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Plans (179) mNN � C A O O y .. H � z zFn0 ox x z 'D z 'a v o z y = z W4r 18'x' m 8'-0' �1�I1 O m L V'V K � � tr 2 11 J1 K12 a ti ti y m An J CL °z z i �yn � N 0 W N \m J �Ag N W AJ3 J a A (2) CL g � jo \j R2 BJ3 �� 0 B J ? 09 1 d � BJ1 n g17 �P , 37"4' 18'4' C CL c ' W4r (` 2 Vf N w ® CONFORMS TO DESIGN CONCEPT 9 ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT n� ❑ NON-CONFORMING—REVISE&RESUBMIT O THIS SHOP DRAWING HAS BEEN RENEWED FOR GENERAL.CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Q i FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR I VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL.OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY « PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia Fukui Date 9/22/14 z „ By: Todd R. Eaton Date: S�teeber 19, 201419, 2014 -< MIIBRANDT ARCHITECTS GT ENGINEERING INC o v c N� NO 'V- a 0 a A O Oni r.. N � b b= c) � z z 0 ID ox x z Z , v z a o x o z -0' 3T4• 18'4• x � o � am, CL BJ1 J S2 v � m � N CL o 0 0 �o Ncl 7 � YI � c �o�m 2) zzZ ' p CL �' _ " t3 p�� AJL;p � � ? Zig y- N �Wp OMop 6pCmAD a3 a2 17 X .6 J1 J m d �v 39'4• �s'4• CIL c �•�• 2 Vt V! ® CONFORMS TO DESIGN CONCEPT ® ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE �+ WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 3 WITH DESIGN CONCEPT ONLY AND DOES WOT RF."l.lEb'E TNF.'. O a FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 1 DRAWINGS:SPECIFICATIONS,AND.APPLICABLE CODES.ALL OF WHICH HAVE HC 2 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. � • OVER THIS SHOP OAAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, y C By Alexia Fukui Date 9/22/14 =c N M I L B R A N Q T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). A w GHN /' ��PROr.F�� GIN tt OR J( tl11111i5 S�fJl�'AL iJ/I/ ��r l xPIRES 6 30/15 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/DOF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( O) 75 2. 9=(-333) 1878 9. 3=( O) 578 13. 7=(-203) 115 BC: 2x6 KDDF If1&BTR 2. 3=(-2651) 479 9-10=(-320) 1760 3.10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-1927) 484 10.11=(-254) 1358 10. 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4. 5=(-1375) 420 11.12=(-254) 1527 10- 5=(-101) 163 TC LATERAL SUPPORT - 1210C. LION. 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 - 1210C. 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 6.12=( O) 275 -- - "' ----'-'--'- ---"- BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 9'- 0.0' TO 17'- 0.0' V 12. 7=( -95) 238 ----------------------------------- NOTE: 20 BRACING AT 2410C 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 BAG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 91- 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' -2561 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 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psfuplift at 24 1 s acin C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.002' It -11- 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' 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' 597.30# MAX HORIZ. TL DEFL = 0.035' It 16'- 6.5' 597.30# NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 10.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-3x6 _ o =M-6x6 M_310 x8 M-311 M-7 M-7x8 is +*6 C) ::M-6x6 M-3x5 2X WEDGE 12 2.75 12 W/(2) M-3X4 TYP. 2.75 2 2.05-08 5-02-12 1-09.04 2-09-08 2-00 2-09 L L L L 1 1-00 2.05-08 9-09-08 2-00 2-09 1-00 17-00 PR JOB NAME : 2610-D MODIFIED PITCH NH - Al �oINfifiOF�ssi Scale: 0.2530 � (GlW'ry WARNINGS: GENERAL NOTES,unless otherwise noted: 4�fj 7J1 f -rJ{ 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 PE Truss: Al and Warnings before constmddon commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing moat be Installed where shown+. Incorporetlon of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and venom drorck c be laterally braced at DES. BY' LJ c o.e.and at 70'o.c.respectively unless braced throughout their Ion gM by • 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 worse structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be appled to any component unfit after al bmdng and 4.Installation or buns is the responsibility of the respective contractor. -yL ,y N �(!� SEQ. : 6054191fasteners am complete and at no me should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �1 OREGON design loads be applied to any component. and are for"dry condition'of use. '7 ZC3 �,. TRANS I D: 407743 5.CompuTms has no control war and assume no responaibllty for the S.Design assumes fug bearing at al supports shown.Shim or wedge If O 14 0p, fabrication,handl necessary. handing,shipment and a limitations n of components. 7,Design assumes adequate drainage is yrovided. 6.This design is furnished subject to the Inrtatlons set forth by 8.Plates shell be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMTCA In SCSI,copies of which will be furnished upon request. linescoincide with joint center Ines. Digit B.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values a"ESR-1311,ESR-1988(MiTek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1. 2=( O) 75 2. 8=(-226) 849 8. 3=( -8) 258 6.12=(-73) 82 Be: 2x4 KDDF #18BTR 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 OF 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. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10. 6=( -32) 64 Be 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 BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -145/ 833V -183/ 191H 5.50' 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0' -95/ 716V 0/ OH 5.50' 1.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP M,M20HS,918HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CON n c e e for rte -5 s u ft at 24 8 06 6 06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -11- 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' @ 81- 6.0' Allowed = 0.804' Ir f 11MAX TC PANEL TL DEFL = 0.059' @ 5'- 9.6' Allowed = 0.727' 12 M-4x4 12 MAX HORIZ. LL DEFL = 0.013' It 18'- 6.5' 10.50 7�10.50 MAX HORIZ. TL DEFL = 0.022' It 16'- 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=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 n factor=All Heights), 1.6Cet.2, Exp.B, YWFRS(Dir), load duration , Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-3x5 8 9 1 et M-3x812 ""7 0 1 M-5x6 M-$1x6 � � M-3x4 M-3x4 C3 a 2 75 $2X WEDGE 12 W/(2) M-3X4 TYP. 2-05-08 6-00-08 3-08-07 0-00-09-00 2.09 1-00 2-05-08 9-09-08 4-09 G � L 1-00 17-00 0 PROFfis JOB NAME : 2610-D MODIFIED PITCH NH - A2 5� 1 si Scale: 0.2574 �� (�,`�+'/�J',QA d� WARNINGS: GENERAL NOTES,unless otherwise noted: (7]/ry 1? 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 PE r and Warnings before construction commences. building component.Applicability of design parameters and proppeer Truss: A2 nco ration of co nerd Is the res nslbi of the bulldin dasi ner. 2.2x4 compression web bracing must be Installed where shown+. r{� Po ib' 9 9 2.Deelpn 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 Ion by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Immppaact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4. Instaietlon of truss is the responsibility of the respective contractor. "� A_OREG0N SEQ. : 6054192 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corroshm environment, deaign bads be applied to any component. and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge If 0P necessary. fabrication,hands rg,shipment and Installation of component. 7,Design assumes adequate drainage Is provided. C 1-1• 8.This design is fumishad subied to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in SCSI,copies of which*1 be furnished upon request. Mies coincide wJoint center ices. 6.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 am ESR-1311.ESR-1 988(MITeIo EXPIRES:12/31/2015 IIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(-87) 173 5-3=( 0) 107 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-281) 1 5.6=(-85) 157 3.6=(-169) 91 WEBS: 2x4 KOOF STAND LOADING 3.4=( -32) 34 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT c 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -35/ 381V -48/ 139H 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 31- 10.9' -147/ 79V 0/ OH 1.50' 0.13 KDDF ( 625) Connector plate prefix designators: 81- 0.0' 0/ 118V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,Cl8,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: Desi n checked for net(-5 sf) uplift at 24 'oc s ecin BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 11 ti AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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 TC PANEL LL DEFL = 0.005' @ 1'- 3.0' Allowed = 0.189' MAX BC PANEL TL DEFL = -0.036' @ 5'- 0.1' Allowed = 0,291' MAX HORIZ. LL DEFL = 0.002' @ 7'- 6.7' MAX HORIZ. TL DEFL = 0.002' @ 7'- 6.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4 w Design conforms to main windforce-resisting 12 o system and components and cladding criteria. 10.50 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 v _ __ s 6 o -- M-1.5x3 CD M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 2-05-08 5-01.03 0-05-05 L L L ). 1-00 2-05-08 8-00 5-06-08 PROFS JOB NAME : 2610-D MODIFIED PITCH NH - AJ2 IN si Scale: 0.4788 � ��! WARNINGS: se noted, 1.Blde and erection contractor should be advised of ea General Notes GENERALThiesign Is based my upoS,union ntheparameters shown and Is for an Individual �92 I/rP7E, Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compreaslon web bracing moat be installed where shown+, Incorporation of component Is the responsibility of the buikkng designer. 3.Additional temporary bracing to Insure stadity during constructlon 2.Design assumes the top and bottom chords to be laterally braced et �,....� DES. BY: LJ is the responsibility of the erector.Additional permanent b ad g of 2'o.c.and at iP o.c.respectively unless braced throughout their Ion by the were)structure la the responsibilityofal build) d continuous sheathing such as plywood sheathIng(TC)and/or drywall(�C). DATE: 9/9/2014 ng eWgner. 3.ax Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component unel after al bradng and 4.Installation of true*Is the responsibility of the respective contractor. "� A_OREGON SEQ. : 6054193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /i! � Z � design bads be applied to any component and are far"dry condition'of use. }� 1.4 O TRANS I D: 407743 5.CompuTrus has no control war and assume no responsibility for the 6.Design necensumes fug bearing at al supports shown.Shim or wedge If Mn ` gyp. fabrication,handling,shipment and Installation of component. 