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Specifications
/3O1? 5W it-g- rflsrzie-Oc zcy prrio i VX NOV 1 9 2018 Y LIs L11 ' MiTek USA, Inc. I CornpuTrus 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. Compulrus 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). N.I OliA, ..„02$PRO,=E5, <VI�, rtt"; IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER" SPECIFICATIONS 17-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2- 9=(-333) 1878 9- 3=( 0) 578 13- 7=(-203) 115 BC: 2x6 KDDF #1&BTR 2- 3=(-2651) 479 9-10=(-320) 1760 3-10=(-439) 315 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1927) 484 10-11=(-254) 1358 10- 4=( -57) 378 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1375) 420 11-12=(-254) 1527 10- 5=(-101) 163 TC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 17'- 0.0° V 5- 6=(-1833) 519 12-13=(-237) 1408 5-11=(-104) 323 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( . 50.0)= 50.0 PLF 0'- 0.0' TO 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- B=(-2035) 375 6-12=( 0) 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: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 9'- 0.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -303/ 1736V -165/ 174H 5.50° 2.78 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** 17'- 0.0' -256/ 1613V 0/ OH 5.50' 2.58 KDDF ( 625) For hanger specs. - See approved plans Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND, 2: Design checked for net(-5 psf) uplift at 24 'cc spacin0.1 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,CN,C1 M18HS,(orM16 = MiTekprMT series MAX LL DEFL = -0.002° @ -1'- 0.0' Allowed = 0.100" 7-11-11 1�00-1� 7.11 11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed 0.133" MAX LL DEFL = -0.036' @ 9'- 0.0" Allowed = 0.804° T MAX TL CREEP DEFL = -0.069° @ 9'- 0.0" Allowed = 1.072" 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 4597130# f f f MAX HORIZ. LL DEFL = 0.021° @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.035' @ 16'- 6.5" 597.30# NOTE:Design assumes moisture content does M-4x6 1---, M-5x6 not exceed-19N at time of manufacture. 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, 10.50 M-3x4 \10.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �`� Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 y` * M-3x6 _� cr t1i _ igiM-3x8 M-3x4 � 811.11=4 `" • =M-6x6 M-7x8 13 **B o =M-6x6 M-3x5 0 0 2 75 2X WEDGE 12 W/(2) M-3X4 TYP. 2.751==-- 12 y )' i' )' y 3, 3, 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 J, 3- y ), - 3, 1-00. 2-05-08 9-09-08 2-00 2-09 - - ), 1, 3, 1-00 17-00 JOB NAME:' 2610-D MODIFIED PITCH NH - Al ��� p PRoFF0 Scale: 0.2530 r5• ! G(flYN S'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: v�// [I 1.Builder end erection contractor should be advised of ell General Notes 1.This design 1s based only upon the parameters shown and is for an Individual 9 2 P E 'Sf Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction DES. B 2.Design assumes the top and bottom chords to be laterally braced at .V. LJ is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length;y 40%.10P 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++ • 1Z, 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. -yam OREGON SEQ. : 6 054191 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r 20+���/" TRANS I D: 407743 design loads be applied to any component and are for"dry condition"of use. 0 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. necessary. A 6.This design Is furnished subject to the limitations set forth by7.Plates assumes adequate onne drainage isprovided.truss, '✓!��R I�� _ 11 I I III I VIII III I I I I III B.Plates shall be located both faces of truss,and placed so their center - I TPUWTCA in BCSI,copies of which will be furnished upon request. 9.MiTek USA,Inc./Co npuTrus Software 7.6.6(1L)-E lines coincide with joint center lines. Digits basic connectorplate10.Fdesign values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 I111111IIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(•226) 849 8- 3=( -8) 258 6-12=(-73) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-1131) 300 8- 9=(-217) 797 3- 9=(-415) 293 • 2x4'DF STAND A 3. 4=( -662) 204 9.10=( -87) 575 9- 4=(-146) 432 LOADING 4- 5=( -605) 252 11-12=( 0) 0 9- 5=(-289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5-10=( -53) 144 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"OC, UON. • TOTAL LOAD = 42.0 PSF 10.12=(-106) 563 OVERHANGS: 12.0" 0.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -145/ 833V •183/ 191H 5.50" 1.33 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 0.0" -95/ 716V 0/ OH 5.50" .1.15 KDDF ( 625) CM,M2OHS,M1BHS (or16 n= prefix)T = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP' M,M20HS,MiBHS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 8-06 8-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T ( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-09 5-09 3-05-08 2-03-08 2-09 DEFL = T T T T MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 M-4x4 12 10.50 V \10.50 MAX HORIZ. LL DEFL = 0.013" @ 16'. 6.5". 4 MAX HORIZ. TL DEFL = 0.022° @ 16'- 6.5 NOTE:Design assumes moisture content does RI not exceed 19% at time of manufacture. t " 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,- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(p1r), M-3x4 load duration factor=1.6, Truss designed for wind loads i',$ in the plane of the truss only. M-3x4 M-3x4 M-3x5 0111111111kbh - yreeJP. 4I .asimm.a o M 5x6 M-3x8 o M1c8 12 **7 0 M-3x4 M-3x4 2X --=12.12 75 W/(2)OME3X4 TYP. 2-05-08 6-00-08 3-08-07 0-00-02-00 2-09 /, /, )- * /, 1-00 2-05-08 9-09-08 4-09 - J, 1, 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - A2 Scale: 0.2574 \c? ,LOIN yp�,,�_wo WARNINGS: GENERAL NOTES,unless otherwise noted: ,� I /! 1. 1- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :92�./P E �(� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ac.respectively unless braced throughout their length by ` �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�10t - DAT E: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, " ,OREGON. f�� S E Q. : 6054192 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tX `W design loads be applied to any component. and are for"dry condition"of use. / .9 r 7� _y TRANS I D: 407 743 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4 4 fabrication,handling,shipment and Installation of components. necessary. Q� 5.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR R I In� 11111 III III III IIII I I I III 8.Plates shall be located on both faces of tuss,and placed so their center TPIIWiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basiconnector plate design ofits indicate size plate inches. see ESR-1311,ESR-1988(Welt) EXPIRES: 12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-87) 173 5.3=( 0) 107 BC: 2x4 KDDF q1&BTR SPACED 24.0° WEBS: 2x4 KDDF STAND D.C. 2-3=(-281) 1 5-6=(-85) 157 3-6=(-169) 91 LOADING 3-4=( -32) 34 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0' -35/ 381V -48/ 139H 5.50° 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9° -147/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc B'- 0.0' 0/ 118V 0/ OH 5.50' 0.19 KDDF ( 625) M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003° @ -1'- 0.0° Allowed = 0.133' 1-05-06 2-06-05 MAX TL CREEP DEFL = -0.005° 8 2'- 5.5° Allowed = 0.226° MAX LL DEFL = 0.000° 8 0'- 0.0" Allowed = 0.178° MAX TO PANEL LL DEFL = 0.005° 8 1'- 3.0" Allowed = 0.189" MAX BC PANEL TL DEFL = -0.036° 8 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = 0.002° @ 7'- 6.7 0MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7'• NOTE:Design assumes moisture, content does M-3x4 not exceed 19% at time of manufacture. 12 cm Design conforms to main windforce-resistigg" 1* 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, - - m (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 IPIIIIIIIIIIIIIIIIIhlh...- a.-- r gdA 4 I� � 15 *3346 �/ _�-.gig -1.5x3 M-5x6 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 i' is y - k 2-05-08 5-01-03 0-05-05 is y is y 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2.4,6I JOB NAME: 2610-D MODIFIED PITCH NH - AJ2 '0°.PROFS Scale: 0.4786 �5 IN [/4, Wo - WARNINGS: GENERAL NOTES,unless otherwise noted: X4,5 '7/7//r. .T .17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 792.. P E •- S' russ: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper - r - 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. A/ DES. BY" LJ 3.Adtlilional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..„,•04‘111... - DATE:e 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7, 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 non-corrosive environment, TRANS I D: .407743 design loads be applied to any component. and are for"dry condition"of use. 5,CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 2- , 0 tx� fabrication,handling,shipment and installation of components. necessary.a.This design is famished subject to the limitations set forth by7.Designlatesassumes adequate bothdraiface Is provided. MR R I LL VIII II I IIIA VIII 1111 III II II III 8.Pleasoin shall a located ess oftruss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. Digits of phes. late USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 111114 11-11 �'` ' ' ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=( 0) 75 2-5=(-163) 262 5-3=( 0) 126 SPACED 24.0" O.C. WEBS: 12x4 KDDF STAND 2-3=(-374) 48 5-6=(-157) 242 3-6=(-261) 169 LOADING 3-4=( .79) 62 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° 0'- 0.0" -26/ 434V -72/ 194H 5.50° 0.69 KDDF ('625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9° -127/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc B'- 0.0° 0/ 150V 0/ OH 5,50' 0.24 KDDF ( 625) p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = NiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinn.f BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1.80 5-11-11 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" @ -11- 0.0' Allowed =' 0.133" 1-05-06 4-06-05 MAX LL DEFL = 0.003" 9 2'- 7.8' Allowed = 0,270" MAX LL DEFL = 0.000" @ 01- 0.0' Allowed 0':070" 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. TL DEFL = 0.003' 9 7'.: 6:T`.,' 10.50/12 NOTE:Design assumes moisture coniefrt-does not exceed 19% at time of manufaoture. Design conforms to main windforce-resisting system and components and cladding criteria. N 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, IiiIIIIIIIIIIIIm..... inuthedplaesineeoff thend' orwtrussoonly. • M-3x4 T AIMIIIIIIIIIIIIhh,„_�f a 5 ►16 o w s- M-1.5x3 CD - M-5x6 $2X WEDGE -==32.75 W/(2) M-3X4 TYP. 12 y y )' J' 2-05-08 5-01-03 0-05-05 1-00 2-05-08 8-00 5-06-08 • 'PROVIDE FULL BEARING;Jts:2,4,61 JOB NAME: 2610-D MODIFIED PITCH NH - AJ3 j��,>vo IN '-')` Scale: 0.3926 �N,- � q '-')t0,,'7- WARNINGS: GENERAL NOTES,unless otherwise noted: 4 `/q/7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' `�,,P E 9� Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction llet: 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of _.