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Plans W -0 -0 W NS No MP > ri °Z rnf rt m � �mOm a .A.,30 oyrz y 60 0.1 � nZ Zmo m o 2 2 Z 'm z — "0 Z o 3. _ 0 :, 2 o Z 56'-0" 13 1- 391-6" _ 16'-0" EL 8' " 8'-0"ii I a �con < J1 J1 A w w rn < < AJ1 \I �. r y y m 1 AJ3 \I► N 2 i i --.....,>. m 'I w I , J: co FAJ4v :N �. N Illniaft. y�y m J2 44101.,..i-1 / 7a m mOmp J„� �,J6 (Z) e v / �� Ayy Qo "i _ yr9 Ty ZZT�GJCnV i6 G � yWAA2�yynEn, ,I IV a 1R' 1 JSI �., 2. .ivmm AO_p10TC00 D II _ J•1 N . ztiam ,,,„ _, WY F. Zoos-03 coz°m N I yOZY'OOgc�z � <4 BJ3 J. �' C mcZ.� .�CypA N J: Zoo°ybj '� DJG _..�, y BJ1 J1 �, CD ; '4 r-01.. 58'-06 i NVi C ® CONFORMS TO DESIGN CONCEPT ® Q CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH v° CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN .1' ❑ REVISIONS NOTED Ei 0 NONCONFORMING—REVISE&RESUBMIT NON CONFORMING—REVISE AND RESUBMIT ° THIS SHOP DRAWING HAS BEEN RTHIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE i EVIEWED FOR GENERAL CONFORMANCE 0WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 1:3111FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Ei .V a DRAWINGS,SPECIFICATIONS,AND APPLICABLE.CODES,ALL.OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. DO }` 'n OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Z By Alexia Fukui Date 9/22/14 M I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC 1 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIIWTCA 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). 4. .3O 1� l R°E- 1ff *Z° (V t- o ,ott- -t i t �..,, „ski , ..: cry, .b.� 4, a $ a y t jjnf j j�j /01>l`f 1y "a x„ ,a.,,; : 14"."a97L ' 7 1 IIIIIIIIIII 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"0C. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V 5- 6=(-1833) 519 12-13=(-237) 1408 5.11=(-104) 323 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0' V 6- 7=(-2088) 468 13- 8=(-229) 1370 11- 6=(-316) 210 BC UNIF LL( 75.0)+DL( 71.0)= 146,0 PLF 8'- 0.0" TO 9'• 0.0' V 7- 8=(•2035) 375 6.12=1 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)+0L( 130.7)= 597.3 LBS @ 9'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1736V -165/ 174H 5.50" 2.78 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -256/ 1613V 0/ OH 5.50" 2.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "Sc spacing.' Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 7-11-11 1-00-10 7-11-11 MAX LL DEFL = -0.036" @ 9'- 0.0" Allowed = 0.804' MAX TL CREEP DEFL = -0.069" @ 9'• 0.0" Allowed = 1.072' 2-09 5-02-11 1-00-10 2-11-03 2-03-08 2-09 MAX HORIZ. LL DEFL = 0.021" @ 16'- 6.5" 597 X30# MAX HORIZ. TL DEFL = 0.035" @ 16'- 6.5" 597.30# NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. M-4x6 #=4 M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.50 lipiliii 1111111100:-3x4 a 10.50 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.8, TrTrussess designedfd foreor windslind oadsy. ads M-3x4 M-3x4 v M-3x6 _, e/ 111122...16L , Nrr C. =M 6x6 M-3x8 M-3x4e o 13 ** M-7x8 =M-6x6 M-3x5 0 2 75 2X WEDGE W/(2) M-3X4 TYP. 2.75 0 12 12 y y ,• y )' i' y 2-05-08 5-02-12 1-09-04 2-09-08 2-00 2-09 ), ) y y 1, ), 1-00 2-05-08 9-09-08 2-00 2-09 J, y y 1-00 17-00 JOB NAME : 2610-D MODIFIED PITCH NH - Al Scale: 0.2530 ti5�� Q ppRfC��. WARNINGS: GENERAL NOTES,unless otherwise noted: �J I i r t tC7II- U/* Al1.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 a a I�E 4� Truss: ^ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,/ .I/ 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.x.and at 10'o.c.respectively unless braced throughout their length;y am' 40111W the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 9/9/2014 P Iry 9 3.2x impact bridging or lateral bracing required where shown++ irr SEQ. : 60541914.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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4._ t* design loads be applied to any component. 5.CompuT us has no control over and assumes no responsibility for the and are for"dry condition"of use. /^ .1 y 1 r 0\ TRANS I D: 407743 6.Design assumes full bearing at all supports shown.Shim or wedge if V " ip„ fabrication,handling,shipment and installation of components, necessary.7. ., � �� 7.Designlaesassumes adequateted drainage face i oprovis,a. '✓/ Ft 1 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIIII III I IIIII IIIII VIII I II IIIITPI/WTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. n MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 ..1/201 5 1 IIIIIIIIIIII 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 N1&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. 2- 3=(-1131) 300 8- 9=(-217) 797 3- 9=(-415) 293 WEBS: 2x4 KDDF STAND; 3- 4=( -662) 204 9-10=( -87) 575 9- 4=(-146) 432 2x4 DF STAND A LOADING 4. 5=) -605) 252 11-12=) 0) 0 9- 5=(•289) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -805) 272 12- 7=(-102) 544 5-10=( -53) 144 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -851) 219 10- 6=( -32) 64 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 10-12=(-106) 563 OVERHANGS: 12.0` 0.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approvedplans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 p pp 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,M18H5 (or16 no iTek prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'In spacing.' 8-06 8-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 2-09 5-09 3-05-08 2-03-08 2-09 MAX TL CREEP DEFL = •0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016' @ 8'- 6.0" Allowed = 0.804" - T T 1' .) MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.6" Allowed = 0.727" 12 IIx-4x4 12 MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5' 10.507 N10.50 MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5' 4.0"4 NOTE:Design assumes moisture content does NN not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M•3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 !*p iy v M-3x5 de 6e� `r M-3x8 a 1f ' o M-5x6 8M-48 12 **7 M-3x4 M-3x4 O 2.75 $2X WEDGE 12 W/(2) M•3X4 TYP. . J, ), y 1I, y y 2-05-08 6-00-08 3-08-07 0-00-09-00 2-09 , ) y y y 1-00 2-05-08 9-09-08 4-09 J, y y 1-00 17-00 R Orr. JOB NAME : 2610-D MODIFIED PITCH NH - A2 Scale: 0.2574 ��`t /p►v � 6',P WARNINGS: GENERAL NOTES,unless otherwise noted: '4f 9+ r rn! -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 Individualt . °92 w.r E r" Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ',,/ d0107 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top andbottom 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 ,t/ ' 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. '126:1441:1171:21):4°: *: * OREGON�t,,"��(L SEQ. : 6054192 fasteners are complete end 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 and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4., fabrication,handling,shipment and Installation of components. necessary. t 7.Design assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center in de with III II VIII II II III I 111 11 101 I 11 11 TPI/WTCA in BCSI,copies of which will be MiTek USA,tnC./CompuTrus Softwaref 7.6 6(1 L)E request lines baasic connectorplate design values see ESR-1311,ESR-1988(MITek)joint 9.Digits Indicate size of plate in Inches. 10.For 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/C =1 00 TC: 2x4 KDDF #1&BTR 0) BC: 2x4 KDDF pt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(•87) 173 5-3=( 0) 107 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-281) 1 5-6=(•85) 157 3-6=(-169) 91 3-4=( -32) 34 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -35/ 381V -48/ 139H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -147/ 79V 0/ OH 1.50' 0.13 KDDF 625) 625) Connector plate prefix designators: 8'- 0.0" 0/ 118V 0/ OH 5.50" 0.19 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.005' @ 2'- 5.5" Allowed = 0.226' 1-05-06 2-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.005" @ 1'- 3.0" Allowed = 0.169" MAX BC PANEL TL DEFL = -0.036" @ 5'- 0.1" Allowed = 0.291" MAX HORIZ. LL DEFL = 0.002" @ 7'- 6.7" 1� MAX HORIZ. TL DEFL = 0.002" @ 7'- 6.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4 N Design conforms to main windforce•resisting 12 �p o system and components and cladding criteria. 10.50 V Lo CI Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (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 T ��psi r v 5NW- /6 o� -� M-1,5x3 C3 M-5x6 $2X WEDGE 2.75 W/(2) M-3X4 TYP. 12 J, y , )' 2-05-08 5-01-03 0-05-05 1, / y y 1-00 2-05-08 8-00 5-06-08 !PROVIDE FULL BEARING:Jt5:2,4.6I JOB NAME : 2610-0 MODIFIED PITCH NH - AJ2 ,c,`<., � �N �6's Scale: 0.4786 „1,0 q// Q� WARNINGS: GENERAL NOTES,unless otherwise noted: / PE�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 individual1 . 92 w f 'C' Truss: AJ2 and Wamings 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. ;,/ // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggt�h by ,�,+ �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' !' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C .1 �1 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 SEQ. : 605411 933 1 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 N (+� TRANS I D: 407743 743 design loads be applied to any component. and are far"dry condition"of use. ^ 7 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 W fabrication,handling,shipment and installation of components. necessary. '. R R t ti 7.Designlatesassumes adequateadoboth drainagecis trussed. ��"/ 1., 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIA!!IIII IIII IIIIIIIIIIIIII III III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. 9. lines coincide with joint center lines. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-Elate in Inches. orbasits c connectoronncate size of 0.For design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 262 5-3=) 0) 126 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 48 5-6=(•157) 242 3-6=(-261) 169 WEBS: 2x4 KDDF STAND 3.4=( •79) 62 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacino.j BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'• 0.0" Allowed = 0.133" 1-05-06 4-06-05 MAX LL DEFL = 0.003" @ 2'- 7.8" Allowed '. 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105" MAX BC PANEL TL DEFL = -0.034' @ 5'- 0.1" Allowed = 0.291" jai MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.7" 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.7" 10.507 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cu M-3x4 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), u" load duration factor=1.6, t Truss designed for wind loads in the plane of the truss only. M-3x4 �� AIIIIIIIIIIIIIIIIIih.... � o� ill' 5 '6 o M-5x6 M 1.5x3 $2X WEDGE a 2.75 W/(2) M-3X4 TYP. 12 ,• )- y y 2-05-08 5-01-03 0-05-05 k y y y 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,4,61 JOB NAME: 2610-0 MODIFIED PITCH NH - AJ3 � �� PR Op Scale: 0.3926h 6)p WARNINGS: GENERAL NOTES,unless otherwise noted:contractor � - �.C2 7 i�/t / /1 TJE7 r� 1.Builder and erection should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual °9 G 1 I r E rTruss: AJ 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. 