7.Design assumes adequate drainage is provided. "CR R`O- 6.This design ie furnished subject to the Inittions set forth by 9.Plates shall be boated on both faces ofnnstn ,and placed so their center IIIIII III)(IIII III I IIIII IIIII(IIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digit indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values aes ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 II�IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 VAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #16BTR LOAD DURATIONINCREASE = 1.15 1.2=( 0) 75 2.5=(-163) 262 5.3=( 0) 126 BC: 2x4 KDDF #1SBTR 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'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 ERG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -26/ 434V -72/ 194H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -1271 119V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: 81- 0.0' 0/ 150V 0/ OH 5.50' 0.24 KDDF ( 625) C,CN,CI8,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. ICOND. 2: Design checked for net(-5 Psfi uplift at 24 'oc s acin . BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.003' @ 2'- 7.8' Allowed = 0.270' 1-05-06 4-06-05 VAX 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' 12 NOTE:Design assures moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, u� Truss designed for wind loads in the plane of the truss only. M-3x4 _ 5 6 o - - M-1.5x3 C) M-5x6 $2X WEDGE a 2,75 W/(2) M-3X4 TYP, 12 L L L 2-05-08 5-01.03 0-05-05 1-00 2-05-08 8-00 5-06.08 PROVIDE FULL BEARING'Jts:2 4 6 �g PROFFS JOB NAME : 2610-D MODIFIED PITCH NH - AJ3 ,N s, Scale: 0.3928 �� \�",� WARNINGS: GENERAL NOTES,unlessotherwisenoted: 7], 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 92 PE Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and p oyer 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the bullding jner. 2.Dadgn assumes the top and bottom chorda to be laterally braced a 3.Additional resp temporary bracing to Insure stability during construction 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 gem anent bracing of continuous sheathing such as plywood sheatNng(rC)and/or drywall C). DATE: 9/9/2014 the moral structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-+ OREGON 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� AA__ S EliI�. : 6054194 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used In a nonoorrostve environment,design � O�� design loads be applied to any component. and are for"dry condition"of use. Q r 14 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assume full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment7 and Installation of components. necessary. fiR V 0 .Design assumes adequate drainage Is muss,a. CC 8.This design Is furnished Irritations ished subject to ttations set forth by 8.Plainshall be boated on both faces of truss,and placed so their center IIIIII VIII IIID VIII VIII ILII VIII IIII IIII TPINVTCA In SCSI,copies of which will b.furnished upon request. Anes coincide with joint center bras. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basis connector plate design voluessee ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111111 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 /)16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-6=(-163) 262 6-3=( 0) 126 BC: 2x4 KOOF AISBTR SPACED 24.0" O.C. 2.3=(-374) 48 6.7=(-157) 242 3-7=(-261) 169 WEBS: 2x4 KDOF 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0' -26/ 434V -73/ 197H 5.50' 0.69 KDDF ( 625) Connector plate prefix designators: 51- 10.9' -112/ 226V 0/ OH 1.50' 0.29 KDOF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 81- 0.0' -2/ 150V 0/ OH 5.50' 0.24 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin 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' @ -11- 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' @ 21- 7,8' Allowed = 0.270' MAX LL DEFL = 0.000' @ 01- 0.0' Allowed = 0.078' 5 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:Oesign assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, Truss designed M-4X6 intheplanef oftheor wtrussind oonly. M-3x4 v 6 7 M-5x6 M-1.50 0 $2X WEDGE 2.75 W/(2) M-3X4 TYP. a 12 2-05-08 5-01-03 0-05-05 1-00 2-05-08 8-00 5-06-08 FIR JOB NAME : 2610-D MODIFIED PITCH NH - AJ4 IN si Scale: 0.3274 �� d WARNINGS: GENERAL NOTES,unless otherwise noted: (]/r�� -Sy 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 9G P E { Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building dealpner. 3.Additional temporary bredrq to Imure 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'sheathing respectively unless braced throughout their ar.% by continuous sidgingn r such as plywood q heed when s and/or dryvnA@C). DATE' 9/9/2014 the moral structure le the responsibility of the building designer. 3.2x Irt�e ct bridging or lateral bracing required where shown++ � 4.No bad should be applied to any component until after al bracing and 4.Install bon of tons is the responsibility of the respective contractor. ,/ OREGON SEQ. : 6054195 fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used in a non-corrosive environment, L� rl�s O% design loads be applied to any component. and are for"dry condition"of use. O -7 y 4 2, TRANS I D: 407743 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If 2 fabrication,handing,shipment and Installation of components. 7_Design assumes adequate drainage le ovlded. ��R R`�� V 6.This design to furnished sub)ect to the limitationsset forth by 8.Plates shall be located on both faces ofonto s,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYfCA in SCSI,copies of which will be furnished upon request. Nnea 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 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26.00.00 GIRDER SUPPORTING 10.00-00 FROM /8-00-00 TO 26-00.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 20 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2=( 0) 74 2.10=(-312) 2156 10. 3=( 0) 180 2x6 KDDF #1SBTRT2 2. 3=(•3054) 540 10.11=(-312) 2154 3-11=( -262) 220 BC: 2x6 KDDF 111 BC: 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 <= 1210C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20,0 PLF 0'- 0.0' TO 18'• 0.0' V 6. 7=(-3922) 876 6.12=( -272) 1382 BC LATERAL SUPPORT <= 1210C. 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: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0' NOTE: 2x4 BRACING AT 24'OC LION. 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 SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 01- 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. COND, e n checked for net •5 sf uplift at 4 'oc s acin C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3'x.131 DIA GUN M,M20HS,M18HS,M16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in t row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -11• 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. 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034' @ 181- 4.9' Allowed = 1.254' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109' @ 16'- 4,9' Allowed = 1.672' MAX LL DEFL = -0.001' @ 271- 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 MAXIr 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' 960# NOTE:Design assumes moisture content does 1212 not exceed 19% at time of manufacture. 10.507 M-4x6 M-3X4 M-4X6 10.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 101 G1 v v a -- o 10 1112 13 M-3x4 M-1.5x3 0'25 M-6x8 M-1.50 M-3x5 0 M-7x8(S) 11562# 4-11-11 4-07-07 6-09.13 4-07.07 4-11-11 1-00 26-00 1-00 Eg PROF�s JOB NAME : 2610-D MODIFIED PITCH NH - B1 5� INS• si Scale: 0.2159 ��fy J',�,A �2 WARNINGS: GENERAL NOTES,unless otherwise noted: f��///1 j�/7 -9 G 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 Inraviduai 92 P E { Truss: Ell and Warnings before construction commences, building component.Applicability of design parameters and proppeer, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the 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 brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their lar by po ty Pe n9 continuous sheathing such as plywood sheatNng(TC)and lor dryweI C). ry., DATE• 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 4.No bad should be applied to any component until after al bracing and 4.Installation of toss is the responsibility of the respective contractor. "}� +V SEQ. : 6054197 fasteners are complete and at no lime should any bads greater than 5.Design assume trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition. of use. TRANS I D: 407743 S.CompuTrus has no control over and assumes no responsibility for the S.nece�assumes full bearing a<eh supporta shown.Shim or wedge If 1 f- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both lama of truss,and placed so their center IIIIII VIII Illll VIII lilll VIII ILII I'll IIII TPIANiCA In SCSI,copies of which wIA be famished upon request. Ines coincide with Jcenter Ines. 9.Digits Indicate plate In Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values a"ESR-1311,ESR-1988 NiTelp EXPIRES:12/31/2015 11111111111111 IIIVIIIII1 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 81irBTR LOAD DURATIONINCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF MISBTR SPACED 24.0' O.C. 2. 3=(-1313) 436 12-13=(-129) 824 12. 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13-10=(-253) 882 12. 6=(-179) 128 LOADING 4. 5=( 0) 0 6.13=(-179) 128 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 <= 1210C. 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'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 01- 0.0' -267/ 1206V -231/ 231H 5.50' 1.93 KODF ( 625) C,CN,CI8,CN18 (or no prefix) = Compuirus, Inc 26'- 0.0' -267/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) M,M20HS,M18HS,M16 = IliTek MT series 11-11-11 2-00-10 11.11 COND. 2: Desion checked for net(-5 sf uplift at 24 'oc s acin . -11 VERTICAL DEFLECTION LIMITS: LL=L1240, 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' @ -11- 0,0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' 2-01-11 1-00 5 MAX LL DEFL = 0.031' @ 131- 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' @ 271- 0.0' Allowed = 0.133' 12 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5' 10.507 M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5' M-4x6 NOTE:Design assumes moisture content does M 6x4 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. v v 12 13 1 o o M-3x4 M-3x8 M-W(S) M-3x8 M-3x4 0 9-08-04 6-07-08 9-08-04 12-00 14-00 4 L L 1-00 26-00 1-00 PROFS JOB NAME : 2610-D MODIFIED PITCH NH - B2 Scale: 0.2015 WARNINGS: GENERAL NOTES,unless otherwise noted: r� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 72 P E Truss: B2 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 responsibiity of bulMdegner. si 3.Additional temporary trading to Insure stability dudng construction 2.Deei9n assumes the top and bottom chords to be letetherelN bingraced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of T continuous and at to'sheathing respectively unless braced throughout their lenpth by continuous ridging ng such as bracing here s own drywai(BC). DATE: 9/9/2014 the wares aWdws t the responsibility of the building designer. 