„...4",a11104. 1.-' DATE: 9/9/2014 responsibilitybuilding continuous sheathing such as plywoodrequired sheathing(TC)ere and/or drywall C. the overall structure is the res onsibilit of the designer. 3.2x Impact bridging or lateral bracing where shown++ ) r 07 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON !(j SEQ 6054194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G 2j�q}, 2-`',..i\>7.1" c,"\ -%/' TRANS I D• 407743 design loads be applied to any component and are for"dry condition"of use. / • 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 O 14, �A RIO-- fabrication,handling,shipment and installation of components. 7.necessary. [- e.This design is furnished subject to the limitations set forth a.Design assumes adequate drainage is provided. 4/Z',-.R I O-- III (IIII IIII.11111 1111 111 111111i1i IIII by 8. lines Plates shall coincide with Jointn on bothteriness of truss,and placed so their center II TPUWiCA in BCSI,copies of which will be furnished upon request. lines wAh center lines. 9.Digs late In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For it basic connectordicate sizeof plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111EThis 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-6=(-163) 262 6-3=( 0) 126 B6 ' '2x4 KDDF #1&BTR, SPACED 24.0" D.C. WEBS: 2X4`KDDF STAND 2-3=(-374) 48 6-7=(-157) 242 3-7=(-261) 169 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 <= 1240C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 434V -73/ 197H 5.50° 0.69 KDDF ( 625) C,CN,CI8,CN18. (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -112/ 226V 0/ OH 1.50' 0.29 KDDF ( 625) B'- 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24'"oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" � 1-05-06� 6-06-05 T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.003" @ 2'- 7.8° Allowed 0.270" 5 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = -0.078° MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" A-.lowed-=x0.105" 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 assumes moisture content does not exceed 19% at time of manufacture: 10.50 Design conforms to main windforce-resisting system and components and cladding criteria. cm o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 CO Truss designed for wind loads in the plane of the truss only. M-3x4 AlljhMIIIIIIIII\Nb_ - r MIAMMIMMEMMEMMEMMEMEMM -/ M-5x6 M-1.5x3 0 $2X WEDGE W/(2) M-3X4 TYP. • - 2.75 . 12 • J• y i' J• 2-05-08 5-01-03 0-05-05 ), y y 1, 1-00 2-05-08 8-00 5-06-08 [PROVIDE FULL BEARING;Jts:2,4,7 JOB NAME: 2610-D MODIFIED PITCH NH - AJ4 � 0, PROs" Scale: 0.3274 cos `1,10,11\1[104,,`77y7ry } s/2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��\ v I /! I 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 =92 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 designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'0.c,respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of p Y g g h by 1/" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..-,‘,_41, ".DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 OREGON ke SEQ. : 6054195 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G' ��11 q�� design loads be applied to any component. and are for"dry condition"of use. r 1 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If Q 14, 9 AT fabrication,handling,shipment and installation of components. necessary. �y`_ B.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainagehis ftru ,provided. MFR RILS- V II III Ill ll ill II III III II II 8.Plates shall be ebjoitl both faces of truss,and placed so their center TPUN/rCA(n BCS[,copies of which will be fum(shad upon request. lines coincide wah joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E hes. 10.For basic S Digits icate size connectoroplaate desige In n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: . 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2-10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTR T2 BC:- -2x6 KDDF h1&BTR LOADING 2- 3=(-3054) 540 10-11=(-312) 2154 3-11=( -262) 220 P 43.- 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 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0° V 5- 6=(-2916) 710 13- 8=(-606) 3444 5-12=( -284) 1146 TC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0° V 6- 7=(-3922) 876 6-12=( -272) 1382 BC LATERAL SUPPORT <= 12°0C. UON. BC UNIF LL( 100.0)+DL( B8.0)= 188.0 PLF 18'- 0.0' TO 26'- 0.0" V 7- 8=(-4840) 994 12- 7=( -76) 268 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" 8- 9=( 0) 74 7-13=( -100).1168 ADDL: BC CONC LL+DL= 1562.0 LBS @ 17'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -446/ 2387V -228/ 228H 5.50° 3.82 KDDF ( 625) OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0' -641/ 3984V 0/ OH 5.50' 6,38 KDDF ,( 825) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 osfl uplift at'24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9° oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001° 8 -1'- 0.0° Allowed = 0.100' **HANGER BY OTHERS TO APPLY 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001° @ -1'- 0.0° Allowed = 0..133° CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034' @ 16'- 4.9' Allowed= 1.254' 9° oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109' @ 16'- 4.9° Allowed=-,1.672" MAX LL DEFL = -0.001" @ 27'- 0.0' Allowed = 0.100' 9-11-11 6-00-10 9-11-11 MAX TL CREEP DEFL = -0,001" @ 27'- 0.0" Allowed = 0.133° 5-01-07 4-10-04 3-00-05 3-00-05 4-10-04 5-01-07 MAX HORIZ. LL DEFL = -0.01 ' @ 25'- 6.5' MAX HOflIZ. TL DEFL = 0.0288" @ 25'- 6.5' 12 960# 12 NOTE:Design assumes moisture content does 10.50 M-45 M-4)(5 not exceed 19% at time of manufacture. , M-5x4 10.50 Design conforms to main windforce-resisting 4t w, 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 lih . v T r, . 4- .. C, rw �� •d- ®12 1 o �/ M-3x4 M-110.5x3 0.25° M 6x8 M-1.3 5x3 M 3x5 0 M-7x8(S) y y y , . 1562# y y , _ 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 1-00 26-00 1 y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.21 se -`<,.`' DGINoypFpFss/o�1 WARNINGS: GENERAL NOTES,unless otherwise noted: �i S 1 /�'1/ / 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 G P E 9�' Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �� DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,0141,... .. P 4' 9 3.2x Impact bridging or lateral bracing where shown++ IllISC 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. ' ,, 47 OREGON SEQ. : 6 05 4197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / y 20\� 1�� TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. O 1 4 .,“)..4 T 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , `. fabrication,handling,shipment and installation of components. 7.necessary. t B.This design Is furnished subject to the limitations set forth bya,Design assumes adequate drainage is provided. MF L� I�� IIII VIII III IN III III II III TPIIWTCA in BCSI,copies of which will be furnished upon request. a tines coincide with Joint center lineslates shall be located on both 9. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For baits sic connectorcate size of plate design ve in ales see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/'Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 3-2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 LOADING 4=(-1095) 450 13-10=(-253) 882 12- 6=(-179) 128 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 6-13=(-179) 128 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 3.19=(-241) 445 TOTAL LOAD = 42.0 PSF 6- B=( -740) 396 13- 9=(-245) 215 7- 8=( 0) 0 NOTE: 2x4 BRACING AT 24'0C UON. FOR 8- 9=(-1095) 450 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1313') 436 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'11=( 0) 75 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 Connector plate LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connect8,CN1B (or prefixno designators:fix) = CompuTrus, Inc 0'- 0.0' -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 26'- 0.0" -267/ 1206V 0/ OH 5.50° 1.93 KDDF ( 625) 11-11-11 2-00-10 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) ' ,' ,- ,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 i , 100-05 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -D.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' 2-01-11 1-1 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" 5 7 T "( 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 N 10.50 MAX HORIZ. TL DEFL = 0.028° @ 25'- 6.5" M-4x6 M-3x4 NOTE:Design assumes moisture content does 6 not exceed 19% at time of manufacture. 