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 bye continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ SEQ. : 60541944.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. "P2... ,OREGON 41,, 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, / �k �NQa 4 TRANS I D: 407743design loads be applied to any component. and are for"dry condi on"of use. 5..CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S! 14, fabrication,handling,shipment and installation of components. necessary. �},� Q+. 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage is provided. 'r'! 'h ry`y V 1111111 VIII VIII III I(IIII(IIII Illi 1111 III 8. shall located on both faces of truss,and placed so their center rl r1 S. TPVWTCA inBCSis copies of which will furnished upon request, lines Plates shall be with)tint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10,orr9. its basiclcate size of connectorlate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-6=(-163) 262 6.3=( 0) 126 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 48 6.7=(-157) 242 3-7=(•261) 169 WEBS: 2x4 KDDF STAND 3-4=( -79) 62 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( 0) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) 8'- 0.0" -2/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net)-5 nsf) 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 f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.003" @ 2'• 7.8" Allowed = 0.270' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" MBC CREEP PANEL TLEFL = -0.034" @ 5'- 0.1 MAX ' 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 V. /, Design conforms to main windforce•resistlog system and components and cladding criteria. N 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. <#4" M-3x4 Alliblilliikii._ � 9 1111111111111111111111111111.111 oJ� r �I fi .z.7 0 M-5x6 M-1.5x3 $2X WEDGE 2.75 W/(2) M-3X4 TYP. 12 > )' yy 2-05-08 5-01-03 0-05-05 y ) ), y 1-00 2-05-08 8-00 5-06-08 tEROVIDE F B ARIN•• tc• 4 7( JOB NAME : 2610-D MODIFIED PITCH NH - AJ4 �� °PROF si Scale: 0.3274 iNp Q WARNINGS: GENERALNGTES,unlemothmwisenoted: •ill/N/! lTl�►'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 4 . T92 Ill*P E ("` Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f,,/ /J DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout their length)y J - � ► 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++ (Z" SESEQ. :/� i t� 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. "1",e, ,y-OREGON W. : 6054 1 95. 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, / 'II' 1 4 2.0 � , A 5.CompuTrus has no TRANS I D: 407743 design loads be applied to any. component. end are for"dry condition"of use. Q control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /0 fabrication,handling,shipment and Installation of components. necessary ,} 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. 't'/ .t"f p`t IIIIII VIII VIII IIII VIII VIII II II IIII IIII Y 6 Plates shall be located on both faces of t uss,and placed so their center Il 4 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint Doter lines. 9.Dits indicate size of MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In Inches. 10.Fo basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2-10=(-312) 2156 10- 3=( 0) 180 2x6 KDDF #1&BTR T2 2- 3=(-3054) 540 10.11=(-312) 2154 3-11=( -262) 220 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2774) 600 11-12=(-364) 2522 11- 4=( -300) 1532 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5=(-2032) 496 12-13=(-604) 3432 11- 5=(-1356) 378 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-2916) 710 13- 8=(-606) 3444 5-12=) -284) 1146 TC LATERAL SUPPORT or 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( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0' V 7. 8=(•4840) 994 12- 7=( -776) 268 8- 9=) 0) 74 7.13=( -190) 1168 ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1562.0 LBS @ 17'• 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -446/ 2387V -228/ 228H 5,50" 3.82 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'• 0.0" -841/ 3984V 0/ OH 5.50° 6.38 KDDF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc soaein0.I M,M2OHS,M18HS,M16 = MiTek MT series nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 * 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" HANGER BY OTHERS TO APPLY 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.034" @ 16'- 4.9" Allowed = 1.254° 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.109" @ 16'- 4.9" Allowed = 1.672" MAX LL DEFL = -0.001" @ 27'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 27'- 0.0" Allowed = 0.133' 9-11-11 6-00-10 9-11-11 T MAX HORIZ. LL DEFL = -0.011' @ 25'- 6.5" 5-01-07 4-10-04 3-00-05 3-00-05 4-10-04 5-01-07 MAX HORIZ. TL DEFL = 0.028" @ 25' 6.5" 12 960# f 12 NOTE:Design assumes moisture content does 10.50 M-4x6 M-4x6 not exceed 19% at time of manufacture. M-3x4 N10.50 Design conforms to main windforce-resisting �� 4� 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 111411,11,0011101/1 v r o I Si v ® ` r 12 ': o O M-3x4 M-1.5x3 110.25" M-6x8 M-1135x3 M-3x5 O M-7x8(S) y y y ,, 1562# ), y 4-11-11 4-07-07 6-09-13 4-07-07 4-11-11 1-00 26-00 1 y 1-00 e. JOB NAME : 2610-D MODIFIED PITCH NH - B1 Scale: 0.2159 cJ<(-,�{'�'.INE+p�,{+��s>� WARNINGS: GENERAL NOTES,unless otherwise noted: f"4 r f l t l ! -fit D 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`2«IPE rTruss: B 1 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 designee ^^I Additional temporary bracing to insure stability during construction 2.Design assumes the top andbottom 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 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++ ( ) N tr 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 4/ SEQ. : 60541 97 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//�'/,,,� �\� ,� design loads be applied to any component. and are for"dry condition"of use. V 1 4-, TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppons shown.Shim or wedge if �ty fabrication,handling,shipment and installation of components. 7necessary. /14 - „-R RI t \ s 6.This design is furnished subject to the limitations set forth byo Design assumes adequate drainage is provided. '✓' L. MILLI VIII II II VIII VIII VIII II II ILII ILII B.Plates shall be located on both faces of truss,and placed so their center IM/ TPTCA 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)-E9. late in inches. 10.FForibasic connector plts incate slze of ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12 31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2-12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(-151) 445 LOADING 43-- 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. 4- 8=( -740) 396 3-19=(-245) 445 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(•245) 215 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 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 10O--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 8RG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connec 8,CN18 (or no prefix) = 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' T .' .' . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 11,00-95 2-01-11 4-09-02 5-00-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T ''2-01-1i' 1'-'00-105 T T ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.031' @ 13'- 0.0" Allowed = 1.254' 10-00 MAX TL CREEP DEFL = -0.062" @ 13'- 0.0" Allowed = 1.672' 10-00 MAX LL DEFL = -0.002" @ 27'- 0.0" Allowed = 0.100" 1' 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' 10.50 M-4x6 7110.50 MAX HORIZ. TL DEFL = 0.028" @ 25'- 6.5" M-4X6 M-3x4 NOTE:Design assumes moisture content does 90 6 iw acD not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, AI1 M-1.5x3 Truss designed for wind loads in the plane of the truss only. v v V. 12 rl+ 13 -V r 1 o 8 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 ; y y y 9-08-04 6-07-08 9-08-04 ), ), y 12-00 14-00 y y . 1-00 26-00 l y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B2 .ti' GIN 61 Scale: 0.2015 ! ((7y� �ryY+� cS'/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4.! /7 C7IC r'f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1492 0 O r L Y-' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the 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 01 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 in ere shown and/or d ywall(BC). ..4/4.0. Po ty 9 3.2x Impact bridging or lateral bracing where shown++ 41 tr SEQ. : 60541984.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 O./fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,/ '�1 2,©&ts ,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 .0 1 4, i., fabrication,handling,shipment and installation of components. necessary. ,�},J, 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. `✓( !'1 tri I L.V IlIIIII VIII VIII VIII VIII VIII VIII IIII IIII e 8.Plates shall be located on both faces of truss,and placed so their center Il TPIM?CA 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. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 75 2- 8=(-128) 1107 3- 8=(-410) 357 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2. 3.(-1368) ( -71) 717 8- 4=(-237) 737 WEBS: 2x4 KDDF STAND 3- 4=(•1256) 463 9- 6=(•128) 961 4- 9=(-237) 737 LOADING 4- 5=(-1257) 463 9- 5=(-410) 357 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 306 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 75 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0' •212/ 1206V -303/ 303H 5.50" 1.93 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -212/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICON. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' 13-00 13-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" 6-07-14 6-04-02 6-04-02 6-07-14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0,133" T T T T f 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" 10.507 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' 4 4n MAX HORIZ. LL DEFL = 0.020" @ 25'- 6.5" VY MAX HORIZ. TL DEFL = 0.030" 0 25'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3•M-1.5x3 Truss designed for wind loads in the plane of the truss only. v v r�• T EF " +` O 9 o M-3x4 M-3x4 M-3x4 M-3x4 c M-3x5(S) , 1, 1, y 8-09-04 8-05-08 8-09-04 y y 10-00 16-00 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B3 Scale: 0.2034 -<<, //PR '6' WARNINGS: GENERAL NOTES,unless otherwise noted: {'�+ 'sf r `j> 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 individual4 . 