3.Zx Impactbridging or lateral lending required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Insta bon of truss Is the responsibility of the respective contractor. '9 A_OREGON a �(/ SEQ. : 6 05419 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L! "�� I design bads be applied to any component. and are for"dry condition"of use. 14 �,OP} TRANS I D: 407743 5.ConpuTrus has no control war and assumes no responsibility for the a.Design smfull a baedng at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of componentnecessary. . 7,Design assumes adequate drainage Is provided. M�'R R I4�- 8.This design is furnished subject to the imittions set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII(IIII VIII IIII IIII TPIAMiCA In BCSI,copiP of which will furnished upon request bines coincide wJoint center Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./Com UTrUB Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 20 KDDF 8188TR 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=(-1366) 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 SOAN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0' -212/ 1206V -303/ 303H 5.50' 1.93 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek YT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 26'- 0.0' -212/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CO D. Design c ec ed for net(-5 psf uplift at 24 'ac sac 13.00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' @ 271- 0.0" Allowed = 0.100' 10.50 10.50 MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 4 4'0' MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 25'- 6.5' NOTE:Design assumes moisture content does not exceed 194 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-1.50 M-1.5X3 Truss designed for wind loads in the plane of the truss only. v v 8 9 � Co M-3x4 M-3x4 M-3x4 M-3x4 c M-3x5(S) 8.09-04 8-05-08 8-09-04 10.00 16-00 L L L �I 1-00 26.00 1-00 ED PROF�rS JOB NAME : 2610-D MODIFIED PITCH NH - B3 Scale: 0.2034 WARNINGS: GENERAL NOTES,unless otherwise noted: 7(rr�y7 B3 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9G P E Truss: B3 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shove+. Incorporation of component Is the responsibility of the bulking 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 Me erector.Additional mmnent bred of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenngQth by Po ty Pe n9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). �y. DAT E- 9/9/2014 the moral structure is the responsibility of the building designer. 3.2x Immppaect bridging or lateral bracing required where shown+• "a• 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}� OREGON SEQ. : 6054199 fasteners are complete and at no time should any bads greater than 5.Design assumes"sea are to be used In a non-corrosive environment, L� '�iy 1' design bads be applied to any component. and are for'dry condition'of use. Q r 14 TRANS I D: 407743 5.CompuTrua has no control mer and assumes no responsibility for the 6.De esaa s assumes full beadng at al supports shown.Shim or wedge if �q fabrication,handling,shipment and Installation of components. 7. Design assumes adequate drainage Is provided. MFR R V 4�- 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In BCSI,copies of which vAM furnished upon request. Anes coincide with joint plate In 9.lies oincidIndicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values am ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201.5 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 75 2.12=(-230) 975 3.12=(-245) 216 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2. 3=(-1313) 436 12.13=(•129) 824 12- 4=(-151) 445 WEBS: 2x4 KDDF STAND 3- 4=(-1095) 450 13.10=(-253) 882 12- 6=(•179) 128 LOADING 4. 5=( 0) 0 6.13=(-179) 128 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'OC LON. 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 LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 01- 0.0 -2671 1206V -231/ 231H 5.50' 1.93 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 26'• 0.0' •267/ 1206V 01 OH 5.50' 1.93 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 2-00-10 11-11 s GOND. 2: Design checked for net(-5 sf uplift at 24 'oc ecin 11-11-11 -11 VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 5-00-14 4-09.02 1-LOO-R5 2-01-11 4-09-02 5-00-14 MAX LL DEFL = -0.002' @ •1'• 0.0" Allowed = O.t00" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133' 2-01.11 1.00 5 MAX LL DEFL = 0.031' @ 13'- 0.0' Allowed = 1.254" MAX TL CREEP DEFL = -0.062' @ 13'- 0.0' Allowed = 1.672' 10-00 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 M-4x6 10.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" M-3x4 M-4X6 NOTE:Design assumes moisture content does 6 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. v � C) M-3x4 M 3x8 M-W(S) M-3x8 M-3x4 1 o 6 L I ,1- 9-08-04 6-07-08 9-08-04 L 12-00 14.00 4 L L 1-00 26-00 1-00 Ep PROFFS JOB NAME : 2610-D MODIFIED PITCH NH - B4 I1Cccbii si Scale: 0.2015 B4 WARNINGS:1. Ida and erection cont actor should be advised of as General Notes DIE ThisdesignIs based my L NOTES, upondthe parameters shown and is for an Individual �� 9G /! PE Truss: B4 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 bullding deslpner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chorda c d t merely braced et DES. BY: LJ 2'o.c.and at t0 o.e,respectively unless braced throughout their ler by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such u plywood sheathing(TC)andlor drywas C). DATE: 9/9/2014 the overall structure Is the responMbtity of the building designer. 3.2c Immppaact bridging or lateral bracing required where shown•+ <(/� �1 4.No load should be applied to any component unlit after am bracing and 4.lrntaiation of inns Is the respon siblity of the roepectiv9 contractor. OREGON b SEQ.. : 6054200 fasteners are complete and at no time should any bads greater then 5.Design assumes times are to be used In a nonoovosive environment, + 'N design loads be applied to any component and are for-dry condition"of use. ✓/� '�}" 14 20 TRANSI D: 407743 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes ND bearing at as supports shown.Shim or wedge If V gyp. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage b died. MfiR R V S.This design Is furnished subject to the irritations set forth by S.Plates shall be located on both faces of buss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII III)IIII TPInNrCA in SCSI,copes of which will be furnished upon request. Dies coincide with joint carder Ines. 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(MITek) EXPIRES:12/31/2015 II�IIIIIIIIIII 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 A16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2.10=(-153) 969 3.10=(-254) 240 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2- 3=(-1313) 336 10-11=( -92) 821 10- 4=(-124) 435 WEBS: 2x4 KDDF STAND 3. 4=(-1095) 350 11. 8=(-179) 882 10. 5=(-168) 93 LOADING 4- 5=( -740) 329 5.11=(-168) 93 TC LATERAL SUPPORT - 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -740) 329 6.11=(-124) 435 BC LATERAL SUPPORT - 12'OC. UON. OL 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 BRIG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0' -193/ 1206V -231/ 231H 5.50' 1.93 KDDF ( 625) Connector plate prefix designators: 261- 0.0' -193/ 12O6V 0/ OH 5.50' 1.93 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series COND. 2 Design n check d for net -5 sf) 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' @ -11- 0.0' Allowed = 0.133' 9-11-11 6-00-10 9-11-11 MAX LL DEFL = -0.031' @ 131- 0.0' Allowed = 1.254' MAX LL DEFL = -0.002' @ 27'- 0.0' Allowed = 0.100' 5 00-14 4-10-13 3 00-05 3 00-05 4-10-13 5-00 14 MAX TL CREEP DEFL = -0,003' @ 27'- 0.0' Allowed = 0.133' 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 7 M-4x6 M-3x4 M-4X6 10"50 MAX HORIZ. TL DEFL = 0.028' @ 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=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 M-1.5x3 Truss designed for wind loads + + in the plane of the truss only. T v o 10 11 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 C> L L L 9-08-04 6-07-08 9-08-04 12-00 14-00 L L L 1.00 26-00 1-00 ED PRO JOB NAME : 2610-D MODIFIED PITCH NH - B5 Scale: 0.2270 �5� IN si WARNINGS: GENERAL NOTES,unlass oNerwfse noted: � (]�f 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 92 PE r Truss: B5 and Warnings before construction commences. bulling component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be Installed where shown t. 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 1d'o.c.respectively unless braced throughout their length by 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 Irtpa ct bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.mstaNation of trues la the responel of the respective contractor. p OREGON t!f SEQ. : 6054201 fastener are complete and no time should any beds greater than 5.Dealgn assumes irueaes ere to be used In a non-conoshm environment, design loads be applied to any component. and are for"dry condition'of use. V 4 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If n �(- fabrication,handling,shipment and Installation of components. necessary. �` n`L� 7.Design assumes adequate drainage Is provided. r'1 rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJTCA In SCSI,copies of which will be furnished upon request. Dies coincide with joint center Ines. 9.Dlplta indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values a"ESR-1311,ESR-1988(WTep EXPIRES:12/31/2015 IIII II III IIII 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 M16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 75 2.10=(-446) 2306 3.10=(-133) 227 2x6 KDDF p16BTR T2 2. 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 BC: 2x6 KODF M16BTR LOADING 3. 4=(-3159) 727 11-12=(-526) 2863 10. 