5' a%, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1,5x3 M-1.5X3 Truss designed for wind loads in the plane of the truss only. . A146111116,r _ r o -. rte -12' wr -13 �"� 1 O M-3x4 M-3x8 M-3x5(5) M-3x8 M-3x4 0 .-. 9-08-04 6-07-08 9-08-04 y 12-00 14-00 y 1' )' y ), 1-00 26-00 1-00 JOB NAME: 2610-D MODIFIED PITCH NH - B2 Scale: o.zo15 c.-_,<<x D /P(yRO(,�c4,5s 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 '9`„ Truss: B2 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. 4000" 1 DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c,respectively unless braced throughout their length by ` d_w" continuous sheathing such as plywoodsheathing(TC)ores and/or drywa8(BC). / '�'. - 41 rt DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (V SEQ. : 6054198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ "4 20\b�` design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, fabrication,handling,shipment and Installation of components. necessary. Q- 8.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequate onne drainagecis Miss,and MER R I I.\' VIII II VIII I I I II I I I II II I IIIIby B.Plates shall be located both faces of truss, placed so their center TPVWiCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For0. basicits lcate size onnectoroplate design values see ESR-1311,ESR-1988 P (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-128) 1107 3- 8=(-410) 357 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 9=( -71) 717 8- 4=(-237) 737 WEBS: 2x4 KDDF STAND 2- 3=(-1368) 306 8- 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' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS120REACTIONS30SIZE 1.9IN.KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0° -212/ 1206V -303/ NO OH 5.50° 1.93 ( 625) 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. ICOND. 2: Design checked for net(-5 osf) uplift at 24-"oc spacina.I 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0° Allowed = 0.133' T MAX LL DEFL = -0.042" @ 8'- 9.2' Allowed = 1.254' 12 12 MAX TL CREEP DEFL = -0.078" @ 8'- 9.2' Allowed = 1.672° 10.50 M-4x6 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100° 10.50 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 44"0" MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5" . MAX HORIZ. TL DEFL = 0.030° @ 25'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1M 1.5x3 load duration factor=1.6, Truss designed for wind loads . - in the plane of the truss only. d- . A\ /.' v O //I/ a MY9 O8 -3x4 M-3x4 M-3x4 M-3x4 o M-3x5(S) 8-09-04 8-05-08 8-09-04 10-00 16-00 1, i, 1-00 26-00 1-00 y 1 JOB NAME: 2610-D MODIFIED PITCH NH - 63 Scale: 0.2034 �5�����PyN ����Oss�o WARNINGS: GENERAL NOTES,unless otherwise noted: 4� ! / / - 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 91' Truss: B3 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. S DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �_ continuous sheathing such as plywood sheathing(TC)and/or drywall C. / '�. Cr DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) li OREGON `', 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b, `.✓ S E Q. : 6054199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O ��' 14, `LOAA-� fabrication,handling,shipment and installation of components. necessary. V c_ 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes locatedadeqonne drainageh iso truss,and MFR R I1 ` V III I VIII 11111 VIII III Il IIII III III B.Plates shall be both feces of truss, placed so their center �I l.. .. TPIMlfCA in BCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint center Tines. 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111Thisdesign prepared from compJter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/041.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. WEBS: 2x4 KDDF STAND 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 LOADING 3. 4=(-1095) 450 13.10=(-253) 882 12- 6=(-179) 128 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 8-13=(-151) 145 6- 6=( -740) 396 3-19= BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (- ) 445 TOTAL LOAD = 42.0 PSF 7- 8=( 740)390 13- 8=(-224145) 215 NOTE: 2x4 BRACING AT 24°OC UON. FOR 8- 9=(-1095) 450 • ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-1313) 436 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -267/ 1206V -231/ 231H 5.50" 1.93 KDDF ( 625) M,M2011S,M18HS,M16 = MiTek MT series 26'- 0,0' -267/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) 11-11-11 2-00-10 11-11-11 'COND. 2: Desiqn checked for net(-5 psf) uplift at 24 "oc spacinq.l '( ,' '( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 1100-95 5 2-01-11� 4-09-02 5-00-14 MAX LL DEFL = -0.002° @ -1'- 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' @ 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° 5 7 T f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0..133' 12 12 MAX HORIZ. LL DEFL = 0.018' @ 25'- 6.5' /10.50VM-4X6 a 10.50 MAX HORIZ. TL DEFL = .0.028' @ 25'-. 6.5" M-4x6 M-3x4 • NOTE:Design assumes moisture content does 6 a`, not exceed 19% at time of manufacture. Design conforms to mainwindforce-resisting'system and components and cladding criteria.Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.o, ASCE,7-10, (All Heights), Enclosed, Cat.2, Exp:B,_ MWFRS(Dir), load duration factor=1.6, M-1.5x3Trussdesignedforwindloadsin the plane of the trussonly. • vvvo . 13 �v , 1 oo - x8 M-3x5(S) M-3x8 M-3x4 o y y y y 9-08-04 6-07-08 9-08-04 y y y 12-00 14-00 y /, 1-00 26-00 1 y 1-00 O JOB NAME : 2610-D MODIFIED PITCH NH - 64 Scale: 0.2015 �cJ�(�`�7y�(PyNOypF�css%O� WARNINGS: GENERAL NOTES,unless otherwise noted: 44.1 I /1 I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual =92 /P E 9� Truss: B4 end Warnings before construction commences, building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AdOOP 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.o.and at 10'o.c.respectively unless braced throughout their length by ��' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.....‘,41/10..- f DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G/ ,-7 7 EGO 0�� ��(/ SEQ. : 6054200 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, _'7 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 e.Design assumes full bearing at all supports shown.Shim or wedge If Q 4 2 t� fabrication,handling,shipment and installation of components. 7necessary. rj,P 6.This design is furnished subject to the limitations set forth byS.Plates assumes adequate o drainagehc is ofIns,provided. MFR p�1 � �J II 111I III II I I I I 11 II II III 8.Plates shall be located on both faces truss,and placed so their center �l 1l l� , TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E le in inches. 10.Po basin connector pl9. its incate size ofate design values see ESR-1311,ESR-1888(MRek) • EXPIRES:12/31/2015 11111111111This 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 IC: 2x4 KDDF @1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-10=(-153) 969 3-10=(-254) 240 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. ( -92) 821 10- 4=(-124) 435 WEBS: 2x4 KDDF STAND 2. 3=(-1313) 336 10.11= 3- 4=(-1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 LOADING 4- 5=( -740) 329 5-11=(-168) 93 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5• B=( -740) 329 6-11=(-124) 435 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1095) 350 11- 7=(-254) 240 TOTAL LOAD = 42.0 PSF 7- 8=(-1313) 336 NOTE: 2x4 BRACING AT 24'OC UON. FOR 8- 9=( 0) 75 LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -193/ 1206V -231/ 231H 5.50' 1.93 KDDF( 625) Connector plate prefix designators: 26'- 0.0° -193/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 floc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0° Allowed = 0.100° MAX TL CREEP DEFL = -0.003° @ -1'- 0.0° Allowed = 0.133' 9-11-11 6-00-10 9-11-11 MAX LL DEFL = -0.031° @ 13'- 0.0° Allowed = 1.254" T MAX LL DEFL = -0.002° @ 27'- 0.0° Allowed = 0.100' 5-DO 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 M-4x6 M-4x6 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5° M-3x4 N10.50 5 �o �� 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, ASOE-7-1Q:; (All Heights), Enclosed, Cat.2, Exp.B,. 'MWFRS(Dir), M-1.5X3 load duration factor=1.6, ,=.,.. .;. M-1"5X3 Truss designed for wind loads is in the plane of the truss only. •v r T 10 11 0 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 y y y J- 9-08-04 6-07-08 9-08-04 y y 12-00 14-00 y 1-00 26-00 1-00 JOB NAME: 2610-D MODIFIED PITCH NH - B5 <",,,,, ,D PRQ scale: 0.2270 4.3c�t�7y/7//I 9 s/02 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 2P E 9t' Truss: B5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY LJ iii0119/7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 4601111"' DATE: 9/9/2014 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood sheathing(TC)and/or drywali(BC). designer. 3.2x Impact bridging or lateral bracing required where shown++ `,Cr . SEQ. : 60542014.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON W �L Na 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 B.Design assumes full bearing at all supports shown.Shim or wedge if fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'Q '9Y A. 4, 2� 0- fabrication,handling,shipment and installation of components, necessary. r + ` 8.This design is famished subject to the limitations set forth b 7•Design assumes adequate drainage is provided. R R I .,- VIII I IIIA I III I I I III IIIA IIII IIIIY B.Plates shall be located on both faces of truss,and placed so their center TPWYPCA Ii BCSI,copies of which will be famished upon request. Pias coincide with Joint center lines. 8.Digits indicate size of plate In inches. M Tek 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` 1111111111 II This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 26-00-D0 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 75 2-10=(-446) 2306 3-10=(-133) 227 2x6 KDDF #1&BTR T2 BC: 2x6 KDDF # &BTA LOADING 2- 3=(-3306) 710 10-11=(-526) 2863 10- 4=(-100) 1152 3- 4=(-3159) 727 11-12=(-526) 2863 10- 5=(-820) 263 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) T 5- 6=(-2341) 593 6. C UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 26'- 0.0" V 4- 5=(-2341) 593 12- 8=(-410) 2306 15.