0 92 I I1"L-, T r"u S s: 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. .,,/ // 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 matlat • �,,, � the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 9/9/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ ( ) • /� C.1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGONS E Q. : 6054 loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 � mkt A3 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if /O )"• 7 4' 2.0 �,.},,. TRANS I D: 40774 fabrication,handling,shipment and installation of components. necessary. '31' 1 R`t 4 7.Designlaesassumes atedadequate dtnage isprovided.truss, ++�� 1. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII IIII III IIIITPUWTCA 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 linea 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 /312015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 75 2.12=(-230) 975 3-12=(-245) 216 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2- 3=(-1313) 436 12-13=(-129) 824 12- 4=(•151) 445 WEBS: 2x4 KDDF STAND 3- 4=(•1095) 450 13.10=(-253) 882 12- 6=(-179) 128 LOADING 4- 5=) 0) 0 6.13=(-179) 128 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -740) 396 8.13=(-151) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -740) 396 13- 9=(-245) 215 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 8- 9=(-1095) 450 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(•1313) 436 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 75 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = 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 ICON. 2: Design checked for net(-5 osf) uplift at 24 "oc ooacinu.I T T T T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-00-14 4-09-02 11,00-95 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 1j00-65 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" T T f f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0' Allowed = 0.133' 12 12 MAX HORIZ. LL DEFL = 0.018" @ 25'- 6.5" 10.50 M-4x6 710.50 MAX HORIZ. TL DEFL = 0.028' @ 25'- 6.5" M-4x6 M-3x4NOTE:Design assumes moisture content does 4'1, 6 a� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5X3 1.5x3 Truss designed for wind loads in the plane of the truss only. v v c r�- • \IIh . 12 13 A r 1 o 0 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 y y y 9-08-04 6-07-08 9-08-04 ), y i' 12-00 14-00 1, ; y y 1-00 26-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B4 �� Q � ��o Scale: 0.2015 1 !/ 'os WARNINGS: GENERAL NOTES,unless otherwise noted: tCt P7C- -yr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . ;921 i E t"- T r u s s: 64 and Warnings before construction commences. building component.Applicability of design parameters end proper f ° 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / /0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced Cl 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;y � � � the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC. DATE: 9/9/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ r1 et /� 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. 77 OREGON !.V S E Q corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. /^ ,�4, , (� �S TRANS I D: 407743 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If 6 T fabrication,handling,shipment end installation of components. necessary. - ti A 1} 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. ''��''f/ L IIIIII VIII HI El IIIA VIII IMP IIII 8.Plates shall be located on both faces or truss,and placed so their center TPI/V✓TCA in SCSI,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. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 KDDF #18,617( LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=( 0) 75 2-10=(-153) 969 3-10=(-254) 240 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1313) 336 10-11=( -92) 821 10- 4=(-124) 435 LOADING 3- 4=(•1095) 350 11- 8=(-179) 882 10- 5=(-168) 93 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -740) 329 5-11=(-168) 93 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -740) 329 6-11=(-124) 435 TOTAL LOAD = 42.0 PSF 6- 8=(-133) 350 11- 7=(-254) 240 7- 8=(-13113) 336 8- NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9=( 0) 75 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 OVERHANGS: 12.0" 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 10060. 2: Design checked for net)-5 psf) uplift at 24 "ox spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" 9-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" T 6 00-10 9-11-11 MAX LL DEFL = -0.031' @ 13'- 0.0" Allowed = 1.254" T '1 MAX LL DEFL = -0.002' @ 27'- 0.0" Allowed = 0.100" 5-00-14 4-10-13 3-00-05 3-00-05 4-10-13 5-00-14 MAX TL CREEP DEFL = -0.003" @ 27'• 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.148' @ 4'- 8.5" Allowed = 0.591" 12 10.50 M-4x6 M-4x6 12 MAX HORIZ. LL DEFL 0.018' @ 25'- 6.5" M-3x4 10.50 MAX HORIZ. TL DEFL = 0.028" @ 25'• 6.5' 1111� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A1I . M 1.5x3load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. vd• r� NNAllikk rO _ 11 o 0 10 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 ; G 1, 9-08-04 y 6-07-08 y 9-08-04 y y y 12-00 14-00 y 1, 1, 1-00 26-00 1 y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - B5 )_N ta PRoe„.• 6 Scale: 0.2270 C3 �y1y1IN d/O WARNINGS: GENERAL NOTES,unless otherwise noted: C(J (( C 1. Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and Is for an individual 1 . ! IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP EB SETBACK 8-00-00 FROM END WALL TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER 446)FORCES 4WR3-1O (-13 ) 2x6 KDDF #1&BTR T2 1- 2=( 0) 75 2-10=(-446) 2306 3-10=(-133) 227 BC: 2x6 KDDF #1&BTR 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) TC UNIF LL( 50.0)+DL( 14.0) 64.0 PLF 0'• 0.0" TO 26'- 0.0" V 4- 6=(-2341) 593 12- 8=(-410) 2306 15- 2=(-829) 7912 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'• 0.0" V 5- 6=(-2341) 593 5-12=(-820) 252 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0° TO 18'- 0.0" V 6- =(-3366) 7)-3300) 710 2-17=(-133) 1227 7- R 9= BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 18'- 0.0' TO 26'• 0.0' V70 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 IC 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 MIN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 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. 1COND, 2: Design checked for net(-5 PM uplift at 24 "pc 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" MAX HORIZ. LL DEFL = 0.032" @ 25'- 6.5" 7-11-11 10-00-10 7-11-11 MAX HORIZ. TL DEFL = 0.052" @ 25'- 6.5" 3-11-11 4-00 T T T NOTE:Design assumes moisture content does 5-00-05 5-00-05 4-00 3-11-11 not exceed 19% at time of manufacture. 597.30# 1' 12 597.30k M-4x6 12 Design conforms to main windforce-resisting 10.50 V M-3x8 M-4x6 N 10 50 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 T }tire N$ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 .M-1.5x3 + + r v c r I� o o M-3x8 M-10 1)1 12 o 3x8 0.25" M-3x8 M-3x8 M-7x8(S) 7-07-02 5-04-14 5-04-14 7-07-02 y , 1-00 26-00 y y 1-00 JOB NAME: 2610-0 MODIFIED PITCH NH B6 KO\ pRoxes Scale: 0.2284 `��yq(on 7 1f�(�Ty '', WARNINGS: GENERAL NOTES,unless otherwise noted: C/j (` / w D C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 °92 0 E P E r Truss: B 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. ' 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). ; p d1' 9 3.2x Impact bridging or lateral bracing where shown++ 'Cr 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 contractors`/ OREGON �� SEQ. : 6054202 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 tyr TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14_ 2 P4 fabrication,handling,shipment and installation of components. necessary. ,�}}.� �.y 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided.and /ii . R 11 V eir center CA IIIIII VIII VIII VIII 11111 VIII VIII IIII IIII MiTek USA nInCJCompUTrus Software7 6 6(1 L)E request. 1with joint center lines. 0 D8, ig.Forbsindica easic nsizerof platte e in inches. nchelueates shall be located on both faces s see sESR-311 ESR'1988(MiTek) PR I. EXPIRES:12/31/2015 1E110111 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 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(0) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) 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,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 sof) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.011" @ 1'• 1.5' Allowed = 0.202" MAX BC PANEL LL DEFL = 0.018" @ 4'- 4.6' Allowed = 0.454° MAX BC PANEL TL DEFL = -0.211° @ 5'- 5.8" Allowed = 0.606' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.1ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 10.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Fr 0 0 'R N r, 7 - O� - O > Z4 M-3x4 y 1, y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 10-00 JOB NAME: 2610-0 MODIFIED PITCH NH - BJ1 Scale: 0.5116 .5`e'"' pj� °y�Qst o WARNINGS: GENERAL NOTES,unless otherwise noted: ,�4J I/f f BJ1 1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual °g ('- Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,/ 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 lengthby ' � P continuous sheathing such as plywood sheathing(TC)and/or drywallll�BC. it DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M SE/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •}7 OREGON (.V W. : 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, L„ .1.i.„9214.:: Q�� 7 design loads be applied to any component. and are for"dry condition"of use. /o 1 4,. TRANS I D: 40/743 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 �� fabrication,handling,shipmentnecessary. A„k./i A l t T and Installation of components. 7.Design assumes adequate drainage is provided. •✓, L IIIIII VIII VIII III I VIII IIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCS(,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. 10 ��** .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC 1 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 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.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 BAG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -12/ 364V -48/ 139H 5.50" 0.58 KDDF ( 625) 3'- 10.9' -233/ 210V 0/ OH 1.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 86V 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. ICOND. 2: Design checked for net(-5 osf) uplift at 24 'or. spacing.) 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' @ •t'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.313' MAX TC PANEL TL DEFL = -0.052' @ 2'- 0.7" Allowed = 0.469' MAX BC PANEL LL DEFL = -0.031' @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.274" @ 5'- 5.8' Allowed = 0.606' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 3-11-11 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" T T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windforce•resisting Li 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 co v cr o/-- o a'71.