5=(-820) 263 NESS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5=(-2341) 593 12. 8=(-410) 2306 11- 5=(-189) 791 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 01- 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 181- 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 8- 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 SO.IN, (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.01 -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 1OPSF LIVE LOAD. TOP COND. Design checked for n 5 sf uplift at 24 'oc s acin . C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,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' @ 271- 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' NOTE:Design assumes moisture content does 3-11-11 11 4-00 5-00-05 5-00-05 4-00 3-11-11 not exceed 19% at time of manufacture. 597.30N 597.30q Design conforms to main windforce-resisting 10.50 M 3x8 12 M-4x6 M-4x6 12 t0.5D system and components and cladding criteria. Q 5 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.50 M-1.5x3 v v o 10 11 12 o M-3x8 M-3x8 0.25" M-3x8 M-3x8 0 M-7x8(S) 7-07-02 5-04-14 5-04-14 7-07-02 1-00 26-00 1.00 D PROFFS' JOB NAME : 2610-D MODIFIED PITCH NH - B6 si Scale: 0.2284 IN � ��i9�r� WARNINGS: GENERAL NOTES,unless otherwise noted: l41 ry 9 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9L P E Truss: B6 and Warnings before construction commences. building component.Applicability of design parameters and proppear 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibilly of the building dasi ner. 3Additional temporary bracing to Irroure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY .LJ Is the respor slbilly of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their b th by continuous sheathing such as plywood sheathing(TC)and/or drywal C). DATE: 9/9/2014the overaI 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 contractm. "� ,/ OREGON SEQ. : 6054202 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non rroshm anvlronme d, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control war and assumes no responsibility for the 6.DesignassumesNu bearing at an supports shown.Shim or wedge If fabrication, shipmentng,ahlpmeand Installation of components. necess7.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 tress,and placed so their center IIIIII VIII VIII III I VIII VIII VIII IIII IIII TPINY7CA In SCSI,copies of which will be furnished upon request. Roes coincide wJoint center Ines. 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 am ESR-1311,ESR-1986(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 4WRIDDFICq=1.00 TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=(0) 75 2.4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2.3=(0) 118 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)*DL( 7.0) ONTOP 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 01- 0.0 -72/ 264V -25/ 85H 5.50' 0.42 KDOF ( 625) 1'- 10.9' -1871 238V 0/ OH 1.50' 0.38 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 101- 0.0' 0/ 79V 01 OH 5.50' 0.13 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net -5 Dsfi uplift at 24 'oc s acin . 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'- 4.8' Allowed = 0.454' MAX BC PANEL TL DEFL = -0.211' @ 5'- 5.8' Allowed = 0.606' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ, TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1.11.11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.50 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N 71'r 0 4 M-3x4 7 L L L 1-00 PROVIDE FULL 8 ARING'Jts:2 3 4 10-00 �Qw�O PROF�s JOB NAME : 2610-D MODIFIED PITCH NH - BJ1 �� ,N s, Scale: 0.5118 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 P E Truss' BJ 1 and Warnings before construction commences. building component.Appicability,of design parameters and pro ppear 2.280 compression web bracing must be installed where shown+, Incorporation of component is the responsiblMy,of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assume the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bred of 2'o.c.and at 10'o.c,respectively unless braced throughout their lenngptth by n9 continuous sheathing such as plywood sheathing(TC)and/or drywap(BC), DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. OREGON 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}>' A_ SEQ. : 6054203 fasteners are complete and at no lime should any bnon- corrosive greater than 5.Design assumes trusses are to be used In a nonorrosive environment, L�/� � � design loads be applied to any component. and are for"dry condition"of use. V 14 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibipty for the S.Design assumes full bearing at all supports shown.Shim or wedge If 0P fabrication,handing,shipment and Installation of components. necessary' MLS p 7.Design hall b el located one drainage Is provided. C R fl V 8.This design is furnished subject to the irritations set lodh by S.Plater shall be located on both faces of luso,and placed so their center IIIIII II II VIII VIII VIII IIII VIII III IIII TPUWiCA In SCSI,copies of which will be furnished upon request pies coincide with'NJcenter Ines.I 9. Digits Indof plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values am 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 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-61) 104 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UO N. 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 01- 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) 101- 0.0' 0/ 86V 0/ ON 5.50' 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 s a s a REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.025' @ 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' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 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 v v� - o - 0 4 M-3x4 1-00 IPROVIDE FULL BEARING:Jts10-00 �rD PR°xFs JOB NAME : 2610-D MODIFIED PITCH NH - BJ2 IN si Scale: 0.5025 � � '�l� Q2 WARNINGS: 9 GENERAL NOTES,unless otherwise noted: 7/l 1.Builder and erection contractor should be advised of as General Notes I.This design is based only upon the parameters shown and is for an Individual 92 P E Truss: BJ 2 aM Warnings before construction commence.. buildiner ncorporetlocomponent. pof component is theof design responsiMAty of the buildinarameters and g 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 stability during construction 2'o.c.end at 10'o.c,respectively unless braced throughout their Ie by DES. BY: LJ is the responsibility of the erector.Additional pennanenbracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall C). DATE: 9/9/2014 the overall structure is the responsibility orthe balding designer. 3.a Irtyre ct bridging or lateral bracing required where shown++ 4.No load should be appled to am component until after all bracing and 4.Instarton of truss Is the responsibility of the respective contractor. ,//�OREGON SEQ. : 6054204 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used In a noncorrosive environment, �� 1i) design loads be applied to any component. and are for"dry condition"of use. d Y 1 4 G• TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports show.Shim or wedge If fabrication,handling,shipment and Installation of components. T Design sssumas adequate drainage Is provided. M"•R R I k - 8.This design Is furnished subject to the Imitation 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 IIII III)IIII TPIANTCA In SCSI,copies of which will be furnished upon request linea coincide with Joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values a"ESRA 311,ESR-1 988(MITek) EXPIRES:12/31/2015 IIIIII I IIII 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 k16BTR LOAD DURATIONINCREASE = 1.15 1.2=( 0) 75 2.5=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF 01&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'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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -661 524V -72/ 194H 5.50' 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 10.9' -83/ 39V 01 OH 1.50' 0.06 KDDF ( 625) Connector plate prefix designators: 101- 0.0' -49/ 259V 0/ OH 5.50' 0.41 KOOF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,916 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, COND. 2: Desion checked for nett-5 sf) uplift at 24 'oc s ac in BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 5-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0,238' MAX TC PANEL LL DEFL = 0.009" @ 2'- 8.4" Allowed = 0.409" MAX BC PANEL TL DEFL = -0.434' @ 5'- 1.4" Allowed = 0.606' M-1.5x3 MAX HORIZ. LL DEFL = 0.002' @ 9'- 9,3' MAX HORIZ. TL DEFL = 0.002' @ 9'- 9,3' 12 10.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LO v o - 0 6 M-30 M-1.50 1-00 1PROVIDE FULL BEARING'Jts:2 4=5 10-00 ��to PROFFs JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 IN nnn si Scale: 0.4650 � /��yA o� WARNINGS: GENERAL NOTES,unless otherwise noted: 7, 9 1.Builder and erection contractor should be advised of am General Notes i.This design Is based only upon the parameters shown and is for an Individual 92 PE { Truss: 13,13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compreaslon web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 3.Additional temporary bracing to Insure stability during construction • is the responsibility of the erector.Additional permanent bred of 2'o.c.and et 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheatNng(TC)auction drywall C). DATE: 9/9/2014 the moral structure Is the responsibility of the building designer. 3.2x Impa ctbridging or lateral bmdng required where shown++ 4.No bad should be applied to any component until after all bracing and 4. mstarbon of truss Is the responsibility or the respective contractor. y OREGON lC� SEQ. : 6054205 fasteners are complete and at no time should any bads greater than 5.Deal assumes trusses are to be used in a non�onosive environment, L� �,� 24�� design loads be applied to any component. and are for"dry condition"of use. Q }� 14 P TRANS I D: 407743 5.CompuTrus has no control mer and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "` 0- 8.This design Is furnished subject to the Initatlons set forth by S.Plates shall be located on both faces o truss,and placed so their center IIIIII VIII VIII VIII INh(IIII VIII IIII IIII TPInNTCA In SCSI,copies of which will be famished upon request linea coincide with Jcenter Ines. II',II 9. Dlpik Indicate size plate of plate In inches. MiTek USA,Inc./CompuTrus Software7.6.6(1L)-E 10.For baalcconnector plate design values amESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 VIII IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 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. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 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: 101- 0.0' -51/ 255V 0/ OH 5.50' 0,41 KDDF ( 625) C,CN,CI8,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 sf) uplift at 24 "oc spa . BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 01- 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 M-1.50 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), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v 7� - o - 0 5 } M-3x4 M-1.50 � L L 1-00 IPROVIDE FULL B ARING'Jts: 4 5 10-00 PR pFFs JOB NAME : 2610-D MODIFIED PITCH NH - BJ4 ��Nccc s Scale: 0.3871 � �l/�1"�A Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: r/7' 1.Builder and erection contractor should be advised of all General Notes 1.This (fr�7 s design is based only upon the parameters shown and Is for an Individual 9G P E 1' Truss: BJ 4 and Warnings before construction commences. buikang component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be installed where shown+. Incorporstlon of component Is the responsibility of the building deafpner. 2.Design assumes the top and bottom chords to be laterally braced al 3.Addmonal temporary bracing to Insure stability dudng construction DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of T o.e.and at 10'o.c.respectively unless braced throughout their Ier%h by • the overall structure la the responsibility of the building designer. continuous sheathing such as plywood shestNrp(TC)and/or drywall(�C). Q DATE: 9/9/2014 I� litY ng esW 3.2z Impa ct bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.InstaAetion of truss Is the responsibility of the respective connector. y OREGON SEQ. : 6054206 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorroolve erwironment +/� 2 design bads be applied to any component and are for"dry condition"of use. '�,/ '9}� 14 ri `- TRANS I D: 407743 5.ConpuTrus has no control war and assume no responsibility for the S.Designassumes full beadng at all supports shown.Shim or wedge If Mr fabrication,handling,shipment and Installation o/components. 7,Design assumes edequete drainage la provided. -C:{�R �„`• S.This design Is furnished subject to the Arnitatlons set forth by 9.Plates shell be Vated on bold feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII(IIII IIII IIII TPIMfrCA In BCSI,copies of which will furnished upon request. Anes coincidejoint center Anes. 9.Digits Indicate size of plate in Inches, MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values am ESR-1311,ESR-1 988(MlTalg EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 20 KDOF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1355) 243 1.5=(-294) 921 5-2=(-147) 1042 4.7=(-1755) 441 BC: 2x6 KDDF #15BTR SPACED 24.0' O.C. 2.3=( -492) 164 5.6=(-292) 910 2.6=(-879) 275 WEBS: 2x4 KDDF STAND; 3.4=( -298) 156 6.7=(-132) 189 6.3=(-122) 387 2x4 KDOF #16BTR A LOADING 6.4=(-431) 1724 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -170/ 992V -153) 283H 5,50' 1.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 101- 0.0' -400/ 1582V 0/ OH 5.50' 2.53 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 1017.0 LBS @ 6'- 0.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 717.0 LBS @ 8'- 0.0' ICOND. 2: Qfsign checked for net -5 sf) uplift at 24 'oc s acin LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019" @ 41- 7.2' Allowed = 0.454" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.058' @ 4'- 7.2' Allowed = 0.606' M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003' @ 9'- 10.3' MAX HORIZ. TL DEFL = 0.006' @ 9'- 10.3' 8-10-03 1-01-13 NOTE:Design assumes moisture content does 4-09 4-01-03 1-01-13 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 M-4x6= system and components and cladding criteria. 10.50 7 M-10X10 Wind: 140 mph, h=23.lft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 0 A o> 0 n v n 1 5 6 7 M-3x4 M-3x6 M-804 M-1.5x3 L L 41017# 4717# L 4-07-04 3-11-08 1-05-04 L L 10.00 ED PROF JOB NAME : 2610-D MODIFIED PITCH NH - C1 )N ss� Scale: 0.2850 �� (G`7se noted: (Y�r'I�b 1`,�,A �2 /� WARNINGS: IA Builder and erection contractor should be advised of all General Notes GENERAL This design Is based only oupon4the parameters shown and is for an Individual 77`27(rP7E' Truss: C 1 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 compression vreb bracing moat be installed where shown+. Incorpora6an of component Is the responsibility of the bulking designer. 3.Additional temporary bracing to Insure stability during construction 2.Daelgn assumes the top and bottom chorda to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bred of T o.c,and at 10'o.c.respectively unless braced throughout their ler$h by W / Pe bracing continuous sheathing such as plywood sheathing(TC)and/or dry"ll C). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2xIn ct bridging or lateral bracing required where shorn++ lz 4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON 46 SEQ. : 6054209 fasteners are are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonoomostve environment, L� 'liq 1' Orb design loads be applied to any component. and are for"dry condition"of use. Q r 14 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design e ign assumes full bearing at all supporta shown.Shim or wedge Ifnec �y 6.fabrication,designlIs furnisheds ubjectect to the limitat and ion tionslset month hyla 6.Plates shaassumes be adequate dboth faces'of bis,arrd placed so their center IIIIIII IIID VIII VIII VIII VIII VIII IIII IIII7PUWTCA In BCSI,cope of which will be famished upon request. Dies coincide with joint center In . 9,Digits Indicate size of plate In Inches. MiTek USA,Inc./Coro uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values an ESR-1311,ESR-1886(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 1COND. 2: Design checked for net •5 PsfI uplift at 24 'oc s acin TC: 2x4 KDDF N15BTR LOAD DURATIONINCREASE = 1.15 NOTE:Desi n assumes moisture content does BC: 2x4 KDDF g1d8TR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+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 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M,M20HS,M18HS,M16 = MiTek IT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gableend truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Y-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 12 12 6.00 F7' 6.6.00 o C? M-W(S) M-3x4 M-3x4 12.00 10-00 L L 1.00 22-00 1-00 g PROFFS JOB NAME : 2610-D MODIFIED PITCH NH - D1 IN1�cc si Scale: 0.3532 � `�(/q WARNINGS: GENERAL NOTES,unless otherwise noted: (7]�7 7, 1.Builder and erection contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and is for an Individual 92 P E r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2x4 2. compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building dnlpner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally,braced at fir . DES. BY: LJ Is the responsibility of the erector.Additional permanent bract of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood shealNng(TC)and/or drywalll(BC). DATE: 9/9/2014 the moral structure Is the responsibility of the building designer. 3.2x Immppaect bridging or lateral bracing required where shown++ Q SE I'1 4.No load should be applied to any component until aper as bracing and 4.Instarflon of truss Is the responsibility of the respective contractor. S E Q. : 6054210 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non�corroslve environment, TRANS I D: 407743 L� 9 0 design loads be applied to any component. and are for"dry condition"of use. Q -7 r 1 4 2, - 5.CerrpuTms has no control mar and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If 0P fabrication,handling,shipment and Installation of components. 7,necessDesign assumes adequate drainage Is provided. 6.This design N furnished subject to the Initations set forth by S.Plates shall be located on both faces of tons,and placed so their center IIII I VIII VIII VIII VIII VIII VIII IIII IIII TPIANfCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint center Ines. 9.Digits Indicate center 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' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KOOF #1&8TR LOAD DURATION IN = 1.15 1. 2=( 0) 50 2. 8=(-224) 1261 3. 8=(-311) 220 Be: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8. 4=(-111) 492 WEBS: 2x4 KODF STAND 3- 4=(-1318) 338 9. 6=(-253) 1261 4. 9=(-111) 492 LOADING 4- 5=(-1318) 338 9. 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 Be LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 221- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. n checked for net -5 psfi uplift at 2 "oc s acin AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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' @ 141- 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' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.00 F--' M-46 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 "�" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1" in the plane of the truss only. M-1.50 M-1.50 Cl) c) O O O 8 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O 7.06-03 6-11-11 7-06-03 12-00 10-00 1-00 22-00 1.00 P�9 PROFF JOB NAME : 2610-D MODIFIED PITCH NH - D2 )N 0 Scale: 0.2646 � �`�/9 �� o� WARNINGS: GENERAL NOTES,unless otherwise noted: 7 I 7' 1.Builder and emotion contractor should be advised of as General Notes 1.This design Is based only upon the parameter shown and Is for an Individual 92 PE Truss: D2 and Warnings before construction commences. building component.Applicability of design parameter and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building deslpner. 3.Additional temporary bracing to Insure stability during construction 2.Design assume the top and bottom chords to be laterally braced ai DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their longth by continuous sheathing such as plywood sheething(TC)and/or drywai C). DATE: 9/9/2014 the moral structure Is the responsibility of the building designer. 3.2x Impe ct bddglrg or lateral bracing required where shown++ Q 4.No load should be applied to any component until alter and bracing and 4.Installation of truss Is the responsibiily of the respective contractor. A�OR EGON SEQ. : 605421 1 fastener are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L� �/ir t' OH design bads be applied to any component. and are for"dry condition'of use. -7 r 1 4 2 TRANS I D: 407743 S.CompuTms has no control over and assume no responsibility for the 6.DeeCigna assumes full bearing at all supports shown.Shim or wedge If y. 