DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 1114 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 ((f SEQ. : 6054210 4.No load should be applied to any component until atter all bredng and 4.Installation of truss Is the responsibility of the respective contractor. 7 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, . ZA design loads be applied to any component. and are for"dry condition"of use. �} 1 4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.nneecessa ssumes full bearing at all supports shown.Shim or wedge If �P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n t"'� 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center ch will be furnished upon ines e with joint center lines. IIIIIII11111I1111111111IIIIIIIIIIIIIIIIIII MiTa SA,Inc./CompuTrusPI/WTCA in BCSI,copies of iSoftware 7.6.6(1 L)-Eraquest. iO.IFFobsicconnector Indicate size oplatedesign late In cvaluessee ESR-1311,ESR-1988(MITek) EXPIRE5:12t3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( O) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR 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 TLOADING 4- 5=(-1318) 338 9- 5=(-311) 220 C LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 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 OVERHANGS: 12.0' 12.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LIMITED STORAGE ODES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 22'• 0.0" -119/ 1038V 109/0/ 10 OH 55.50" 1.66 KDDF 625 .50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002° @ -1'. 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'. 0.0" Allowed = 0.133" MAX LL DEFL = -0.043° @ 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" f f 5-09 04 ''' MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' 5-02-12 5-02-12 5-09-04 T , , NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 M-4x6 .S.16.00 Design conforms to main windforce-resisting 4 ' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 \ / co 0 O MF coo MF __ o 8 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1, 1, 1, 1, 7.06-03 6-11-11 7-06-03 y y y 12-00 10-00 y1-00 22 0o J, y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 Scale: 0.2646JK� � /�yN ��b7�p� `'�/9 WARNINGS: GENERAL NOTES,unless otherwise noted: a[ I .! .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S P E 1`` Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 91j�/�. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibmty of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'continuous and at ea o.c.respectively chasplywood unless braced throughout their length by � � ' DATE: 9/9/2014 the overall structure is the responsibilityof the buildingdesigner. sheathing such as required sheathing(TC)and/or drywall C. CC 9 3.20 Impact bridging or lateral bracing where shown++ ) VI /•�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. -7y OREGON `V: SEQ. : 6054211 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, �/ �� Q\1} TRANS I D: 407743 design loads be applied to any component and are for"dry condition"of use. n 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 O- h, ng,shipment and installation of components. 7.necessary. T) -. fabrication,handsprovided.s A� R 1�1 6.This design Is furnished subject to the limitations set forth by 8.PlatDesesnshall be locateassumes d uoneboth faces se i of truss, nd placed so their center 'Y/ t� IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITTpeUSA,lnc/CompuT us'SoftIware 7.6.6(1 L)E request. de with joint center Ines. 9.10.lines o baInciconnectoroplaatte design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1E11111111 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 0/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N1&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 'COND. 2: Design checked for nett-5 osf) uplift at 24 "pc 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 IC 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' T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 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 N Tr o ►�4 0 M-3x4 y ), y 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 8-00 k(c c4 PROF 6,, JOB NAME: 2610-0 MODIFIED PITCH NH - J1 Scale: 0.5876 �`' I9 �9 /d- WARNINGS: GENERAL NOTES,unless otherwise noted: Q. 792S, SPE PI; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r S 2Truss: J1 and Warnings before construction commences, building component.Applicability of design parameters and proper / • .2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �aa� 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at �/�""" po ItY 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by +,tea,- DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywat(6C). 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 I 4.No load should be app1ed to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. 2 SEQ. : 6054212 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i, 74 j• 1 4 Q" design loads be applied to any component. and are for"dry condition"of use. g PPI 6.Design assumes NII bearing al all supports shown.Shim or wedge if TRANS ID: 407743 5.CompuTrus has no control over and assumes no responsibilityents.for the necessary. C} Rt; fabrication,handing,shipment and installation of components. 7•Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIA'IIIA IIIA IIIA'Hill''IIIA III 11 TPINVTCA In BCSI,copies of ich will be furnished upon request. M e USA,lnC./CompuT us re 76.6L)-E Ilcolndde with joint center Ines. 1DIgiscicooeobinectorplte design values see ESR-1311,ESR-1988(liTep ' EXPIRES:12/31/2015 • IIIIIVIII 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" O.C. 2.3=(-85) 95 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 SO.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) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.I 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" 3 11.11 MAX TC PANEL TL DEFL = -0.037" @ 2'- 2.2" Allowed = 0.469" 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 'I 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), o load duration factor=1.6, r Truss designed for wind loads in the plane of the truss only. c; v -/- 4 0 o� ►� ►�4 M-3x4 1- y y 1-00 [PROVIDE FULL BEARING:Jts:2.3,41 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J2 ,se''' (5'S ���t-��'nNfi�ccnfi���(5S Scale: 0.5501 t! t it (�* WARNINGS: GENERAL NOTES,unless otherwise noted: '*N i7//�DL` 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 L Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ;/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at ,rater 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 �ra� 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++ /�� 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 ,i`OREGON 40 SEQ. : 6054213 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, G "7 \� t` design loads be applied to any component. end are for"dry condition"of use. //y }f 7 4 rL� •+i• TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if V r y �{ fabrication,handling,shipment and installation of components. 