- 2=(-820) 791 TC LATERAL SUPPORT<= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 8'- 0.0" V012=(-620) 262 6- 8= BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0' TO 1B'- 0.0" V (-3 ) 710 2-17=(-133) 1152 7- 9=(•3336600) 7 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 18'- 0.0' TO 26'- 0.0' V 70 12- 7=(-133) 227 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -480/ 2673V 180/ 183H 5.50" 4.28 KDDF ( 625) 26'- 0.0" -480/ 2673V 0/ OH 5.50" 4.28 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' 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° @ 27'- 0.0" Allowed - 0.100° • MAX TL CREEP DEFL = -0.003° @ 27'- 0.0° Allowed =,}0.133' • 7-11-11 MAX HORIZ. LL DEFL = 0:032' @ 25'+ 6.5'•, . ._ 10 00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052' @ 25;, 6.5" T '( 'c NOTE:Design assumes moisture content-does 3-11-11 4-00 5-00-05 5-00-05 4-00 3-11-11 ,597.30# 597.30# T T not exceed 19� at time of manufacture. 12 M 4x6 12 Design conforms to main windforce-resisting'.. 10.50 M-3x8 M-4x6 system and components and cladding criteria''? 10.50//--_51: T Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.D,-ASCE .7-10,a (A11Heights), Enclosed, Cet.2, Exp.B,- MWF.RSjDir), load duration factor=1.6, Truss designed for wind loads . in the plane of the truss only. M-1.5x3vv1. M 3x8 10 11 T 12 �` o M-3x8 0,25' M-3x8 M-3x8 \ C. 4 M-7x8(S) J, y y y y 7-07-02 5-04-14 5-04-14 7-07-02 -00 26-00 y y 1-00 JOB NAME: 2610-D MODIFIED PITCH NH - B6 ���r�D PRpFFS Scale: 0.2284 �5 ���7(,�IN 01.6, WARNINGS: GENERAL NOTES,unless otherwise noted: <<d / / /PIPE D 1.Bulltler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _g'Z 9� Truss: '.36 and Warnings before construction commences. building component.Applicability of design parameters and proper /2.2x4 compression web bracing must be installed where shown,. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` ��i' DAT E: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impactous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / •�. - 9 3.2x bridging or lateral bracing where shown++ h Y'l-;p r a+. SEQ/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, w Ol REG VNk.1 t`4 . : 6054202 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, !�'7 r TRANS I D• 407743 design loads be applied to any component and are for"dry condition"of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2. A4 fabrication,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.PlatesPassumes locatedadeqon botdrah face is truss,a. MC.'L,RIO- 6. VIII III 111111 I VIII VIII 11 III I III TPWJI'CA in BCSI,copies of which will be furnished upon request Wel( 8. rcoincide ll With oint center tines9. s of truss,and placed so their center �'T rl L. - MI rek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Indicate plf ate desige in n vales see ESR-1311,ESR-1988 p g (MiTek) EXPIRES:12/31/2015 ORM . 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 R1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 115 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'• 0.0" -72/ 264V -25/ 85H 5.50° 0.42 KDDF ( 625) 1'- 10.9" -187/ 238V 0/ OH 1.50' 0.38 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 10'• 0,0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lCOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" 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 TO PANEL TL DEFL = -0.011° @ 1'- 1.5' Allowed = 0.202" MAX BC PANEL LL DEFL = 0.018° @ 4'• 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.211" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9°. MAX HORIZ. TL DEFL = 0.000' @ 1'= 10.9° '' NOTE:Design assumes moisture content,does not exceed 19's at time of manufacture.. 1-11-11 Design conforms to main windforce-resisting', system and components and cladding criteria.a..-`' ,` 12 Wind: 140 mph, h=20.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 10.50 V (All Heights), Enclosed, Cat.2, Exp.B,..MWF-RS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N r/ Ct / O < �� .>/ � X4 M-3x4 • y 1-00 y 1PROVIDE FULL BEARING:Jts:2,3,41 10-00 y JOB NAME: 2610-D MODIFIED PITCH NH - BJ1 <<`,,ss) PRaFF0 Scale: 0.5116 iN pt, s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: j ' f (/ I • . -`�1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _'•2 RE- ;n (�' - Truss: BJ 1 and Wamings before construction commences. building component.Applicability of design parameters and proper / -- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. : ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DEB. 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 ` 14111101 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'-10 CC ". DATE: 9/9/2014 fhe overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7G 4>OREGON 411 1, S E Q. : 6054203 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ./. Y O�� ��✓ TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 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 O 14, 2. T fabrication,handling,shipment and installation of components. 7necessary. r �P- 6.This design is furnished subject to the limitations set forth by5.DesignPlatesassumes adequateatedon drainageciso truss,a R'�� late In inches. VIII I II I III I VIII VIII VIII II IIIrequest. 8. coincideil with jointcenterboth in s. of truss,and placed so their center r, TPV1NiCA in BCSI,copies of which will be furnished upon lines wah lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.Digits basic connectorcate size oplf ate design values see ESR-1 311,ESR-1588(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC 2x4 KDDF N1&BTR SPACED 24.0° 0.C. 1-2=( 0) 75 2-4=(0) 0 2-3=(-61) 104 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 OVERHANGS: 12.0° 0,0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -12/ 364V -48/ 139H 5.50" 0.58 KDDF (•625) 3'- 1 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 625 23 0.0" 0/ 286V 0/ OH 5.50' 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 esf) uplift at 24 °oc spacing.] BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.04 Allowed = 0.133' 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.O T NOTE:Design assumes moisture"c&rite1tdoes 12 not exceed 19% at time ofrmanufaCture. 10.50 V Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • o in the plane of the truss only. 0 M• 7'4- o/- o -� M-3x4 �4 y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 10-00 y JOB NAME: 2610-D MODIFIED PITCH NH - BJ2 ��ED PR,p £ '. .;; Scale: 0.5025 �5� ! IN �'/�A WARNINGS: GENERAL NOTES,unless otherwise noted: ,Co vq �!� 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 •2 IPE *r Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/9/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p b 9 3.2x Impact bridging or lateral bracing required where shown++ 0 Cr SEQ. : 6054204 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7G OREGON fasteners are complete and at no time should any loads greater than a.Design assumes trusses are to be used In anon-corrosive environment, / 2-C) -V- A �4, TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4 2- fabdration,handling,shipment and installation of components. necessary. (6\'' e.This design is furnished subject to the limitations set forth by7.Designlaesassumes located onne both drainage is provided.a. MER R I I_L II I I III I III I�I IIIII I II III B.Plates shall bewithjoifaces oftmss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For9. basicits connectocate size r plate desige in nches. values see ESR-1311,ESR-1988 9 (MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-5=(-163) 204 3-5=(-276) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 2.3=(-317) 148 LOADING 3-4=( -97) 62 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.' (SPECIES) 0'- 0.0" -66/ 524V -72/ 194H 5.50" 0.84 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 7.50" 0.06 KDDF ( 625) C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc 10'- 0.0° -49/ 259V 0/ OH 5.50" 0.41 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "on spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° @ -1'- 0.0° Allowed = 0.t00" 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed,.= 0.178" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.238" -/ MAX TC PANEL LL DEFL = 0.009" @ 2'- 8.4' Allowed =:;.D.409° MAX BC PANEL TL DEFL = -0.434° @ 5'- 1.4" Allowed 0.606" M-1.5x3 MAXf�� HORIZ. LL DEFL = 0.002' @ 9'.-"9.3° 12 MAX HORIZ. TL DEFL = 0.002° @ 9'- 9.3" 10.507 1y NOTE:Design assumes moisture contdnt 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, r- Truss designed for wind loads in the plane of the truss only. u7 v r /-- ti c. „5 M-3x4 M-1.5x3 1, )- ,I, 1-00 (PROVIDE FULL BEARING:Jts:2,4,51 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 ��4, PROp Scale: 0.4650 5 ! G/((7yNyp/p 102 WARNINGS: GENERAL NOTES,unless otherwise noted: "-44/ / ( ( ! / V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E mac' Truss: BJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure 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 ` e'' continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). „.....041T-i77 DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ 0 Z. 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. 'yG- OR EGON SEQ. : 6054205 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ./... y 20\A� x�✓ TRANS I D: 407743 design loads be applied to any component and are for"dry condition'of use. 