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 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IN IIII TPIANfCA In SCSI,copies of which will be furnished upon request. Nies coincide with of p jcenter Ines. 6.Digits Indicate size of plate in Inches. MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MITeIt 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 k16BTR LOAD DURATIONINCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2-3=(-9) 80 TC LATERAL SUPPORT <= 1210C. UON. LOADING BC LATERAL SUPPORT <= 1210C. 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 01- 0.0' -57/ 287V -25/ 85H 5.50' 0.46 KDDF ( 625) 11- 10.9' -157/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 64V 0/ ON 5.50' 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO D. 2: Design checked for net -5 s uplift at 24 'oc s REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.003' @ 1'- 0.0' Allowed = 0.135' MAX TC PANEL TL DEFL = -0.007' @ 1'- 1.5' Allowed = 0.202' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.079' @ 4'- 4.8' Allowed = 0,472' 1.11.11 MAX HORIZ. LL DEFL = -0,000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 1D.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 F7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N C 7 O[ 43x4 L L 1-00 8-00 CEO PROFS JOB NAME : 2610-D MODIFIED PITCH NH - J1 IN `psi Scale: 0.5876 � lG�pr��A o� WARNINGS: GENERAL NOTES,unless 7 othervAse noted: 7' 9 1.Builder and erection contractor should be advised of a1 General Notes t.This design Is based only upon the parameters shown and is for an Individual Q' 92 PE Truss: J1 and Warnings before construction commences. building component.Apphcabilty of design parametom and proppeer 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component la 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 to'o.c.respectively unless braced throughout their lergth by continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral brad �Iz mpa g rg bracing required where shown++ 4.No load should be applied to any component until ager all bradnp and 4.Installation of trues Is the responsibility of the respective contractor. A_OREGON � SEQ. : 6054212 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, TRANS I D: 407743 4% "% � design loads be applied to any component. and are for"dry condition"of use. Q r 4 20 ^♦; 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 6P fabrication,handling,shipment and Installation of c necessary. components. 7.Design assumes adequate drainage la pravldad. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of hues,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIIITPIANTCA In SCSI,copies of which willbe furnished upon request. Inge coincide with joint center Ines. 9.Diels 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-1688(MITek) EXPIRES:12/31/2015 II'IIIIIIIIIII This design prepared from computer input by + PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN IBC 2012 MAX MEMBER FORCES 4WRIODF/Cq=1.00 TC: 2x4 KDDF #1RBT8 LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #16BTR 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 01- 0.0' -16/ 358V -48/ 139H 5.50" 0,57 KDDF ( 625) 31- 10.9' -1831 171V 0/ OH 1.50' 0.27 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 71V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desion checked for ne -5 s uRlift at 24 'oc spa REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL LL DEFL = -0.021' @ 3'- 6,6' Allowed = 0.354' MAX TC PANEL TL DEFL = -0.037' @ 2'- 2.2' Allowed = 0.469' 3-11-11 MAX BC PANEL TL DEFL = -0.119' @ 4'- 1.4' Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 12 MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' 10.50 NOTE:Oesign 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads C; in the plane of the truss only. ci v o� - 0 4 7 M-3x4 7 L �. 1-0o B-00 Pip PROFS JOB NAME : 2610-D MODIFIED PITCH NH - J2 Scale: 0.5501 IN ss, � WARNINGS: GENERAL NOTES,unless sc otherwise noted: � 9 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' 92 P E r Truss: J2 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 dudng construction 2.Design assume 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.end at 10'o.c.respectively unless braced throughout their ler�th by COW sheathing such as ptyvrood sheathing(TC)and/or drywall C. DATE• 9/9/2014 the overall eWaure to me responsibility of me balding designer. 3.2x impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after al bracing and 4.Instacon of truss is the responsibility of the respective contractor. '}� A_OREGON SEQ. : 6054213 fasteners are complete and at no lime should any bads greater than S.Design assumes trusses are to be used In a noncormstve environment, L� 'ZJ� 0� tK design bads be applied to any component. and are for"dry condition"of use. 14 Z A^�+ TRANS I D: 407743 5.CompuTrus has no control over and assume no responsibility for the S.Design assume a full bearing at all supports shown.Shim or wedge If �`- fabrication,handling,shipment and installation of components. 7.Dacron assumes adequate drainage is proWdad. "C PRO- 6.TNs design is furnished subject to the Irritations set forth by a.Ptstes shall be located on both faces of tons,and placed so their center IIIIII VIII VIII VIII IIID VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be famished upon request. Ines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values am ESR-1311,ESR-1889(MReW EXPIRES:12/31/2015 IIIIIIIIIIIII 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 g18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDOF N16BTR SPACED 24.0' O.C. 2-3=(-135) 129 TC LATERAL SUPPORT <= 12'OC. LON. LOADING BC LATERAL SUPPORT <= 12'OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -20/ 422V -72/ 194H 5.50' 0.68 KDDF ( 625) 51- 10.9' -172/ 201V 0/ OH 1.50' 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 85V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO 2' n checked for net -5 s uplift at 4 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' @ 01- 0.0' Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' 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' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE:Design assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft. TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads cin the plane of the truss only. rn ,It o1 - 0 4 M-3x4 1-00 IPROVIDE FULL BEARING'Jts:2 3 4 8-00 ° PR oFFs JOB NAME : 2610-D MODIFIED PITCH NH - J3 � si Scale: 0.4659 INC� �l / /�l'.�,,p Qy WARNINGS: GENERAL NOTES,unless othervAse noted: r�7 I r� 1.Buckler and arectlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indvidual 92 PE Truss: J3 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web bracing moat 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 venom chorda braced d t merely braced at DES. BY: LJ is the responsibility of the erector.AddPoonal permanent brad of 2'ntin end at 10•hin res h as ply unlash eathin throughout their length by r n9 continuous sheathing such as plywoodgheed where s and/or drywall C), DATE: 9/9/2014 the wereA structure is the responsibility of Me bulking designer. 3.2x 1mpa ct bridging or lateral bracing required where shown++ 4.No bad should be applied to any component unlit after all bracing and 4.InstaAall of truss Is the responsibility of the respective contractor. '� OREGON b SEQ. : 6054214 fasteners are complete and at no time should any bads greater than S.Design assumes tnnaes are to be used in a nonce rosNe a wlronment, design loads be applied to any component. end are for"dry condition'of use. Q }f 4 TRANSI D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necensumes full bearing at a8 supports shown.Shim or wedge If f fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provldad. MfiR R f 0- e.This design is fumlehed subject to the limitations set forth by 8.Plates shall be located on both faces of boas,and placed so their center IIIIIII(IIII IIIII IIIII IIIII IIIII III I IIII IIII TPIANfCA In BCSI,copies of which cora be furnished upon request. linescoincide with jcenter Anes. Digit e.Digits Indcote size p es ze of plate In Inch . MITekUSA,Inc./CornpuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MITek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KOOF 816BTR SPACED 24.0' O.C. 2-3=(-186) 162 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 BAG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -43/ 479V -98/ 250H 5.50' 0.77 KDOF ( 625) 7'- 9.2' 0/ 185V 0/ OH 5.50' 0.30 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.1' -154/ 237V 0/ OH 1.50' 0.38 KDOF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE COND. 2: Design checked for -5 DsfI uplift at 2 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 7-11-01 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' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.3' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 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, Truss designed for wind loads c in the plane of the truss only. v 0 r` v o - 0 4 1 M-30 7 1-00 8-00 PROVIDE FULL BEARING'Jts:2 4 3 PED PROFF JOB NAME : 2610-D MODIFIED PITCH NH - J4 Scale: 0.4089 /'/IN//�/�/�j��ss% WARNINGS: GENERAL NOTES,unbss othervdse noted: v'(�/r� - �9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 9G PE Truss:' J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibltty 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 rmanent brace of 2'o.c.and at 1g'o.c.respectively unless braced throughout their tenn�th by P° ty Pe ng continuous sheathing such as plywood sheathing(TC)and/or drywall$C). ry.. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x ImppeeM bridging or lateral bracing required where shown 4.No bad should be appled to any component until after all bracing and 4. Instagetlon of truss is the reaponsidgty of the respective contractor. '9 ,/�OREGON SEQ. : 6054215 fasteners are complete and at no time should any beds greater than 5.Design assume trusses are to be used In a noncorrosive environment, LJ �Y design bads be applied to any component. and are for-dry condition"of use. 1 4 2 TRANS I D: 407743 5.ConpuTrus has no control war and assumes no responsibility for the 6.nDesi n rysum a fug bearing at allsupports shown.Shim or wedge iff- 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 6.Plates shall be located on both faces of base,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPIIWfCA In SCSI,copies of which will be furnished upon request. goes coincide with Joint center Ines. 9.Dlpits 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-1869(MITek) EXPIRES:12/31/2015 111111111 11111 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 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 75 2.5=(0) 0 BC: 2x4 KDDF A13BTR SPACED 24.0' O.