7.Design necessassumes adequate drainage is provided. R RIO- 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 canter VIII[II IIII III I III I VIII I III[III[IllTPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. 10. r+ 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/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=(-135) 129 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 msf) 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" )y 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), o load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. ! in v r/- 4r .4 0 M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J3 co ��1((('''�INEprr,,,,`�s/0 Scale: 0.4659 '''7/7//17 /17 WARNINGS: GENERAL NOTES,unless otherwise noted: 1' .A ((p/E 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 7 r� and Warnings before construction commences. building component.Applicability of design parameters and proper Al Truss: J 3 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. le/r ��r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I/f`/s1"' DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenngptthh by r,�arr po ply continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n /.' 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 a v/- 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9 SEQ. : 6054214 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. '4, \ �� design loads be applied to any component and are for"drycondieon"of use. Q Y 14 tv. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6•De�ssassumes full bearing at all supports shown,Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'i R 10- 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 111111111111111111111 TPINVTCA In BCS',copies of which will furnished upon request. pigs coincide with jointfcenter lines. 9.Digitssndsize oplate o inches. In I� MITekUSA,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 • 811IIIIIII 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" O.C. 2.3=(-186) 162 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 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 SO.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" MAX TC PANEL LL DEFL = 0.580" @ 4'- 8.5' Allowed = 0.662' --/ MAX TC PANEL TL DEFL = -0.555' @ 4'- 5.8' Allowed = 0.993' �( MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" li 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 windfarce-resisting system and components and cladding criteria. 10.50 V 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 0 in the plane of the truss only. v 0 r; v r/- v o� 01/21 "/ 4�� 0 1 M-3x4 1- ), y 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,4.31 ti�t0 PROP JOB NAME : 2610-D MODIFIED PITCH NH - J4 Scale: 0.4089 �5� IN sj49 o WARNINGS: GENERAL NOTES,unless otherwise noted: �w� (1 ) 'D 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 �J . 4 f 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 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.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by aa+ po ty permanent bracingof continuous sheathingsuch as ) "; ° plywood sueadhrCs +drywall C. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ � �' I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 OREGON 4.1 S EQ 6054215 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, G 4, \ design loads be applied to any component. and are for"dry condition"of use. /� '�y 3' 14 2- Q"'k" TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If ,ry. fabrication,handling,shipmem and installation of components. Design e ?R V` SJ p 7.Design assumes adequate drainage is provided. 5.. 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 11111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. gcoincideIntwith joint acenter 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 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(0) 0 BC: 2x4 KODF #18BTR SPACED 24.0" 0.C. 2-3=(-315) 289 3-4=(-145) 70 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/ 313H 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,M20HS,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.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' Id MAX 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 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=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. orn v c.,,_ MMIIMMIIMIIMMIIMM 5►_� M-3x4 y ,1 > ), 1-00 8-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 .,,to PR QFE�, JOB NAME : 2610-D MODIFIED PITCH NH - J5 Scale: 0.367D � c 'CI �" g9` o9 WARNINGS: GENERAL NOTES,unless otherwise noted: (,r a 92®P G t-- 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 ,/ and Warnings before construction commences. building component.Applicability of design parameters and proper s , T r u s S: J 5Incorporation of component is the responsibility of the building designer. / 2.204 compression web bradng must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at �rrj�► 3.Additional temporary bradng to Insure stabiity during construction 2'o.c.and at 10'o.o.respectively unless braced throughout their le th by wmr" , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). "- (� DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ,� OREGON /,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsidlily of the respective contractor. ,p� 4/ A..- SEQ. : 6054216 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, Lf '"� p�� design loads be applied to any component. and are for"dry condition"of use. Q 1 4 A 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 ry. p t` 0 fabrication,handling, Design assumes r'i R 1 bk shipment and installation of components. 7.Design adequate drainage is provided. +7 fl. 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 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will furnished upon request. Digit cdicawith jointfcenterinches 9.Riess indicate size oplatein(Ines. 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:12/31/201.5 • 1E1 1111 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 81&BTR SPACED 24.0" O.C. 2-3=(-401) 371 3-4=(-132) 57 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*0L( 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 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -351/ 517V 0/ OH 1.50" 0.66 KDDF ( 625) M,M2OHS,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 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 spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'. 0.0" Allowed = 0.133" MAX TC 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 10.50 1/ system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o load duration factors;.6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads O in the plane of the truss only. 0 W. Pleimmi O PE.4 50......1 M-3x4 y ), y ), 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.5,3.4( ` c0 PR 04- JOB NAME : 2610-D MODIFIED PITCH NH - J6 INi Scale: 0.3221 \�� ir Q WARNINGS: GENERAL NOTES,unless otherwise noted: X444 '(�`2 0 o P E 1111 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 -3G *f I.. Truss: J6 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 stabiity during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by r 4/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „'"" r=Ne," DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fCC /� 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. '}X OREGON 1x Ztf SEQ" : 6054217 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, e- .', O� +A. design loads be applied to any component, and are for"dry condition"of use. ti -7)' 14 2,.. �4, TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If y fabrication,handling,shipment and Installation of components. necessary. / ,,,,` t V 6.This design is furnished subject to the imitations set forth T.Design assumes adequateondrboth is podded. 