---'11 ��4 M-3x4 y ), y 1-00 [PROVIDE FULL BEARING;Jts;2,3.41 10-00 JOB NAME: 2610-D MODIFIED PITCH NH - BJ2 Scale: 0.5025 �5� W/ �yRtviiNEss'© WARNINGS: GENERAL NOTES,unless otherwise noted: C(t (/ / nC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual C- !g`47 9 P L 1-- Truss: Truss: BJ 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. /4604111111111 ^^^1- // DES. BY. L J 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). ` P ty 9 3.2x Impact bridging or lateral bracing where shown++ tr SSEQ. : 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. 72 OREGON E Q. : 6054204 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y �� 2�\� "�✓ TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. f/� 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[k, �� fabrication,handling,shipment and installation of components. necessary. �},, 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes locatadeqed on both drainage Is Press,and. "1'! .'(� y y 1111111111110111111 TPIMITCA in BCSI,copies of which will be furnished upon request. 8 es coincide with joint cetr tines8 of truss, placed so their center ri RIO- 6. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For9. basits ic connectorlcate size of atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-5=(-163) 204 3-5=(-276) 220 K BC: 2x4 KDDF 1&BTR SPACED 24.0" 0.C. 2-3=(-317) 148 WEBS: 2x4 KDDF STAND 3.4=( -97) 62 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -66/ 524V -72/ 194H 5.50' 0.8.4 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 39V 0/ OH 1.50" 0.06 KDDF ( 625) C,CN,C10,CNI8 (or no prefix) = CompuTrus, Inc 10'- 0.0" -49/ 259V 0/ OH 5.50" 0.41 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T MAX TLMCREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.238' ./ MAX IC PANEL LL DEFL = 0.009" @ 2'- 8.4" Allowed = 0.409' MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4' Allowed = 0.606' AhihihiM-1.5X3 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002' @ 9'- 9.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, F- Truss designed for wind loads o in the plane of the truss only. u7 vr�ot��5 -fM-1.5x3 1 1, y 1-00 IPROVIDE FULL BEARING:Jts:2,4,5I 10-00 • JOB NAME : 2610-D MODIFIED PITCH NH - BJ3 Scale: 0.4650 ,�,,<<- PR Ore WARNINGS: GENERAL NOTES,unless otherwise noted: ��' I! 7 I 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 7 B 2 R I P E ( ' 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. -"'^I 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 1 � � continuous sheathing such as pIrNood 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++ _ 10 Cr C C,1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "f7 OREGON to SEQ. : 6054205 d fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / � ©',.. 4A TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if LJ - 14, fabrication,handling,shipment and Installation of components. necessary. },, qp" 6.This design Is furnished subject to the limitations set forth by8.Designlaesassumes adequateatedon drainage faces istrus,provided. `T/�`�RIO- VV 1111111111111111111 8.Plates shall located both of truss,and placed so their center r1 TPIIWTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9. its MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For basicicateconnectorlize of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IOIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 75 2-5=(-156) 192 3-5=(-259) 212 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-307) 144 ( ) WEBS: 2x4 KDDF STAND 3-4=( -88) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0" -41/ 532V -96/ 251H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9' •106/ 85V 0/ OH 1.50" 0.14 KDDF 625 511 255V 0/ OH 5.50" 0.41 KDDF 625) Connector plate prefix designators: 10'- 0.0' ( C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078" -> MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105' MAX TC PANEL LL DEFL = 0.008" @ 2'- 8.4" Allowed = 0.409' i�1 MAX BC PANEL TL DEFL = -0.434" @ 5'- 1.4" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.3" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.3' NOTE:Design assumes moisture content does 12 not exceed 19s at time of manufacture. 10.50 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. +y 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 N-61-'2 in the plane of the truss only. n +I- 7/- .4- ''''- T/- v 14, Adigill o _� _�5 M-3x4 M-1.5x3 .k ) y 1-00 IPROVIDE FULL BEARING;Jts:2,4,5I 10-00 JOB NAME: 2610-D MODIFIED PITCH NH - BJ4 Scale: 0.3971 ,��ti ,O PR ��jsno WARNINGS: GENERAL NOTES,unless otherwise noted: y+4t r t r rf u/�"9 D 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '' °92.I P E. 'C� Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 44111,.0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 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 in ere and/or drywall(eC). �� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ - SL+ /� 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 E Q. : 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, �L- "1P \t".. A.. TRANS I D: 407743 design loads be applied to any component. and are for"dry condition"of use. /^ 1 Y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /6 s?)� fabrication,handling,shipment and installation of components. necessary. 4;1; r h R 11 - 7.Designlatesassumes adequate ne drainage is truss, r 7 4. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII II II IIII VIII VIII VIII IIII IIIITPI/WTCA 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 lines. 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 • 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 (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 3.4=( -298) 156 6.7=(-132) 189 6-3=(-122) 387 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6-4=(-431) 1724 IC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"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" 2.53 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" ICOND. 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, TL=L/180 C,CN,CI8,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 1916 at time of manufacture. 12 Design conforms to main windforce-resisting M4X6 system and components and cladding criteria. - 10.50 r M-10x10 4 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, OM= (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, NI Truss designed for wind loads in the plane of the truss only. M-3x5 o N- a N- A o1 0 N- Aillikibilli o Wii 0 6 w=.7 1. M-3x4 M-3x6 M-8x14 M-1.5x3 y , 1017# 7111 y 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�� `y �PyN�°� �'�QAA� WARNINGS: GENERAL NOTES,unless otherwise noted: tot + { ! ( ! w Cl1. 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� °92.O P E. p"` Truss: C 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 by4,411 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !lam IZ DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 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. -p OREGON 4/ SEQ. : 6054209fasteners 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,. N. TRANS I D: 407743 design loads be applied to any component. 6.and ar assumes fullitionof fuse. //� �� S� 5.CompuTrus has no control over end assumes no responsibility for theDesignbearing at all supports shown.Shim or wedge if 4 7 4, P fabrication,handling,shipment and installation of components. necessary. �y P. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate onne both drainage Is provided.a. �'rl ti 's•„ IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located faces of truss,and placed so their center A TPUWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. ts indicate slze MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. e In inches. For ibasic connectorplf atetddesign values see ESR-1311,ESR-1988(MITek) EMPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12"OC. UON. not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingcsisting DL ON BOTTOM CHORD 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: (140Al mph, h=15ft, Cat.L=6.0, ASCE MWFRS(Dir), 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS( 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. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 f 6.00 17 " M-4x4 12 Q 6.00 1 ("I 0 M 00 M-3x5(S) cp M-3x4 M-3x4 1, 12-00 y 10-00 y i, y 1-00 22-00 ; y 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D1 Scale: 0.3532 5� °ee�► }��feF�`6.% WARNINGS: GENERAL NOTES,unless otherwise noted: tC/C . 7(/ / l 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 individual111 °92 0 f P E r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. "'^'—f." 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 y � ► 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). / ,w Pr ty 9 3.2x Impact bridging or lateral bracing 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. y 17 ,,OREGON I �to SEQ. : 6054210 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 7 TRANS I D: 407743 design loads be applied to any component and are for"dry condition"of use. /� b.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 '1'1' 14, 2 r fabrication,handling,shipment and Installation of components. necessary. 4}, py� 6.This design is furnished subject to the limitations set forth by8.Designlaesassumes located onne odthi faces isprovided.truss,a. `s'1 C9 t-1 y VV I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9 Plates shall be both of truss,and placed so their canter RAO, L TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For ibts sin connectorolncate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1101 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #MMBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2- 3=( 0) 50 2- 9=(-103) 12614 3- 4=(-311) 220 SPACED 24.0' O.C. 2- 3= 1504) 335 8- 9= ( ) WEBS: 2x4 KDDF STAND ( (-103) 834 8. 4= -111 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.043° @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" T MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' T 5-09-04 '1 5-02-12 T 5-02-12 T 5-09-04 T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.001/ M-4x6 'c76.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4riM Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), fEnc , losed, Cat.2, Exp.B, MWFRS(Dir), load duration Truss designed for wind loads in the plane of the truss only. M-1.5x3 M•1.5x3 111111,11110r ".1" \i Aiiiiiii..... co O co O 0 :,. 8 9 R- a a M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 a ), y y y 7-06-03 6-11-11 7-06-03 y y y 12-00 10-00 ), 1, J' )' 1-00 22-00 1-00 JOB NAME : 2610-D MODIFIED PITCH NH - D2 Scale: 0.2646 �`'- ."