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 BOG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 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,CI8,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 91- 11.7' -105/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net -5 sf) uplift at 24 'oc s acin 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 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' NOTE:Oesign assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 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, o (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. o> v vtCD - 0 M-3x4 5 l- 1-00 8-00 1 11-11 PROVIDE FULL BEARING'Jts:2 5 3 4 �+c0 PRO JOB NAME : 2610-D MODIFIED PITCH NH - J5 (N ssi Scale: 0.3670 � �l � WARNINGS: GENERAL NOTES,unless otherwise noted: p( // 92. 7C' 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 { Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be Installed where shown�. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bearing to Insure stabilty during construction 2.Design assumes the top and bottom chorda to be laterally braced at by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'ntin and at 10'sheathing respectively unless braced throughout their le�). continuous bridging or such as plywoodgheed when C)and/or drywall C. DATE: 9/9/2014 the wxaA structure b the responsibility of the building designer. 3.2x Impact Wldpirp or lateral bracing required where shown++ ) SE /� 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. "'74: 7 oR E:GON 4f SE Q. : 6054216 fasteners are Comdata and at no time should any leads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L� design loads be applied to any component. and are for"dry condition"of use. Q -7 y 14 Z TRANS I D: 407743 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If fabrication,handing,shipment and installation of components. 7. Design assumes adequate drainage Is provided. MFA R V LN- 6.This design h furnished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII(IIII IIII IIII TPIANfCA In SCSI,copies of which will be furnished upon request. Anes cdndde with joint comer Ines. 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 am ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2.5=(0) 0 BC: 2x4 KDDF #16BTR 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -29/ 444V -146/ 376H 5.50' 0.71 KOOF ( 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' -3511 517V 0/ OH 1.50' 0.66 KDDF ( 625) M,M20HS,M18HS,916 = 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. COND. 2: Design checked for net(-5 Psf1 uplift at 24 "oc spa VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -D.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 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), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 t�x v o� 5 M-3x4 L L L (- 1-00 8-00 3-11-11 -------------- ��p PR OFFS JOB NAME : 2610-D MODIFIED PITCH NH - J6 t�IN si Scale: 0.3221 � lGn7'T''� WARNINGS: GENERAL NOTES,unless otherwise noted: <f1 I!�/rly I J7 -ly 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 9G PE r Truss: J6 and Warnings before construction commences. building component.Applirsdlty of design parameters and pro r 2.2x4 compression web bracing moat be Installed where shown+. 2.Incorp a aumeon s to=n an bottom chordsent is the responsibilityto of the eraly brece�d a�ner. 3.Additional temporary bracing to Insure stability during construction Design and at 10'o.c.respectively unless braced throughout their le h by DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathingCM)andtor 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++ Q 4.No load should be applied to any component unit[after am bracing and 4.Installation of buss is the responsibility of the respective contractor. -� OREGON SEQ. : 6054217 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L� 'llq design loads be applied to any component. and are for"dry condition'of use. 'D r 14 2 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes NII beadng at all supports shown.Shim or wedge if P fabrication.handling,shipment and Installation of co necessary components.by . 7, Plates assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth b/ 8. Plates shell be located on both leas of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III)IIIITPIIVYTCA In SCSI,copies of which will furnished upon request. Ines coincide with Joint anter Ines. 9. Digits Indicate size of plate In inches. MITskUSA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values am ESR-1311,ESR-1988(MITsk) EXPIRES:12/31/2015 J 11111111111111This 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 k1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF 81dBTR SPACED 24.0" O.C. 2-3=(-65) 41 TC LATERAL SUPPORT <= 1210C. UON. LOADING BC LATERAL SUPPORT - 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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 01- 0.0' -671 301V -25/ 85H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -331 28V 0/ OH 5.50' 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -261 43V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,CiB,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. COND. 2: Qesign checked for nett-5 sf) uplift at 24 1 s ac'n . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1.11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.135' MAX TC PANEL TL DEFL c -0.002' @ 1'- 2.9' Allowed = 0.202' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.50 MAX HORIZ. TL DEFL = -0,000' @ 1'- 10.9- NOTE:Design assumes moisture content does not exceed 19� at time of manufacture. Design conforms to main windforce-resiating system and components and cladding criteria. Wind: 140 mph, h=20.lft, 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. 0 N 7[O - O 4 M-3x4 1-00 2.00 P OV DE FULL B ARING'Jts:2 4 3 PEp PR pFF JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 IN ssi Scale: 0.6811 �`� ��%9�� Q� WARNINGS: GENERAL NOTES,unless otherwise noted: c� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 92 PE { Truss: SJ 1 and Warnings before construction commences. building component Applicability of design parameters and proper z.zx4 compassion web bracing moat be installed where shown+, incorporeit of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda c d t merely braced al DES. BY: LJ z e.c.and at 10 e.o.respectively unless braced throughout fndr length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shooWng(M)and/or drywall C). DATE: 9/9/2014 the weraa structure is the responsibility of the building designer. 3.zs Impact bridging or lateral bracing required when shown++ Q 4.No bad should be applied to any component until after all bracing and 4.Installation of tune Is the responsibility of the respective contractor. -y /_OREGON ((� SEQ. : 6054218 fasteners are complete and at no lime should any bads greater than 5.Design assumes trustee are to be used In a non-corrosive environment, design bads be applied to any component, and aro for"dry condition"of use. �. 14 Z TRANS I D: 407743 5.ConpuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge If 0 fabrication,handing,shipment and Installation of components. 7. Design assumes adequate drainage Is provided. MSR R V O- 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 IIID VIII IIII IIII TPIMlTCA In SCSI,copies of which will be furnished upon request. Dies coincide with)drat center ices. 6.DIpIM 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 3'- 11.7' IBC 2012 VAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-99) 78 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 1210C. 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 01- 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2' Designce ked for net(-5 sf) uplift at 24 'oc $ c' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' 12 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' 10.50 MAX HORIZ. LL DEFL = -0.001' @ 31- 10.9' 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=l.8, Truss designed for wind loads Cl) in the plane of the truss only. v o - 0 4 M-3x4 1-00 2-00 1-11-11 [PROVIDE FULL BEARING'Jts:2 4 3 PROFFS JOB NAME : 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 )N s% WARNINGS: se noted: 1.Bilderr and wedon contractor should be advised of as General Notes GENERAL This design Is based ly uponAthe parameter shown and is for p raen Individual 9 P E �< Truss: SJ 2 and Warnings before construction commences. bui ti mpol ent.A spent bi th of design portsi parility me ter buildinpodealpnar. 2.2x4 compression web bracing must be installed where shown+, 2 Dealgn assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le z DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of pe ly by he war in structure la the responsibility of za buikll designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 Po ay building g 3.2x Impact bridging or lateral bracing required where shown++ yL OREGON ((/ 4.No load should be appied to any component until after all bracing and 4. Installation of buss Is the responsibility of the respective contractor. Q SEQ. : 6 05 4219 fasteners are complete and al no time should any bads greater than S.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �O �Af P 1 4 ZD TRANS ��- I D: 407743 5.CompuTrus has no control over and assumes no responsiblilty,for the 6.Denecesssign ignassumes full bearing at all supports shown.Shim or wedge if ` �y fabrication,handing,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. C R R Ij t4 V 6.This design Is furnished subject to the Imitations at forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII IIID VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be famished upon request. tines coincide with Joint center Ines. e. 