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 O 1 4, V� fabrication,handling,shipment and installation of components. necessary. `_ 6.This design Is furnished subject to the limitations set forth by7.PPlates assumes locatedo adequate drainage Is trussed. MFR R I L1-' VIII I 11111 I_II VIII III 1111 II III 6.lines coincide eewith joion both center fns.of truss,end placed so their center TPIIWTCA in BCS(,copies of which will be furnished upon request lines coincide with jo(nt center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.F9. or abasits c connectorcate size of late de esign values see ESR-13t1,ESR-1988 p 9 (MTek) EXPIRES:12/31/2015 #IIIIIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'• 0.0' IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDE #1&BTR SPACED 24.0" O.C. 1.2=( 0) 75 2-5=(-156) 192 3-5=(-259) 212 WEBS:"2x4 KDDF STAND 2-3=(-307) 144 LOADING 3-4=( -88) 41 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 OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0° -41/ 532V -96/ 251H 5.50' 0.85 KDDF. ('625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -106/ 85V 0/ OH 1.50' 0,14 KDDF ( 625) C,CN,C18,CN13 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" 511 255V 0/ OH 5.50° 0.41 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing., BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 . 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° 8 -1'- 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003' 8 -1'- 0.0° Allowed 0.133" • MAX LL DEFL = 0.000° @ D'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000° 8 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008' @ 2'- 8.4° Allowed = 0.409" 0MAX 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' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.50/ M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. ++ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-.10, i'l.! (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Allik. 4- in the plane of the truss only. 7,-- . o • .....5 -/ M-3x4 M-1.5x3 y ), y 1-00 JPROVIDE FULL BEARING:Jts:2,4,51 10-00 • JOB NAME : 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 5' ''' D 7PANOFessioA- WARNINGS: GENERAL NOTES,unless otherwise noted: :' ((/ _v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual _9'Z.1 P E '9f Truss: BJ 4 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/► DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as bracing plywood required sheathing(TC)and/or tlrywall(BC). .......#,40111., - P b g 3.2x Impact bridging or lateral where shown++ 0 4 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. -f1� w OREGON SEQ. : 6054206 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / ,I), O,� 1\ TRANS I D: 407743 design loads be applied to any component. and are for°dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 2 A� fabrication,handling,shipment and installation of components. necessary. �`- 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MSR R I�� 8.Plates shall be located on both faces of truss,and placed so their center `l 1 IIIA 1 I IIIA/III I I ill IIIA Il Cpl MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E request. 1ncide with joint center lines. 5.For basic Indicate size lines icoonnectoroplate designvaluessee ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 I"IIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Col 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1355) 243 1-5=(-294) 921 5-2=(-147) 1042 4-7 =(-1755) 441 BC: 2x6 KDDF #1&BTR SPACED 24.0° O.C. WEBS: 2x4'KDDF STAND; 2-3=( -492) 164 5-6=(-292) 910 2-6=(-879) 275 2x4 KDDF #1&BTR A LOADING 3-4=( -298)8) 156 6-7=(-132) 189 6-3=(-122) 387 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 6-4=(-431) 1724 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0° -170/ 992V -153/ 283H 5.50" 1..59 KDDF (-625) NOTE: 2x4 BRACING AT 24°OC UON. FOR LL = 25 PSF Ground Snow (Pg) 10'- 0.0' -400/ 1582V 0/ OH 5.50' 2.51. .KDDF ( 625) 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" 'GOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, T1_ 11/1,80 C,CN,Ct8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.019° @ 4'- 7.2" Allowed = 0.454' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.058° @ 4'• 7.2" Allowed =. 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003' @ 9'- 10.3" 8-10-03 01-1� MAX HORIZ. TL DEFL = 0.006' @ 9'- 10.3° NOTE:Design assumes moisture content does 4-09 4-01-03 1-01-13 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting M-4X6 system and components and cladding criteria. 10.50 -M-10x10 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, OM= load durAll ation factor=1.6,Cat.2, Exp,B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-3x5 ti � o �' A a1 0 ti m 1611 of mumil 5 6 ,..„-.7 o : . M-3x4 M-3x6 M-8x14 - V M-1.5x3 y- , 1017# .71,7# , 4-07-04 3-11-08 1-05-04 Y y 10-00 JOB NAME : 2610-D MODIFIED PITCH NH - Cl Scale: 0.2850 5��v°GPryNO�Fp�s,, WARNINGS: GENERAL NOTES,unless otherwise noted: �� ( / 1 �.9 � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual r 9 21/P E f- Truss: 01 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ] DES. BY: LJ Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 1 continuous sheathing such as plywood sheathing(TC)and/or drywall C. / DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 3 , ,OREGON ,I S EQ. . 6054209 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon non-corrosive environment, �fk 'A,- SEQ. : �✓ design loads be applied to any component. and are for"dry condition"of use. _t TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at at supports shown.Shim or wedge H i0 • 14 'Z� T fabrication,handling,shipment and Installation of components. necessary. �P 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes locatedadeqonne drainage iso truss,and MEQ R'�� II I I I I H II IIII VIII IIII VIII IIII IIII 8.Plates shall bewith both faces of truss, placed so their center ,l I TPIMrI'CA in BCSI,copies of which will be furnished upon request. lines coincide jointf ppcenter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.t9.allbasicigits lccoonnecto e rplatetdesign valinches. es see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0° TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 �COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacin0.1 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting ,, Connector plate prefix designators: ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria:— DL C,CN,CI8,CN18te no prefix) CompuTrus,= Inc TOTAL LOAD = 42.0 PSF M,CN,C1 ,CN1B (or n MiTek MT series Wind: 140 mph, h=15ft, Cat.L=6.0, ASCE 7-10, 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 �M 4x4 12 6.00 \16.00 dii o ' m ,d- ABBIIMBIEBIBMIIMMINIMBIBMIMMIN M-3x5(S) M-3x4 M-3x4 • y y y y y 12-00 10-00 1-00 22-00 y y 1-00 P JOB NAME: 2610-D MODIFIED PITCH NH - D1 Scale: 0.3532 \�����D INrCO�LF�p6'0 WARNINGS: GENERAL NOTES,unless otherwise noted: ,...w., "3",... ��/ ( f ! v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '92 P E 9t' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper Adder, 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 end 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 ` 46dOPOP continuous sheathing such as plywood sheathing(TC)and/or drywall C. / DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ) —1110 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (Q SEQ. : 6 054210 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y 1k TRANS I D: 407 743 design loads be applied to any component and are for"dry condition"of use. 4 y O S 5.CompuTrus has no control over and assumes no responsibility for 6.Design assumes full bearing at all supports shown.Shim or wedge if 2 T' p dY r the necessary. 9 Q 1 4, �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M�h R I t.� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �r''TT I II I I III VIII VIII ILII VIII I II IIITPIANTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. 1 e.For basic connector plate design values see E5R-1311,ESR-1988(MTek) EXPIRES:12/31/2015 ' IHIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/EDF/Cq=1;00 - TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-224) 1261 :3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. WEBS: 2x4 KDDF STAND 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 LOADING 3- 4=(-1318) 338 9- 6=(-253) 1261 4. 9=(-111) 492 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1504) 338 9- 5=(-311) 220 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1500) 350 OVERHANGS: 12.0" 12.0° TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus,,Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,CN,C1 MCNIB(or n Mprek MT) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 Pe) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088' @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5"- 5-09-04 5-02-12 T 5-02-12 T MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' • 5-09-04 "( T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 M-4x6 6.00 Design conforms to main windforce-resisting 4 ' system and components and cladding criteria; 11444 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.o, ASCE 7-1'0, (All Heights), Enclosed, Cat.2, Exp:B, MWFKS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. _ . M-1.5x3 M-1.5x3 co O 0 .4 8 I=I=I 9 v C o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y y 7-06-03 6-11-11 7-06-03 y J, y 12-00 10-00 y 1-00 22-00 ), 1, 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 Scale: G,26a6 .5- cGIIN O ,!6-. WARNINGS: GENERAL NOTES,unless otherwise noted: ' • r I f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 2 P E 91' Truss: D 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer -'4---- 3. Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_ continuous sheathing such as plywooding(TC)and/or drywall(BC). /'��' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7,, .A__OREGON O� �4/ SEQ. : 6054211 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ''9 design loads be applied to any component. and are for`dry condition"of use. Q 4" TRANS I D: 407 743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components, 7.necessary. t 6.This design Is furnished subject to the limitations set forth bye,Designlaenassumes locatedadeqonne drainagecistruss,provided. M�.R R I l_�- II II 111111111111 III III III 8.Plates be both faces of truss,and placed so their center - TPIAMICA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.M Tek USA,Inc./CompuTrus Software 7.6.6(1 L)E 0.For basicits icate size connectorplate desiglate in nInches. values see E5R-1311,ESR-1988 P 9 (MTek) EXPIRES:12/31/2105. II'lllllllll11 This design prepared from computer-input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-9) 80 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED'BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 287V -25/ 85H 5.50' 0,46 KDDF ( 625) 1'- 10.9° -157/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: C CN C16 CN18 or no prefixLL = 25 PSF Ground Snow (Pg) B'- 0.0° 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) ( p ) = ormpuTrus, Inc M,M2OHS,M18HS,M166 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133° MAX TC PANEL LL DEFL = 0.003' @ 1'- 0.0° Allowed =' 0.135° MAX TC PANEL TL DEFL = -0.007° @ 1'- 1.5" Allowed = 0.202' MAX BC PANEL LL DEFL = 0.013° @ 3'- 6.6' Allowed = 0.354° MAX BC PANEL TL DEFL = -0.079" @ 4'- 4,8' Allowed • 0.472° 1-11-11 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9° T T MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9° 12 NOTE:Design assumes moisture content does 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=20.1ft, 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 0 in the plane of the truss only. CD . 0 N d- r/ O o� 10.--- .... .14 -1 M-3x4 • * * y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4I 8-00 PROF JOB NAME : 2610-D MODIFIED PITCH NH - J1 Scale: 0.5876 co\ ,Q,AGIN A,_0:/O 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 en individual _' 2 P E 9r Truss.: J1 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. ,.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 /�It. DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). /,‘,410.. P ity 9 3.2x Impact bridging or lateral bracing where shown++ 0 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. ' -94i A_OREGO O� �to ISI SEQ. : 6054212 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used in a non-corrosive environment, „! TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if •4, 2 A� fabrication,handling,shipment and Installation of components. necessary.777 f_ 8.This design is furnished subject to the limitations set forth bye.Designlatesassumes adequate one drainage istrus,provided. MFR R I li.� -.-1 VIII III 11111111111111111 111111111 8.Plates shall be located on both faces of truss,and placed so their center TPIMIrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.F9. or basitts c connectocate slze r plf ate design values see ESR-1311,ESR-1086(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 95 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX H08Z BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -16/ 358V -48/ 139H 5.50" 0.57 KDDF ( 625) 3'- 10.9° -183/ 171V 0/ OH •1.50' 0.27 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 71V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacinqd BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' 8 -1'- 0.0' Allowed = 0.133" 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° 8 3'- 6.6" Allowed = 0.354' 3-11-11 MAX TC PANEL TL DEFL = -0,037' @ 2'- 2.2' Allowed = 0.469' MAX BC PANEL TL DEFL = -0.119' @ 4'- 1.4' Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9° 10.50 MAX HORIZ. TL DEFL = 0.001° @ 3'=`10,9° 7 NOTE:Design assumes moisture content does ►j not exceed 19% at time of manufacturh. Design conforms to main windforce-resisting` system and components and cladding griteria. . • Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.ir), o load duration factor=1.6, Truss designed for wind loads " in the plane of the truss only. M . ,r r� . v 0 • o 0E2E0 00a44 M-3x4 y 1-00 y (PROVIDE FULL BEARING:Jts:2,3,4I 8-00 y JOB NAME : 2610-D MODIFIED PITCH NH - J2 .40--�° PR°RFs Scale: o.ssot ! I7N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 'Ci / f * 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E 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 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 2'0.0.and at 10'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 Impact bridging or lateral bracing required where shown++ ) � `� 4OREGON i ./ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E 0. : 60541 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corosive environment, / ,y' 2-C)5.CompuTrus has no control over and assumes no responsibility for the `D° TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if O 14, necessary. Uy Q' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M�b R I�� 111111111111 I I II I VIII I !HIE I III VIII I III 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center °ll TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9.Dls incate size le in inches. 10.FFo basic connector plfate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOFlCq=1.00 TC: 2x4 KDDF ql&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTA SPACED 24.0" 0.C. 1-2=( 0) 75 2-4=(0) 0 2-3=(-135) 129 TO LATERAL SUPPORT <= 12'00. UON. • LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0,0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -72/ 194H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -172/ 201V 0/ OH 1.50 0.32 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) B'- 0.0° 0/ 65V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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° 5-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0° Allowed = 0.078' TL CRT f MAXMAX TO PANELEEP LL DEFL = 0.189' @ 3'- 2.11° Allowed= 0.490' ---/ MAX BC PANEL TL DEFL = -0.156" @ 4'- 1.4" Allowed 0.472" (0) MAX HORIZ. TL DEFL = -0.002' @ 5', 10.9" 12 NOTE:Design assumes moisture content does 10.50 V not exceed 19's at time of manufac -. ture Design conforms to main windforce-resisting t,„. system and components and cladding g.('iteria.A.- Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0; ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFSS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. rn r,- v 0A 0 PEMO iY4 4 -� • M-3x4 1, y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: 2610-D MODIFIED PITCH NH - J3 �-REo PR,4.6, Scale: 0.4659 IN S/ WARNINGS: GENERAL NOTES,unless otherwise noted: (!/ ! I �-v- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual _•'Z `' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. ° Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. 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 ` ��► DES. BY: LJ DATE: 9/9/2014 the overallstructure Is the responsibility of the buildingtlesi ner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / �•. - 9 3.2x Impact bridging or lateral bracing required where shown++ 4 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. -577, .7'4" OREGON y � ��i S EQ. : "6054214 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 407743 design loads be applied to any component, and are for°dry condition"of use. 2 �`` ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14. �' fabrication,handling,shipment and Installation of components. necessary. . . 8.This design is famished subject to the limitations set forth by7.Designlates shall assumes adelocatedquate on drainage h is provided.trus, MER R I LL V VIII 1111111111 III II II VIII III 1110 Hill II IIII III) TPI1WTCA in BCSI,copies of which will be famished upon request. a Ines coincide awitoint center both9. of truss,and placed so their center MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basicits lcate connecttorze oplalate in Inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: ,2x4 DF-#1&BTS SPACED 24.0° O.C. 1-2=( 0) 75 2-4=(0) 0 KD 2-3=(-186) 162 IC LATERAL SUPPORT (= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 479V -96/ 250H 5.50' 0.77 KDDF ( 625) 7'- 9.2" 0/ 185V 0/ OH 5.50" 0.30 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.1" -154/ 237V 0/ OH 1.50" 0.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-01 MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" I T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0° Allowed = 0.133" I 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° 0 MAX HORIZ. TL DEFL = -0.003° @ 7'- 10.3° NOTE:Design assumes moisture content does not exceed 19% at time of'miihurigture. 12 Design conforms to main windforce-rOsisting.: 10.50 system and components and cladding criteria.. 7 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. 4t 0 • •zr o or- o -� 41'1=-4 -/ M-3x4 y ) 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-D MODIFIED PITCH NH - J4 .<i, Pio s ,W Scale: 0.4089 IN S!,, WARNINGS: GENERAL NOTES,unless otherwise noted: A! 4//7//r_ 3 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for an individual :g'Z PE f' Truss: J4 and Warnings before construction commences. building component,Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. // DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c..and at 10'p.c.respectively unless braced throughout their length by s� ��r continuous sheathing such as plywood here 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++ -0 Ct 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. 92i OREGON 1 Jr � .