<- �ss/o WARNINGS: GENERAL NOTES,unless otherwise noted: r +1 r rP E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . °9 G 1 I r E r Truss: D2 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. ,/ /d 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 w / continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w 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 SEQ. : 605421 1 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... 2l r�Q'4/` design loads be applied to any component. and are for"dry condition"of use. /^ ^T�+• 14 4" (} TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V necessary. fjiJ .FiR`} \ <�,t� fabrication,handling,shipment and installation of components. L. VT 7.Design assumes adequate ne faces drainage is trussed. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII VIII I II(IIITPI/VVTCA in M Te USA,Inc/CompuTrus I,copies of (Software 7.6.6(1 L)-E ch will be fumished upon request. 10.Forbasic connector lines oint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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"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" -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,C18,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 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. (COND. 2: Desiun checked for net(-5 osf) uplift at 24 'Oc soacing.J 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 IC PANEL LL DEFL = 0.003' @ 1'- 0.0" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.202' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354" MAX BC PANEL TL DEFL = -0.079' @ 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'• 10.9' f 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 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Ll in the plane of the truss only. 0 0 N c -/- 11111.111.11.11-- .1- c=, f- 7O M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3,4( 8-00 JOB NAME : 2610-0 MODIFIED PITCH NH - J1 �ti4 PROFs Scale: 0.5876q ✓° WARNINGS: GENERAL NOTES,unless otherwise noted: 4.. 7/ -rr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1 . °92 e 0 r1�E E (*- Truss: J1 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 ller 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 ,� s'. continuous sheathing such as plywood sheathing(TC)and/or drywallOBC). ' C,- SDATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 91 to 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. i 1 OREGON `<J EQ. : 6054212 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y1/ „/„."OREGON design loads be applied to any component and are for"dry condition"of use. ^ 4" TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge It c✓ �1y,, fabrication,handling,shipment and installation of components. necessary. j� ,,,,ti k., This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. li`F31:1`t ty„ I VIII(VIII VIII VIII VIII VIII VIII(III(III 8 Plates shall be located on both faces of truss,and placed so their center t TPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10. late In inches. For bas cicate connector plslze ofate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:1213112015 111IIIIIIII 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 B1&BTR LOAD DURATION INCREASE = 1.151-2=( BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3= - 5) 95 75 2 4-(0) 0 ' 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' -16/ 358V -48/ 139H 5.50' 0.57 KDDF ( 625) 3'- 10.9" -183/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 71V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacins,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'• 0.0' Allowed = 0.178" MAX BC PANEL LL DEFL = -0.021' @ 3'- 6.6' Allowed = 0.354" 3-11-11 MAX TC PANEL TL DEFL = -0.037" @ 2'- 2.2" Allowed = 0.469' MAX BC PANEL TL DEFL = -0.119' @ 4'- 1.4" Allowed = 0.472' MAX HORIZ, LL DEFL = -0.001" @ 3'- 10.9" 12 " MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9" 10.50 NOTE:Design assumes moisture content does enot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. Cr) -4- -/- NI- c. r/-v0 M-3x4 y y 1-00 y 'PROVIDE FULL BEARING:Jts:2,3,41 8-00 00 ROFe JOB NAME : 2610-D MODIFIED PITCH NH - J2Beale. 0.5501 .5A,'i- "fp�,,Qiso WARNINGS: GENERAL NOTES,unless otherwise noted: 44 '$ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7.92111/PE r Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 44111,,0110r 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 1 ./r.�„a.• DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). SW, ii / ` the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ SE/� 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. - 4),OREGON W. : 605421 3 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�,,f r1 �� design loads be applied to any component and are for"dry condition"of use. /^ 1 4, 4 ..�„ 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 R� fabrication,handling,shipment and Installation of components. necessary. /tq ,R A t 0'- 7,Designlaesassumes atedadequate dtnage Is truss,a. 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Milli VIII VIII IIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-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 4WRIDDFICq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(•135) 129 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' -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) = LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50' 0.14 KDDF ( 625) ( x CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 gsfl uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 5.11_i1 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.189" @ 3'- 2.1" Allowed = 0.490" -/ MAX BC PANEL TL DEFL = -0.156" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ, TL DEFL = -0.002" @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All He.ights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, T Truss designed for wind loads r- in the plane of the truss only. cp 141 ✓ r,- vPI o/ o m.... ��4 M-3x4 1, 1- y 1-00 I PROVIDE FULL BEARING4Its:2,3,41 8-00 JOB NAME : 2610-D MODIFIED PITCH NH - J3 Scale: 0.4659 -�:''' �fijo'sos WARNINGS: GENERAL NOTES,unless otherwise noted: �4J , 4 r I _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 w,P E { Truss: J3 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. , ' 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 ,�110 r 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 requiredshedwhere shown++ �/ SSEQ. : + /1 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. 7OREGON 4/ E Q. : 6054214 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1.. 47 \ik AN TRANS I D: 407743 design loads be applied to any component. 6.Designand aressumeacfo clition"of all supports //� �1 5.CompuTms has no control over and assumes no responsibility for thebearing shown.Shim or wedge if V '7 I 1 4,.2° fabrication,handling,shipment and installation of components. necessary. A� � t tP 5.This design Is furnished subject to the limitations set forth by7.Plates assumes locatedadeqonne drainage face istrus,provided. ..7 t- 1111111111111111111111101 VIII IIII IIII 8 Plates shall be both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTNs Software 7.6.6(1 L)-E 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-1998(MiTek) EXPIRES: P' E :1 .112015 7 I0011111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF M158TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N188TR SPACED 24.0" O.C. 1.2=( 0) 75 2-4=(0) 0 2.3=(-186) 162 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'• 11.1" -154/ 237V 0/ OH 1.50' 0.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. IGGND. 2: Design checked for net(-5 psfl 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" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.580" @ 4'• 8.5" Allowed = 0.662" MAX TC PANEL TL DEFL = -0.555" @ 4'- 5.8' Allowed = 0.993" �( MAX HORIZ. TL DEFL = -0.003' @ 7'• 10.3' NOTE:Design assumes moisture content does 0.1/1 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads O in the plane of the truss only. v CD 0 N..4- '7,r� C3 a.JIMMEMEMEMEMEMMEMMOMMEMMEMEMMq►_ f M-3x4 y )' y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-D MODIFIED PITCH NH - J4 �` .° �R° � Scale: 0.4086 �� y/ENS/ WARNINGS: GENERAL NOTES,unless otherwise noted: ��41 I!t w 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 9*PE r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. „."/ .. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'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 requiredshed + 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 -y4 OREGON SEQ. : 6054215 O 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, /^ fit ��' TRANS I D: 407743 743 design loads be applied to any component. and are for"dry condition"or 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 U - 1 4, 2. <�,1�4 fabrication,handling,shipment and Installation of components. necessary. V T 6.This design is furnished subject to the limitations set forth by8.DesignPlates shall be assumes located on drainage h is provided.a. M "R r-r L 4 110111 11111 VIII VIII VIII VIII(III(III(III TPI!WTCA in BCSI,copies of which will be furnished upon request. 8. nes coincide witoint center lines$oft truss,and placed so their center r 1 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For9. basic connectorlits indicate size of ate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 1111 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 IC: 2x4 KDDF R1&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=(-315) 289 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(-145) 70 BC LATERAL SUPPORT <= 12"OC. VON. 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 50.IN. (SPECIES) 0'- 0.0" -29/ 442V •121/ 313H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'• 9.2" 0/ 182V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'• 11.2" -347/ 542V 0/ OH 1.50' 0.69 KDDF M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'• 11.7" -105/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 ssf) 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" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.425' @ 3'- 10.5" Allowed = 0.669' MAX TC PANEL TL DEFL = -0.315' @ 3'- 11.0" Allowed = 1.004" MAX HORIZ. LL DEFL = -0.005' @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 7'- 11.2" 10 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.50 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads CS in the plane of the truss only. CT) v vLrAIIIIIIIIIMIMIMIMmmmmmmmi o M-3x4 y ), > y 1-00 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,41 sko JOB NAME : 2610-D MODIFIED PITCH NH - J5 Scale: 0.3670 ,5,<(,,, F`6, WARNINGS: GENERAL NOTES,unless otherwise noted: Sot `7r 1, -,0,- 1. E -v"�. C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 .• t 92 0 I P C'- Truss: J5 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'c.c.and at 10'o.c.respectively unless braced throughout their length by 40911111..'continuous sheathing such as plywood sheathing(TC)and/or drywall C. 