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:12131/2015 (IIII I IIII 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 M16BTR LOAD DURATIONINCREASE = 1.15 1-2=( O) 75 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-148) 113 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -24/ 309V -721 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO D. Design checked for net(-5 sf) uplift at 24oc s ec REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1_1240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -11- 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' @ 51- 10.9' 12 NOTE:Oesign assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 LO v 71 - o - 0 4 M-3x4 1-00 2-00 3-11-11 1PROVIDE FULL B ARG'Jts: 3 PROFFs JOB NAME : 2610-D MODIFIED PITCH NH - SJ3 IN s, Scale: 0.4958 l�tZy"�ry WARNINGS: se noted: IA Builder end erection contractor should be advised of al General Notes GENERAL This design Is based my upondthe parameters shown and is for an Individual 79J2f J/�P7E' 9� Truss: SJ 3 and Warnings before construction consnences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component is the respomlbilty of the buAang designer. 3.Additional temporary bracing to Inure stability during construction 2.Design aeaumea the top and bottom chorda to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bras or 2'o.c,and at 10'ac.respectively unless braced throughout their Ion by PD ah' Pe ng continuous sheathing such as plywood sheathing(TC)endlordrywal C). DATE: 9/9/2014 the neral structure Is the responsibility of the building designer. 3.2x Impact bridging or Moral bracing required where shown-+ Q 4.No load should be appled to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON ((� SEQ. : 6054220 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-conosNe environment, 'rl� Q�b design bads be applied to any component. end are for"dry condition"of use. 1 4 Z TRANS I D: 407743 5.CompuTrus has no control mer and assumes no responsibility for the 6.Desig�ry umes full besting at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MSR R 1��- 6.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on bold faces of truss,and placed so their canter IIIIII VIII VIII VIII VIII VIII VIII IN IIII TPINJTCA In SCSI,copies of which will furnished upon request. lines coincide avian Joint center Ines. e.dgtts indicate size of plate In Inch". MITek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITep EXPIRES:12/31/2015 II'IIIIIIIIIII 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 #16BTR LOAD DURATIONINCREASE = 1.15 1.2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-199) 147 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 01- 0.0' -9/ 248V -96/ 251H 5.50' 0.40 KDDF ( 625) 1'- 9.2' -179/ 315V 0/ OH 5.50' 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -147/ 209V 0/ OH 1.50' 0.33 KDDF ( 625) C,CN,CiB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek IT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 ysfI uplift at 24 'or. s ac REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -i'- 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' @ 71- 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 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, Truss designed for wind loads in the plane of the truss only. v 0 r v 7kkkkk IT � - C) - 0 4 M-3x4 1-00 2-00 5-11-11 IPROVIDE FULL BEARING'Jts:2 4 3 rr0 P JOB NAME : 2610-D MODIFIED PITCH NH - SJ4 NOF�ss/ Sale: 0.4121 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9 G PE Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as 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++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6054221 lasleners are complete and at no time should any bus ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, F�,� �ljR y ON design bads be applied to any component. and are ler"dry condition"of use. 1 4 2 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 Iabdeallon handling,shipment end Iovtamation of c nems. necessary. M sP 7.Design assumes adequate drainage le row died. FF7(3 �- 8.This design is furnished subject to the Imitations cat forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request Mies coincide with Mot center Ines. 9.DigitsDigitsof Indicate size of plate In Inches. MiTek USA,Inc./Com uTrus Software 7.6.6(,L)-E 10.For basic connector plate design values an ESR-1311,ESR-1888(MReq EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 44 1.3=(0) 0 BC: 2x4 KDDF H18BTR 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 01- 0.0' .121 96V .191 44H 5.50' 0.15 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 01 24V 01 OH 5.50' 0.04 KDDF ( 625) C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc 11- 11.1' -42/ 51V 01 OH 1.50' 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 COND. 2: Design checked for net -5 sf) uplift at 24 'oc s acro LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.3' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.3' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N 7 O - O 1 3 M-3x4 7 6 L 2-00 PROVIDE FULL BEARING'Jts:1 3 2 PSD PROF�tS JOB NAME : 2610-D MODIFIED PITCH NH - SJ5IN s, Scale: 0.7753 �l/�ryyy �2 WARNINGS: GENERAL NOTES,unless otherwise noted: I,A 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 92 P E Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Dr4 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 tap and bottom chorda c be laterally braced at DES. BY. LJ is the responsibility of the erector.Additional permanent bred of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by n9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 the overall structure Is the responsibility of the balding designer. 3.ar Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. '}7�' OREGON SEQ. : 6054222 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corroslve erwlronment, r7� 4,�b design loads be applied to any component. and are for"dry condiflon'of use. Q i 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 h f- fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r�MIA- 6. y I� 6.This design is furnished subject to the Irritation set forth by 8.Plates shall be located on both faces of onto s,and placed so their center IIIIII II II IIII III I VIII VIII IIID III III TPINYfCA In SCSI,copse of which WN be furnished upon request. Anes coincide wjoint center Ines. e.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 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATIONINCREASE = 1.15 1-2=(-92) 79 1.3=(0) 0 BC: 2x4 KDDF M16BTR 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 01- 0.0' -27/ 129V -42/ 98H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 11- 9.2' -35/ 77V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 31- 11.7' -76/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 'oc spa in . REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003' @ 11- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' 10.507 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HOAR. LL DEFL = -0.001' @ 3'• 10.9' 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. 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 o in the plane of the truss only. M v o - 0 1 3 M-3x4 2-00 1-11-11 PROVIDE FULL BEAAING'Jts:1 3 2 E0 PRO FFS JOB NAME: 2610-D MODIFIED PITCH NH - SJ6 scale: 0,6275 �,�� l�'y/y(}/��fIN s% WARNINGS: GENERAL NOTES,unless otherwise noted: v R/ _per [� 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 P E Truss: SJ 6 and Warnings before construction commences. bulking comon ponent. eomp�nencabt is Applicability eof design esi n parility o the bandngodeelgner. Inco2.2x4 compression web bracing must be Installed where shown+. 2.Deelgn 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 lent by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x poImppaaof trussbridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after as bracing and 4.Instaaation of truss is the responsibility of the respective contractor. "� OREGON 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�or Dawe environment, L� '�q design loads be applied to any component. and are for-dry condition'of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. MLS�j�j t` 7.Design assumes adequate drainage is provided. 6.Thte design to furnished subject to the Imifations sat forth by 6.Plates shall be located on both faces of buss,and placed so their center IIIIII VIII VIII VIII ILII VIII VIII III)IIII TPINYfCA In SCSI,copies of which will be famished upon request. Ines coincide with Joint center Ines. 9.Ines coincide with of t center In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 e6a(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII 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 41SBTR LOAD DURATION INCREASE = 1.15 1.2=(-145) 113 1.3=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS AEACTIONS SIZE SG.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 01- 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/ ON 5.50' 0.29 KOOF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -111/ 157V 0/ OH 1.50' 0.25 KDOF ( 625) 9,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 'oc spa REQUIREMENTS OF IBC 2012 AND IAC 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 1OPSF 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' @ 51- 10.9' 12 NOTE:Design assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r` 0 u7 v v - o - p 1 3 M-3x4 7 2-00 3.11-11 PROVIDE FULL BEARING4Jts:1 3 2 0 PRpF�s JOB NAME : 2610-D MODIFIED PITCH NH - SJ7 (Nfififi sf Scale: 0.4961 � (G�fr h�,A Qy WARNINGS: GENERAL NOTES,uniessothenwisenoted: ,I/7' 9 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 92 P E Truss: SJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proppeer . 2.2x4 compression web bracing must be Installed where shown�. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.2' . aesumea the top and bottom chords to be laterally braced at n$th by�> 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 bh by �- continuous sheathing such as plywood sheatNng(TC)and/or drywall C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.?x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AA--OREGON SEQ. : 6054224 fasteners are complete and at no lime should any bads greeter than 5.Design assume trusses are to be used in a non-corrosive environment, �� "'7,� O'% design loads be applied to any component. and are for"dry condition"of use. O r 14 2 TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.nDesign assumes full bearing at all supports shown.Shim or wedge If � fabrication,handing, 6.This design Is furnished subject ubject tpment ot he fMttationson f a forith by S.nents. 7.Design shall be louteduoneboth faces of of Mae,and placed so their center MSR R ti IIIIII VIII VIII III I VIII VIII VIII IIII IIII TPInnrtCA In BCSI,copies of which will furnished upon request lines coincide with joint center 9.Dlplta 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