1 4 IIIIII 111111 I II II II VIII VIII Eli (III(III g bl by 8.Plates shall ba with n on nter nese of truss,and placed so their center TPI/WfCA In BCS(,copies of which will be furnished upon request. lines coindda with joint center Ines. 9.Digits indicate size of plate in Inches. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII Mil 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=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 41 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' -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, 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 TO 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 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19k 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), /4 load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 (.1 NI 0 p O/- 4I►�� M-3x4 3, ), y 1-00 2-00 !PROVIDE FULL BEARING;Jts:2.4,3I PROp JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 Scale: D.6B„ �5 / I" s/O WARNINGS: GENERAL NOTES,unless otherwise noted: ki. y. I" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92•O P E r Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper /'' Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2 o.c.and at 10'o.c.respectively unless braced throughout their length by 1 4600 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ¶te Ir 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 end 4.Installation of truss is the responsibility of the respective contractor. -f� OREGON l�i✓ SEQ. : 6054218 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 407743Lr�/ 1 le �� design loads be applied to any component, and are for"dry condition"of use. 2•Qty.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing ng at all supports shown.Shim or wedge if AA�`I fabrication,handling,shipment and Installation of components. necessary.s `�/E.`t�(�l t k„ P Po 7.Design assumes adequate drainage is provided. rlI fl 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 Bill VIII VIII 111E VIII III IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. git Indicate with joint ain nche. 9.Digits coincide oplate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 • 1E 1111 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 #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=(-99) 78 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sof) 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 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 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 0 MAX HORIZ. TL DEFL = -0.001' @ 3'- 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. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads M in the plane of the truss only. v/- o C. ►/ 4►� M-3x4 y 1, ), ..1- 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I es\t0 PROpe.„, JOB NAME : 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 �co'�45? 1'y�/Y,!?/��)IN si WARNINGS: GENERAL NOTES,unless otherwise noted: 'Ct '21 7 M �" ' 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 92I I P E r Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/rJ " 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: W is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ ' po sly permanent of continuous sheathingsuch as �B 'xam4 plywood sheathing(TG)where sown+drywall C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'r `� c+ /1 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON .t,i SEW. : 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, L �. design loads be applied to any component. end are for"dry condition"of use. �) 41, 1 4 2:;37` ' �,- '. 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 V 0 fabrication,handling,shipment and installation of components. necessary. provided.s R R l f { 6.This design is furnished subject to the limitations set forth by 8.Plates Design teshall be locatedadequate both faces of of tr ss,and placed so their center by 111111111111111111111 TPINVTCA in BCS',copies of which will be furnished upon request. git coincidewith joint aIn lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CORIpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111E 1111 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 #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=(-148) 113 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE. DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for netj-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 7 not exceed 19`s 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), o load duration factor=1.6, Truss designed for wind loads r; in the plane of the truss only. o Li) v v o/- o /II q��4 ; y ,1 y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 �v,tp PROpe JOB NAME : 2610-D MODIFIED PITCH NH - SJ3 Scale: 0.4958 �5� �" s% WARNINGS: GENERAL NOTES,unless otherwise noted: Z4.1 nn ?//17 c1- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual a • (= { and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 3 Incorporation of component is the responsibility of the building designer. .r' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le lh by ",parr > 4`4 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). /'" 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 to 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. '9 SEQ. : 6054220 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4- -if,,'7 14 Oft* A. design loads be applied to any component end are for"dry condition"of use. cf �1.. 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 �I fabrication,handling, necessary. '/ �RyL shipment end Installation of components. 7.Design assumes adequate drainage is provided. t"1 P 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 11111111111111111111111 1111111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center Ines. 9.Digits Indicate size offplate in Inches, c. o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RES:12/31/2015 - IIIIII IIIIIII 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 #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=(-199) 147 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+OL( 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' -9/ 248V -96/ 251H 5.50" 0.40 KDOF ( 625) Connector plate prefix designators: 1'- 9.2" -179/ 315V 0/ OH 5.50" 0.50 KDDF ( 625) C,CN,C18,CN18otror no prefix)g LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -147/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) ( = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. {COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacinp.] 