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♦+ ( ) TM (; SEQ. �1 6054216 C A 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 Ix S EQ. : 605421 6 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 Ak �� 407743 7 A 3 design loads be applied to any component and are for"dry condition"of use. //�, "7 r t;} �..i TRANS I D. 407 I QTS 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /.6 y /4, T- fabrication,handling,shipment and installation of components. necessary. A. P �� 7.Design assumes adequate drainage is provided. '�"! 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII(IIII IIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 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) EXPIRES:12/31/2015 111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 4 ' BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2-3=(•401) 3371 75 2. 5=(0) 0 3.4=(-132) 57 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 0'- 0.0" -29/ 444V -146/ 376H 5.50" 0.71 KDDF ( 625) 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 183V 0/ OH 5.50" 0.29 KDDF 625)(or no prefix) = CompuTrus, Inc 7'- 11.2' -351/ 517V 0/ OH 1.50' 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -48/ 61V -0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.335' @ 4'- 5.7" Allowed = 0.669" MAX TC PANEL TL DEFL = -0.329" @ 3'- 11.0" Allowed = 1.004" MAX HORIZ. LL DEFL = -0.008" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 system and components and cladding criteria. hi Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 v vPIAIMMMINIMMIllMMININ o o - 5.z. f M-3x4 J, ), y y 1-00 8-00 3-11-11 !PROVIDE FULL BEARING:Jts:2.5,3,41 JOB NAME : 2610-D MODIFIED PITCH NH - J6 Scale: 0.3221 c.,<(-. '�-IN WARNINGS: GENERAL NOTES,unless otherwise noted: ��J 'r + r ! r(pC� w C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual °92.0 C E 5'' Truss J6 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. 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 j y „+mss ,�°�, OOPP 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++ tr SO /� 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. "3 OREGON jv EQ. : 605421 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �. t„ design loads be applied to any component. and are for"dry condition"of use. / '1').' 20 �YS. 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 4, p TRANS I D: 407743 fabrication,handling,shipment and Installation of components. necessary. /14' " . R`t 7.Design assumes adequate drainage is provided. 'Vf l� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPUWTCA in BCSI,copies of which will be furnished upon request 9.Digitsnes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Eof late In Inches. For basicicate conneecto pla 0. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII IIIIII This design prepared from'computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF P1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 1-2=( 0) 75 2.4=(0) 0 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 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" -67/ 301V -25/ 85H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -33/ 28V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CNI8 (or no prefix) CompuTrus, Inc ( g) 1'• 11.7" -26/ 43V 0/ OH 1.50' 0.07 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 osf) uplift at 24 "oc spacino,j BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" 9 -1'- 0.0" Allowed = 0.133' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. fMAX TL CREEP DEFL -0.003" 9 -1'- 0.0" Allowed = 0.133' T MAX TC PANEL LL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.135" MAX TC PANEL TL DEFL = -0.002' 8 1'- 2.9' Allowed = 0.202" 12 10.507 MAX HORIZ. LL DEFL = 0.000" @ 1'• 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, o Truss designed for wind loads in the plane of the truss only. 0 Cu CD ORill, j1111.1.11.11 �� 41� M-3x4 y 1- y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2.4,3; JOB NAME : 2610-D MODIFIED PITCH NH SJ1 •<(.. pRoF�s Scale: 0.6811 { GI(�7yN cL/�/�t �/© WARNINGS: GENERAL NOTES,unless otherwise noted: 44 4 // r�/I.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 °92I9 r E r. 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. f/ /' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4>/ W DATE: continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - 9/9/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredairedwhere 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 y 7}G ORECC(3N TSEQ. : 6054218 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , 2.0\ .4 RANS 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 8 14" 4 fabrication,handling,shipment and installation of components. 7necessary.+ 6.This design Is furnished subject to the limitations set forth by8.DesignPlates shall be assumes adequate on both drainage cistru ,provided. Alt- Milli VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 lines coincide with joint enter lines$of truss,and placed so their center `7 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.Digits basic connector plcate size of alate in Inches. 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p18BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF N18BTR 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 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" -35/ 322V -48/ 139H 5.50^ 0.52 KDDF ( 625) 1'- 9.2" -11/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -72/ 102V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CORD. 2: Design checked for net(-5 osfl uplift at 24 "oc smaCing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -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" 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" 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. cp Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. •o- ,-/- •o• PllirAAIIIIIIIIIIII0 o'er 4� -/ M-3x4 ; y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3I e. JOB NAME : 2610-0 MODIFIED PITCH NH - SJ2 Scale: 0.6176 �� {y► a�fi7y�js,2 WARNINGS: GENERAL NOTES,unless otherwise noted: p!ry t pI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . °9211 s I"E j'" 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. 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 ;s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` ` 4Z- DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. 2 continuous sheathing such as plywood required;ng(TC)and/or drywall(BC). / - Po ty 9 3.2x Impact bridging or lateral bracing 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. "p_ „y._OREGON 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, / '7�y ©4k4 �A TRANS I D: 407743 design loads be applied to any ndassn component. and are for"dry condition"of use. ^ 1 Y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S.l !�t� fabrication,handling,shipment and Installation of omponents_ necessary, q V f 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 's'l /4 p`t \-, 11111111111111111 VTPI/WTCA in BCSI,copies of which will be furnished upon request. 8 linets coincide w th joint cees shall be located on nter lth ines9. a of truss,and placed so their center rl L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For abasts ic connector pldicate size of atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IOIIIIIIIIHI 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 q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 75 2-4=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-148) 113 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -72/ 194H 5.50' 0.49 KDDF ( 625) 1'- 9.2" -71/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (P9) 5'- 11.7' -109/ 156V 0/ OH 1.50" 0.25 KDDF ( 625) ( p , Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Imo. 2: Design checked for net(-5 DO) uplift at 24 "oc soacino.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" (0) MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" 12 10.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.eft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, T Truss designed for wind loads ^o in the plane of the truss only. Lc, v v MINIM o� p 11.---- I 4111.- 1 -V M-3x4 y 1- y y 1-00 2-00 3-11-11 !PROVIDE FULL BEARING:Jts:2,4,3I e. JOB NAME: 2610-D MODIFIED PITCH NH - SJ3 Scale: 0.4956 ,5��' [PyNOF0 WARNINGS: GENERAL NOTES,unless otherwise noted !{J �! ! -v SJ3�] 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 °D` �. (-' Truss: SJ 3 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. 41011P, _ 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++ 7�_ 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. OREGON `V SEQ. : 6054220 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �„ design loads be applied to any component. and are for"dry condition"of use. //�, '7�," 7�' rfl� ^�'� TRANS I 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 4J fabrication,handling,shipment and installation of components. necessary. A„��A `1 6.This design is fumished subject to the limitations set forth by7.Designlaesassumes adequate otc drainage is truss,isand 'r'/ 1. VIII!VIII VIII VIII VIII VIII VIII 011 lIII 8.Plates shell be located on both faces of placed so their center TPI/VJTCA 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)-E9.0.FFur basicits connector cate slzeplfatelate 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 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1.2=( 0) 75 2.4=(0) 0 2-3=(-199) 147 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -9/ 248V -96/ 251H 5.50' 0.40 KDDF ( 625) 1'- 9.2' -179/ 315V 0/ OH 5.50° 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" 147/ 209V 0/ OH 1.50' 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1-5 Dsf1 uplift at 24 "PC spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133• MAX 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' 1MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.50 V system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v 0 h. v o 0 ' 41"""="0-1 M-3x4 y ; y y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: 2610-D MODIFIED PITCH NH - SJ4 �� PROFS Scale: 0.4121 ►(7y� �ryp s/© WARNINGS: GENERAL NOTES,unless otherwise noted: f"4i f( t 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 4. °92 Se PE C"` 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. 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: continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �!- 9/9/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ • SEQ. : 60542214. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .4'"' 4,OREGO O1 tj 5.CompuTrus has no control over and assumes no responsibility for the V �1,1.. 