�� SEQ. : 6054215 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, th TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 2 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 O 14' F4 -•- - fabrication,handling,shipment and Installation of components. necessary. L 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 4/ R R I L� BCSI,copies of will be famished upon locatedB.Plates shall be lines coincide with placed11111111111111111111111111111 nhrequest. MiTek SAlnc./CompuTrus Software 7.6.6(1 L)E joint 9.DigitsIdictoize ofpaainne'connector inches. see ESR-1311,ESRt1966(MRek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII 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 TO: 2x4.KDDE.#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(0) 0 - BC: 2x4'KDDF 81&8TH SPACED 24.0" O.C. 2-3=(-315) 289 TC LATERAL"SUPPORT <=12"OC, UON. LOADING 3-4=(-145) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.. (SPECIES) 0'- 0.0" -29/ 442V -121/ 313H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 162V 0/ OH 5.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11'2° -347/ 542V 0/ OH 1.50" 0.69 KDDF ( 625) 9'- 11.7° 1051 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 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" B -1'- 0.0' Allowed..., 0.100" ii MAX TL CREEP DEFL = -0.003' B -1'- 0.0' Allowed. 0.133" MAX TC PANEL LL DEFL = 0.425" B 3'- 10.5' Allowed °•0:669" MAX IC PANEL IL DEFL = -0.315" B 3'- 11.0' Allowed 1.004" MAX HORIZ. LL DEFL = -0.005' B 7'-•11.2". MAX HORIZ. TL DEFL = -0.005" B 7'- 11:2 i 12 / NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.50 7 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), r load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 03 a' 7 A O OA- M-3x4 5 • • y y y )- 1-00 8-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 2610-D MODIFIED PITCH NH - J5 •\• ,N PROF„s Scale: 0.3670 ��Gj rI�7yNB/�T �'/Q� WARNINGS: GENERAL NOTES,unless otherwise noted: �� v I !/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual _'•2 P E 9� Truss: J5 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 bosom 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++ 0 c SEQ. : 60542164.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, - -yG Al OR EGON\ ate, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,design loads be applied to any component, and are for"dry condition"of use. TRANS 1 D: 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 i0 y -14, 2° A, fabrication,handling,shipment and installation of components. 7necessary. ,r_ C� �y - 6.This design Is furnished subject to the limitations set forth by5.Designlates shall be assumes adelocatedquate on both faces drainage is provis,a. rVJ`�rl R I L`�' V II I I 11111111111111111 I II II I VIII VIII III I I II'III TPIIWrCA In BCSI,copies of which will be furnished upon request. 8 linesPcoincide witoinf ppt center Ilnes9. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in Inches. 0.FFor basic connector its Indicate size oplate des design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.5=(0) 0 BC: 2x4'KDDF #1&BTR SPACED 24.0. O.C. 2-3=(-401) 371 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-132) 57 • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO;IN. (SPECIES) Connector plate prefix 0'- 0.0° -29/ 444V -146/ 376H 5.50' 0.71 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) =designators: rus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 9.2° 0/ 183V 0/ OH 5.50' 0.29 KDDF ('625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2° -351/ 517V 0/ OH 1.50° 0.66 KDDF ( 625) 11'- 11.7' -48/ 61V 0/ OH 1.50° 0.10 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24""dc soacihd.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /4/12r) MAX LL DEFL = -0.002' @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed =" 0.133" MAX TC PANEL LL DEFL = 0.335' @ 4'- 5.7' Allowed = 0.669° MAX TC PANEL TL DEFL = -0.329" @ 3'- 11.0° Allowed 1.004° MAX HORIZ. LL DEFL = -0.008° @ 11'- 10.9° MAX HORIZ. TL DEFL = -0.008' @ 11'- 10.9° NOTE:Design assumes moisture content does not exceed 19N 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads CD in the plane of the truss only. 0 v o 0 5'=- -/ M-3x4 , J, i, y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.5,3,4I JOB NAME : 2610-D MODIFIED PITCH NH - J6 Scale: 0.3221 �5-<<, �DG/ ! e 1INFOCyF�O`S��0�f WARNINGS: GENERAL NOTES,unless otherwise noted: 44 'Y/7/1I1 - 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual =92•S P E � � 1--- Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Ale" DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 461111...continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 'ate. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ 40 /C'. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON W SEQ. : 6054217 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ Zj� 2o,,D"`,� design loads be applied to any component. and are for"dry condition"of use. T 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 O 14, fabrication,handling,shipment and installation of components. necessary. h - P 6.This design Is furnished subject to the limitations set forth 7.Designlaesassumes adequate onne bodrth face Is truss,sand MFR PRI�..� VIII III II I IIII Ell I III IIII IIII by 8.Plates shall be located both faces of placed so their center TPIM/TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E hes. o.For9.Fits b sic connectorcate size f plate desige in n values see ESR-1311,ESR-1988 9 (MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/.Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=(. 0) 75 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-65) 41 . IC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -671 301V -25/ 85H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: 1'- 9.2° -33/ 28V 0/ OH 5.50' 0.05KDDF (_625)- C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 11.7° -26/ 43V 0/ OH 1.50' O.UZ"'KDDF-_( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' T T - MAX TC PANEL LL DEFL = -0.002° @ 1'- 2.9' Allowed = 0.135' MAX TC PANEL TL DEFL = -0.002° @ 1'- 2.9° Allowed = 0.202' 12 10.50 2 MAX HORIZ. LL DEFL = 0,000° 8 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. -- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0•••••010°°°°°°°°°°1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 cm 0 O rte'`- 11111.- 1 4 -/ M-3x4 J, y y 1-00 2-00 • - 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-D MODIFIED PITCH NH - SJ1 Scale: 0.6811 ��5��'11/7//? 7`Jp PRN �L� sr, I, WARNINGS: GENERAL NOTES,unless otherwise noted: '' ''-- 7.92.9 � I // I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -_'9�P E "9t� I Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. r 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 Ing(TC)and/or drywall(BC). �rw.- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. J S E Q. : 605421 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 1�/ 4.O OREGON O O�� �4/ TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. v/ _y 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, `Z- T fabrication,handling,shipment and installation of components. necessary. tt '5 6.This design Is furnished subject to the limitations set forth by7.Designlaesassumes caade d onne bothdrhiface isMiss, provided. MEt',RIO.- B. VIII I III !ill I I I VIII II 111111 e.Plates shall be located faces of tmss,and placed so their center rll TPIM/rCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For9. basic its icate size of connector plalate In inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 @t&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2.4=(0) 0 BC: 2x4 KDDF J11&BTO SPACED 24.0' O.C. 2-3=(-99) 78 TC LATERAL SUPPORT <= 12'OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -35/ 322V -48/ 139H 5.50° 0.52 KDDF ( 625) 1'- 9.2° -11/ 63V 0/ OH 5.50° 0.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7° -72/ 102V 0/ OH 1.50° 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc.spacing,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240,'TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1° Allowed = 0.054° MAX BC PANEL TL DEFL = 0.002° @ 1'- 0.1° Allowed = 0.072' 10.50/ MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 1 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), CI) load duration factor=1.6, Truss designed for wind loads V) in the plane of the truss only. r/ 0 0 0 �� 4 M-3x4 • )' y y 1- 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:lts:2,4,3I JOB NAME: 2610-D MODIFIED PITCH NH - SJ2 Scale: 0.6176 �5K���GPryN OFF(-9.0 WARNINGS: GENERAL NOTES,unless otherwise noted: �f•Gr� ' /! 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 9� -. Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the 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 load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G/ ,ry_OREGON� ��i SEQ. : 6054219 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r! TRANS ID: 407743 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1[}, �� fabrication,handling,shipment and Installation of components. necessary. B.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. MFR R 10- I II I VIII II I VIII I I I III VIII Ell 8.Plates shall be located on both faces of truss,and placed so their center • TPIIWiCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Fo ba9.Dits sic te sizerplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR7DOFy0q=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(•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 SO..IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -24/ 309V -72/ 194H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -71/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -109/ 156V 0/ OH 1.50" 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 'dc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX BC PANEL LL DEFL = 0.005" @ 1'• 0.1° Allowed = 0.054" MAX BC PANEL TL DEFL = -0,005" @ 1'- 0.1' Allowed = 0.072' 11,1 MAX H0RI2. TL DEFL = -0.002" @ 5'- 10.9" 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resistingsystem 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.BI MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. rn . . 