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 = 0.010" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" �� 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 4 0 n v v - 0 M-3x4 y ), y J' 1-00 2-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,4,3j JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 5‹�� �iva �`5i Scale: 0.4121 (? � q Ty 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4�cr ref �D r -5s� 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 O OPE Truss: SJ4 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 stabihty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �I Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r � DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' 4 OREGON. 4/C SEQ. : 6054221 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lf/'i't �\ �. design loads be applied to any component. and are for"dry condition"of use. �,/ -7 1 4 2. ."�- TRAN S I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. DesignDeass I�Z:r?RlL� 7. latesassumes edadequate drainage is provided. C j-f 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center 11111111111111111 TPINVTCA In SCSI,copies of which will be furnished upon request. git indicate with joint tecenter lines. 9.Digits Indlcete size of plate in Inches. C 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 11 111 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 H1&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' -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' -42/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 '1' '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 12 MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6' Allowed = 0.130" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.195" 10.50 V 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" I NOTE:Design assumes moisture content does i not exceed 19% at time of manufacture. I 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 cV ffilliIMQ 8, -,, 1�' 3161210 M-3x4 y y 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 Scale: 0.7753 \��,�� p pN RV en JOB NAME: 2610-0 MODIFIED PITCH NH - SJ5 C....1 ''-• 4- WARNINGS: GENERAL NOTES,unless otherwise noted: 71� Fir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual t' .9G„C G r and Warnings before construction commences. building component.Applicability of design parameters end proper IPJ Truss: SJ 5 incorporation of component Is the responsibilty of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,amp 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ' 0011' DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 19 CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^W SEQ. : 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 4- v Q� A. design loads be applied to any component. and are for"dry condition"of use. .0 1 4 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 p 0.'necessary. ` RRtit�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 8,This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111 TPIANTCA in BCS(,copies of which will be furnished upon request. 9.(ines Digits indicde ate sl e) ofnt plate Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES;12/31/2015 11E1111This 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 #1&8TR LOAD DURATION INCREASE = 1.15 1-2=(-92) 79 1.3=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. IC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG 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) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -42/ 98H 5.50' 0.21 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' -35/ 77V 0/ OH 5.50' 0.12 KDDF ( 625) 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 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 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 10.50 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 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" 0 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=20.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. c%; v/- oPI o� 1 IIIII 3► M-3x4 y y y 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:1,3,21 R at JOB NAME: 2610-0 MODIFIED PITCH NH - SJ6 Scale: 0.6275 ����°�D PNyc��`�"�/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4iJ '! r ! I 7 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 •PE 1-- Truss: SJ 6 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' ,- 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 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. 'js OREGON +;(,j' 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, �,-. ALJ V. �A, TRANS I D: 407743 design loads be applied to any component 6.and are for assumes fulldbeadn let all supports ' 5.CompuTrus has no control over and assumes no responsibility for the Designe shown.Shim or wedge if QAik 4 P fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. R R I L\. v 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 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. O.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 IIIIIIIIIIIIII 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: 204 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-145) 113 1.3=(0) 0 BC: 2x4 KDDF 416BTR 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' -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) 1COND. 2: Design checked for net(-5 paf) uplift at 24 'oc spacino.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX 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" NOTE:Design assumes moisture content does 12 i) 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=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r- 0 in v EIAIIIMIMIMI o, 0 1 . 3 . M-3x4 I I I 2-00 3-11-11 PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME: 2610-D MODIFIED PITCH NH - SJ7 Scale: 0.4961 ,,, ,,,,,r �01-14 � WARNINGS: GENERAL NOTES,unless otherwise noted: CC !9 4 PE r �+ 1.Builder and erection contractor should be advised of at General Notes 1.ThIs design Is based only upon the parameters shown and is for en individual Ti" /' uss: SJ 7 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 tempora bradng to insure stability during construction 2.Dealgn assumes the top and bottom chords to be laterally braced et r� ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�1r",= • DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ QREGON A.(C 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. : 6054224 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, l'`/ •;r_: 4 �fl� ‘,,,-4-, design loads be applied to any component. and are for"dry full bearing of use. 6.Design assumes full bearing u all supports shown.Shim or wedge if �+. TRANS ID: 407743 5.CompuTrus be no control overandassumes no responsibility for the ne signory. Cf `O fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the knitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center coind IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTPI/WTCA In To USA,lnc./CompuTrus I,copies of whISof Il be furnished tware 7.6.6(1 L)of request. linessize e with joint center lines. o Fic ct of plate inches. rplte design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015