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 4 TRANS I D: 407743 design loads be applied to any component and are for"dry condi on"of use. Q 1 , 6.Design assumes full bearing at all supports shown.Shim or wedge if A. fabrication,handling,shipment and installation of components. necessary. 1},j� 6.This design is furnished subject to the limitations set forth byT.Designlates shall be assumes located on drainage is f truss,an "1'3 'C•r p 1'�, VIII(VIII OHIO ILII III VIII(III(III TPIIWTCA In BCSI,copies of which will be fumished upon request, 8 lines coincide with)rnt center linesg of truss,end placed so their center r'I n t. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.FF9. aribasic ts iconnectocate size rplf ate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 44 1.3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'• 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.1" M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 42l 51V 0/ OH 1.50" 0.08 KDDF ( 625) 1-11-01 T 'f LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,t 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 TO PANEL LL DEFL = 0.002" @ 1'- 2.6' Allowed = 0.130' MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.195" 10.50 F AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'• 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'• 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads in the plane of the truss only. 0 0 N O CDA- 1 3 M-3x4 1, y 2-00 [PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME: 2610-D MODIFIED PITCH NH - SJ5 Scale: 0.7753 5�� 0 NROF0 WARNINGS: GENERAL NOTES,unless otherwise noted: 45 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 2$ 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. 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 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 po itY 9 3.2x Impact bridging or lateral bracing required where shown++ MCC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 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, �j �' design loads be applied to any component. and are for"dry condition"of use. /^ y. 1 4 r � �.1 TRANS I D: 407743 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if [J T fabrication,handling,shipment and installation of components. necessary. ' ' t�� 7.Design assumes adequate drainage Is provided. 4.4 i 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center which will be furnished upon lines de h (IIII 11111 VIII IIID VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of MiTek USA,IncJCompuT 5 Software 7.6.6(1 L)E request. 10.For basic connectorjoint plate design values see ESR-1311,ESR-19a8(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -42/ 98H 5.50' 0.21 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" -35/ 77V 0/ OH 5.50° 0.12 KDDF ( 625) 3'- 11.7' •76/ 104V 0/ OH 1.50" 0.17 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1' Allowed = 0.054' 10.50 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" '' notNOTEexceedn19%s ates timeof lure content does 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), CD load duration factor=1.6, Truss designed for wind loads C) in the plane of the truss only. c%) v/- o cD 1►EN 30E:30 '' M-3x4 y y y 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME : 2610-D MODIFIED PITCH NH - SJ6 Scale: 0.6275 5.;<<- y�Jfi��soQ WARNINGS: GENERAL NOTES,unless otherwise noted: �Gt 'i r f lf�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 w 9 C E r 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. ,O" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length continuous sheathing such as plywood sheathing(TC)and/or drywall(BC)y !��" DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wCC 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 OREGC)N 4/ SEQ. : 6054223 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '`� TRANS I D: 407743 design loads be applied to any component. 6. and eassumes condition' of at all supports //� 5.CompuTrus has no control over and assumes no responsibility for the Designbearing shown.Shim or wedge if Q y 14,. fabrication,handling,shipment and installation of components. necessary. 44 R`t W 6.This design Is fumished subject to the limitations set forth by8.Designlatesassumes adequateatedon drainage Istru ,provided. ''�''// L. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located both feces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. es. 0.FForrlts basic conncate eize of ecto plate desiglate in n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-145) 113 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -20/ 116V -66/ 153H 5.50" 0.19 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -107/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -111/ 157V 0/ OH 1.50" 0.25 625)KDDF 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 Bsfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0,005" @ 1'- 0.1' Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -, MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 I) NOTE:Design assumes moisture content does 10.50 (� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 n 0 to v r/ c. o/- 0 1t► 31► M-3x4 1, ), y 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:1,3,2' JOB NAME : 2610-D MODIFIED PITCH NH SJ7 Scale: 0.4961 -�43 �G�rvjpNj{t ss ,Q�p WARNINGS: GENERAL NOTES,unless otherwise noted: �'"7f/it'�j v'�,,;. O 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 R.`t"E Truss: SJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper f /!/ 2.2x4 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. Ali1 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 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by � is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). ^"` tt 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 u �i SEQ. : 6054224 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G d design loads be applied to any component. and are for"dry condition"of use. r'/� '7 y' .� * ��. -}� TRANS I D: 407743 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If S✓ �r fabrication,handling,shipment and installation of components. necessary. /� RAIL- 7. A l t- 7.Design assumes adequate drainage Is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IN III III I IIIII 11 VIII I II IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 .... int MiTeka MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 13-291_U P_H Fax 916/676-1909 2610 D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684361 thru R42684372 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �tiRcO PROF,�S, ��~o �LyGINEtr `Sp2 87022PE 9<' y '01, OREGON co Q4/ ' S1CQMBER ,p A. HS EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 D R42684361 PL13-291_UP_H F01 Floor 1 1 Job Reference(optional) _ Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-A92189wNpheXW6VV7y9jkkWF1 wQQTpbaMGPy?IykJbq 2-6-0 I 9-5-41 11-2-0 1 1 0-11-8 1 I 1-2-0 I I 2-1-0 Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 o N \ ` o 111r- Oe 9 O _r t' 17 16 15 14 13 12 1 3x4 = 3x8 = 3x4= 3x8= 3x4 = 8-10-12 14-5-12 I 8-2-4 8-31-12 59-5-12 1 13-3-12 13-10-12116-9-12 I 8-2-4 0 07-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=-2895/0,5-6=-2895/0,6-7=-2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -\(�c) PROFESS 87022PE 9r" / toCV 7 fi'Qj, OREGON q 3 <✓ -"P �44ER \ �� t� On HS 0 EXPIRES:06/30/2015 August 25,2014 4 f A WARNING-Verify design parameters and READ MOTES ON MIS AND INCLUDED f47TEK REFERENCE PAGE f4II-7473 rex 1/29/2014 WORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,05B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pirie(SPI lumber avec-Mott,the design values at-e Chase effective-06J*1g 2013 byALSC Job Truss Truss Type Qty Ply 2610 D R42684362 PL13-291_UP_H IF02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:14 2014 Page 1 ID:_egh?eklplogFEQgnUa1oSyJt2m-eLcgLVx?Z?mO8G4hhggyHx3U8Kg1Clejbw9WXlykJbp 11-0-0 1 10-8-4I 1 1-2-0 11 1-8-8 11 1-9-0 I I 1-2-0 I I 1-4-4 11 1-8-0 1 1-8-0 I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3HH ; 8 9 10 11 12 13 14 15 16 0 0 o 22 21 20 19 18 17 3x4 = 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4 = 9-5-12 14-5-12 I 8-3-12 81-10_121 1 13-3-12 18-10-1? 1 19-2-8 { 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Inc_ YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=3795/0,10-11=3782/0,11-12=-3782/0,12-13=-3057/0, 13-14=-2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. vl0 PR O;cFs� LOAD CASE(S) Standard ��CD �vSG[N F9 >O `r' 87022PE "" / 4 �- OREGON q5' A� Ao �M$ER 1� r� �S & HE P EXPIRES:06/30/2015 August 25,2014 k e A.WARNING-Verify design yarametao and READ NOTES ON ISIS AND INCLUDED HIM REFERENCE PAGE 1411-1473 reg 1/29/2014 BEFORE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mire C' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA,95610 If Southern Fide iii')Evmbet is specified,the design moues are those effective 0_6/01/2413 by ALS{ Job Truss Truss Type Qty Ply 2610 D R42684363 PL13-291_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-6XA2YrxeKJuFIPftFNBBg9ckDklExsjsgau33BykJbo I 1-3-15 I I 1-2-0 I 1 0-6-13 1 2-6-0 I Scale=1:11.6 3x4=- 1 1.5x3 11.5x3 I1 2 3 1.5x3 II 4 3x4= 5 1.5x3 H 0 N 6\l� B e 1.5x3 I I 3x4=- 9 8 7 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 210- 6-0-12 I 1-6-15 0-7-0 0-7-0 0-1-8 3-2-5 Plate Offsets(X,Y): [2:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��RE PRQpFss �`5 tiNG1N4-, o 144 , � r87022PE " 0-/61.44-----/i ti �-dj, GREG ©>L � \00SA$EHR E\RPr , EXPIRES:06/30/2015 August 25,2014 4 6 WARNING-Yedfy design parameters and READ f OIEs Off THIS AND INCLUDED AMEX REFEREKE PAGE NII-14.73 re&09/2014 BEI-DREW . Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �° Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the LL erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ly;iTe(f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/S911 Quality Criteria,DSB-89 and BCSI Building Component SafelyInformation available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 if Soutlterss Pine ISPI iumirer is specified,the design vstvesere tease effective 06/032/2033.byA236 Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 2610 D R42684364 PL13-291_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:15 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-6XA2YrueKJuFIPftFNBBg9c)hkKyxtVsgau33BykJtlo I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 N o N 4 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • ,\(<-(1,V PR QFFS,s ��c- GIN�FR /' 7 Q 87022PE f co cv -y OREG•N tiQ 11: 'Pb 13ER 'S r4 �s A. HEAP EXPIRES:06/30/2015 August 25,2014 A WARNING-Verify design parameters and READ WITS ON TNISAND INYYUDED MITES(REFERENCE PAGE K7I-1473 rev..1/29/2013 9EFOI1EUSE ...... b Design valid for use only with WeltWeltconnectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ii'' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IeRe erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informatione�-- available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If SO=keen Pima f5P)larmber is specified,the design vatures are thole Effective O6/O1/2O13 by ALSO Job Truss Truss Type Qty Ply 2610 D R42684365 PL13-291_UP_H F05 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:16 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-akkRmAyG5cO6NZE4o4iQMM8pJ8Vfg9?03EeccdykJbn 1 1-0-0 1 10-8-4I I 1-2-0 II 1-5-8 11 2-0-0 I I 1-2-0 II 2-3-8I 2-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 •/ 1\I / N / _ e o 0 IA 24 23 22 21 20 19 18 17 // 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8/-10-121 1 13-3-12 1S-10-1T 1 19-6-4 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=-2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=3907/0,10-11=-3977/0,11-12=3977/0,12-13=-3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=-290/0,10-19=-9/349,14-16=-2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .4.