'vr�`ro�o -/ J., y y )- 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 2610-D MODIFIED PITCH NH - SJ3 4i'st�1� PROFes Scale: 0.4958 C�5 l /1GI s/O7i WARNINGS: GENERAL NOTES,unless otherwise noted: Ql./ !!!�/'/Y/(/i71�'Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual l'9 2.0 P E 91-- Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. l 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 ` 44,110"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 requiredmeedwhere shown++ @C) / 1111 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t i SEQ. : 6054220 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Gt. design loads be applied to any omponent, and are for"dry condition"of use. '� TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if /O R 7 4, 2� r fabrication,handling,shipment and installation of components. necessary. ryP 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes locatedadeqonne both drainage istms,provided. M,-rt-IRI�`^ V III I VIII II II I I I III I III III (III(III 8.Plates shell be faces of tmss,and placed so their carnet TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in Inches. 10.For9. rts Incate sizeasio onnecto rplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/311201A 1111111111 This design prepared from computer'znput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF If1&BTR SPACED 24.0" D.C. 2-3=(•199) 147 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'-,11.7" -147/ 2D9V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psfJ uplift at 24 'oc spacing. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' 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" 0 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9"_ MAX HORIZ. TL DEFL = -0.003° @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B,. MWFRS(Dir), • load duration factor=l.6, c. Truss designed for wind loads in the plane of the truss only, 0 • i yr 0 ►� 4:a -/ M-3x4 ; ) ), y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 2610-D MODIFIED PITCH NH - SJ4 ��,Eo IN 6 Scale: 0.4121 (\�J �7\,ppp LV(O `r/02 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 I /1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92.1 P E 9C.- 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. A4011,1// • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their lengthy is the responsibility of the erector.Additional permanent bracing of b �� �� 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++ ( ) 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G A.OREGON b to SEQ. : 6054221 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407 743 design loads be applied to any component. and are for"dry condition"of use. .9y 0'� 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Z A� fabrication,handling,shipment and Installation of components. 7necessary. `_ 8.This design is furnished subject to the limitations set forth bye.Designlatesassumes adequate one drainageh Is gross,a. p p I T! _ II I I IIIII II IIID I I II II IIII 8.Plates shall be located on both faces of truss,and placed so their center ��ll fl TPV4VrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Fortts basic connectorcate size of platele In des design inches. values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES1) 44 1-3=(0) 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0° D.C. 1-2=(-51) 1-3=(0) 0 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) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -19/ 44H 5.50" 0.15 KDDF ( 625) C CN CtCNta or no prefixTOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50° 0.04 KDDF ( 625) ( p ) = CompuTrus, Inc 1'- 11.1" -42/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1-11-01 'rLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002' @ 1'- 2.6' Allowed = 0.130' 10.50/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = D.002' @ 1'- 2.6° Allowed 0.195' 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. c 0 N .4-,,,_ O 8,- AMEN 3E -1 M-3x4 2-00 'PROVIDE FULL BEARING;Uts:1,3,21 JOB NAME: 2610-D MODIFIED PITCH NH - SJ5 Scale: 0.7753 �'���tp PN R OFess/0A WARNINGS: 1'9. !/,� GENERAL NOTES,unless otherwise noted: ��r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 I I P_E Truss: •SJ 5 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. "��/. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by ` �� DES. BY: LJ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P: DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ @C) / • la - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON !V SEQ. 6054222 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ �� no 1)% �� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment end installation of components. ,61.‘,...%-- necessary. r f].Q' 8.This design is furnished subject to the limitations set forth by8.Design assumes adequate drainage is truss, �`R R 10- V II I III Alli VIII I I I III III I II III 8.Plates shall be located on both faces of and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E le in 10.For9.Fbasic connectoits indicate sizerplfate design Inches. values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 79 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0. 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), Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0,0" -27/ 129V -42/ 98H 5.50° 0.21 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" 351 77V 0/ OH 5.50' 0.12 KDDF ( 625) 3'- 11.7" -76/ 104V 0/ OH 1.50° 0.17 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1° Allowed = 0.054" 10.50 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002° @ 1'- 0.1' Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9° MAX HORIZ. TL DEFL = -0.001' A 3 - 10.9" NOTE:Design assumes moisture content does 1 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=6.01.ASCE•.7.10, (All Heights), Enclosed, Cat.2, Exp.B, -MWFRS(Dir), c load duration factor=1.6, y:.;- ..,. Truss designed for wind loads o in the plane of the truss only. m • • 0 4111.1.11.11 o' 1►� 3►� -> M-3x4 • y y y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2( • JOB NAME: 2610-D MODIFIED PITCH NH - SJ6 <cl-N PR©EPSs Scale: 0.6275 43 )�f111! /1 f17F/7 WARNINGS: GENERAL NOTES,unless otherwise noted: - �41,r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P.E Truss: SJ 6 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. J AO 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'c.c.and at 10'o.c.respectively unless braced throughout their length by �_P continuous sheathing such as plywood Ing(TC)and/or drywall C. moi: DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ) -4111 (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON !(y SEQ. t 6054223 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ 117 OREGON r Z�\IT�A- design loads be applied to any component and are for'dry condition"of use. TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, fabrication,handling,shipment and installation of components. necessary. Q- 8.This design is furnished subject to the(imitation set forth by7.Design assumes adequate both drainageciso sand ���RIO- 8. I VIII II II IIID IIII VIII IIIII III IIII IIIIr 8.Pies coincide ail e with jointn on ter Ines. of truss, placed so their center n TPIMlI'CA in BCSI,copies of which will be furnished upon request. lines with center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For9. basiits c connectte or plate design vale in ues see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 DUI - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-145) 113 1-3=(0) 0 BC: 2x4 1(DDF R1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -20/ 116V -66/ 153H 5.50" 0.19 KDDF (,625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -107/ 181V 0/ OH 5.50' 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -111/ 157V 0/ OH 1.50' 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.005" P 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005' P 1'- 0.1° Allowed =,_-0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -' MAX HORIZ. LL DEFL = -0.002° P 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' P 51- 10.9" 12 '6 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 ct`i:fief`ia.,`- Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0;ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B,- MWFRS-(Air), load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. CD ti (:, u) 7 vr INI 0 12I 3�� f M-3x4 • ), 1- ). 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:1,3,2) JOB NAME: 2610-D MODIFIED PITCH NH - SJ7 ����� PRa�Fs Scale: 0.4961 �5 �/!///���/O2 WARNINGS: GENERAL NOTES,unless otherwise noted: Q� 7/ J!/7 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual rf,,P E 9� Truss: SJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper L/� 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /�/ 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 s I_r" continuous sheathing such as plywood sheathing(TC)and/er drywall(BC. ,,,, •4111110. 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' SEQ. : 60542244.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON <(j �fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. ,�D design loads be applied to any component. and are for"dry condition"of use, "f Q TRANS 1 D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14, 2 fabrication,handling,shipment and installation of components. 7necessary. L Q` 8.This design is furnished subject to the limitations set forth by5.Designlatesassumes adequate onne drainagehc is oftrus,provided. �`R R I�.-�' VIII I I II Mil III I VIII III III 8.Plates shall be located both faces truss,and placed so their center TPVWfCA in BCSI,copies of which will be furnished upon request. basicconnectorlines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Elate in inches. 9. or indif cate 10.For design values see ESR-1311,ESR-19e8(MiTek) EXPI RES:12/31/2015