‹.. c.O P R(?Fess LOAD CASE(S) Standard Cj Kiva[NE' R > 44, Q 870 2PE r" to 7 "0),OREG N (f,'Q4ti 0 MSER ." ©S A, HERP EXPIRES:06/30/2015 August 25,2014 t 0 A WARNING-Veit ydesign paramecia and READ NOTES ON MIS AND INCLUDED NITER REFERESEI PAGE 111-1413 ree.1/29/2014 BEFORE USE . —� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the rL�r erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiT0 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights, If Southern Purr(SF}iurnbar is specified:.the,design satires eve these effective 09/01/2013 byALIC 916.CA,95610 Job Truss Truss Type Qty Ply 2610 D R42684366 PL13-291_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:17 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-3wlpzWzusw8z?jpGMoDfvah?lXrePfH9HtNA84ykJbm 1 1-0-0 1 10-8-411 1-2-0 II 1-8-8 II 1'9-0 II 1'2'0 II 1-5-8 11 1-Ci0 I 1-6-0 I Scale=1:32.9 • 4x4 = 3x4 = 3x4= 3x4= 3x4 = 3x4 =, 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 illif O /1.°." :OO O - O 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 B-10-121 121 I 13-3-12 18-10-1 19-3-12 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 • Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=-3833/0,11-12=-3833/0,12-13=-3115/0, 13-14=2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24e.397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 . NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Rc,0 PR QFFS,S LOAD CASE(S) Standard .', lCrNG) E 9 �,kw , `r- 870 2PE r (n Np �-0 OREGNp /O->' AB.ENREiR" Pc' EXPIRES:06/30/2015 August 25,2014 I ®WARNING-Verifydesign Parameters and READ MOTES ON TNISANL INCLUDED MTTEN REFERENCE PAGE f4I7-7413 mit I/29/2014 BEFORE USE NMI= Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.„ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Seutfseras Sim 1551/lumber is specified,the design vafuea are these effective 06/02/2013 byALSG Job Truss Truss Type Qty Ply 2610 D R42684367 PL13-291_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:18 2014 Page 1 f D:_egh?ekl pl OgFEQgnUa1 oSyJt2m-X6sBBs_WdEGgctoSwVkuRnEFQxJn8CHJWX7jgWykJbl I 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 I 3 3x4= q 1.5x3 I I o N O N h 7 6 3x6= 1.5x3 II 3x4= I 6-2-4 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ems`' � C" NEFq /O `t- 87022PE f • y N '-$, OREGO ti��'"P'' '4a ..\\' © ER sRA. HE EXPIRES:06/30/2015 August 25,2014 A A WARNING-Veritydesignparameters and REND NOES ONpus AND INCLUDED AMEN REFERENCE PAGE MU-T41?rex 1/29/2014SETOREUSE -.. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the rt erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/YP11 Qualtiy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria-VA 22314. if Southeast Pine 155)lumber is specified,tine design.waves use these effective 06/01/3013 byALSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 D R42684368 PL13-291_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:19 2014 Page 1 ID:_egh?ek1p1OgFEQgnUa1oSyJt2m-?JQZ0C_80X0hE'IyeUDF72rnMzLbktZySIBsHCyykJbk I 1-0-0 I Ip-7-811 1-2-0 II 1-8-8 1I 1-9-0 11 1-2-0 1I 1-5-8 11 1-6-0 1 1-6-0 I Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-33-0 p.-90-0 19-5-0 1 13-3-0 13-10-0 19-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edgej,[13:0-1-8,Edge],[23:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=-612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=-1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. ' 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _co PR OPe s 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13?X 3")nails. Strongbacks to sG s be attached to walls at their outer ends or restrained by other means. �� NG)�� /Q LOAD CASE(S) Standard Qw .'9 � 2PE (0.14 t' -(J) /,� "jCOOREGO fy�Off' 0 MoER \'' Q(.9 s k HEC; EXPIRES:06/30/2015 • August 25,2014 t 9 ®WARNING-Verify design parametea aad READ NOTES ON IBIS AND INCLUDED KIIE1(REFERENCE PAGE/II-1473 my.1/29/2014 BEFORE USE —_ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ]B erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITe fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DS8-89 and BCSIBuiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. if Southern Parse(Spj lumber is specified,tine design valves are blase effective 06/01/20€31syALS{ Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 D R42684369 PL13-291_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:20 2014 Page 1 ID:_egh?ek1 p1 OciFEQgnUa1 oSyJt2m-TV_xcY?m9rWYsBXr1 wnMXCJbwI?Gc6sbzrcglOykJbj I 0-8-4 1 1 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 I I 3 3x4= 41.5x3 H e 0 e/ 3x6= c♦ 7 6 1.5x3 11 3x4= 1 6-0-12 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �ti�cD PRp Fss c�sce �NG(N F9 /a2 `t' 87022P� �<' . i Cl, 7 41)., OR GON (9 r,M ""PC €�BfER 1s ©` A. HEo'P EXPIRES:06/30/2015 August 25,2014 t A WARNING-Verify design parameters and READ NOME ON MIS AM INCLUDED MUER REFERENCE PAGE 1417-1473 ter.1/29/2014 BEFORE USE —_ Design valid for use only with MiTek connectors.This design is based only upon.parameters shown,and is for an individual building component �k Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the • MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety IMormaHon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 lT Southern Pine ISP)Sumner is specified,the design valises are those effective 05/05/2015 by ALSO Job Truss Truss Type Qty Ply 2610 D R42684370 PL13-291_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:21 2014 Page 1 I D:_egh?ek1 p1 OcIFEQgnUa1 oSyJt2m-xhXJpu00w9ePTK61 belb3Qrd29CNLPflCVLNHrykJbi 1 1-0-0 10.11-4 II 1-?-0 II 1-9-0 ii 1-8-8 II 1-2-0 19,&1211 1-3-0 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e N '-V e B CI O O 26 25 24 23 22 21 20 19 18 ,9 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8 = 3x4 = I 2-2-4 12-9413441 7-24 17-9418-441 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edge] • LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=-3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �E0 PR Q1c LOAD CASE(S) Standard ��Cj -kG.[N; F� , , tc7 2 e 87022PE f to N �y -j, OREG•N �y 4u'/' �� $ER \N \- O' A. HE.0 EXPIRES:06/30/2015 August 25,2014 ®WARNING-Verifydesign paremeturs and READ MOTES ON THISAMFL INCLUDED MIEN REFEREMI PAGE HII-7413 rex 1/29/2014 BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for onindividual building component. ��` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �' ■_m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding l( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine(SP)lumbar is specified,the design vutuea are these effective(t8j83{2023 byA&SC Job Truss Truss Type Qty Ply 2610 D R42684371 PL13-291_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUa 1 oSyJt2m-t4f4Ea2fSmu7jeGOj3K38rxziyq_pL_2gpgULjykJbg I 2-6-0I 9-S_4i 1 1-2-0 1 0-11-8 1 1-2-0 1 1 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 - 8 9 10 0 --444444044414011414. 400000000000000 \ 1\h. 44141141114411414111111114111 — 0 .: e e e e e e 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8- .8 2 ff-5-121 13-3-12 13-10-1 16-8-0 I 8-2-4 0-1 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edgel,[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=2841/0,5-6=-2841/0,6-7=-2786/0,7-8=-2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PROpp, 441 c 870 2PE 9 lit dO OREGO „4/ 0' 4,/SER '‘..\ °S A. HER�P EXPIRES:06/30/2015 August 25,2014 4 e A WARNING-Veritydesign parameters and READ NOTES ON IBIS ANT INCLUDED MITER REFERENCE PAGE MIT-1413 rev.1/29/2014 BSF/)REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the l�� m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if South ern Fine(SF)(umber is specified,the design values are those effective 06/91/2013 by ALM Job Truss Truss Type Qty Ply 2610 D R42684372 PL13-291_UP_Il F12 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:23 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-t4f4Ea2fSmu7jeGQj3K38rx5dy?6pSB2gpgULjykJbg 2-6-0 1-9-11 I I 1-2-0 1 1 0-7-1 Scale=1:17.1 1.5x3 I I 3x4= 1.5x3 H 1.5x3 H 3x4= 1.5x3 I I 1 2 3 4 5 6 0 i , 0 e N 1C 9 8 ® ® ®3x4= o LLL�SS 7 3x4= 3x4= 3x4 = 4-5-3 41-11 5-1-11 1 5-8-11 5-1100 9-0-12 I 4-5-3 0-1-8 0-7-0 0-7-0 0-1-h 3-2-9 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] . LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=-826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=-778/0,5-7=-796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -<<-' PR QFFss �c\� 1tiyGINE�" /4v, e 870 2PE 9 ti) CV -y -oj OREGO /r�, / 9O �M13ER 1\ On A. He EXPIRES:06/30/2015 August 25,2014 i ®WARNING-Vent)design Parameters and READ IMES ON MIS AND INCLUDED M77EN REFERENCE PAGE NH-7413 ral 1/29/2914 BEFORE IJSE NI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ( � , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA.95610 if Southern Gine OSP)lumber is specified,the design valves are phase effective 06/01/2013 by ALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11% Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MIIIIIEBE�/ �� 2. Truss bracing must be designed by an engineer.For 0 t d 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MIIII—IMMIE_ O ILNIIIIIIMIlibil p bracing should be considered. I � ,C26°0- 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 cs-s designer,erection supervisor,property owner and plates 0 'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /j Indicated by symbol shown and/or SYP represents values as published specified. se by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but16,Do not cut or alter truss member or plate without prior ©2012 Mitek®All Rights Reserved approval of an engineer. ■MO reaction section indicates joint 111111160=1. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. an0 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. MI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, miTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013