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Plans (59) 2v4r { ® CONFORMS TO DESIGN CONCEPTm"0" 4. 41-01I ❑ CONFORMS TO DESIGN CONCEPT WITH I REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT 1020 SHOP DRAWIRG FAS BEER REVIEDEO FOR GENERAL CDRFOEILiACE WITH THE 00500A CD/SEPT COLT F1lD DOES HOT RELIEVE THE k FFBRI ATORjIEUDP.OF RESPONSIBILITY FOR CCRFOR E CIF THE O.'INGS EEM S?ECIFIC:ATIDBO ALL OF 111116-11HAVEPRIORITY DV R THIS STOP MACRO, r 0 / N Ey Arnold R,Solomon Date:January 26,2015 .- '`11 •- CT ENGINEERING INC 6 4. 6; SJ . _ q Alz SJ1 s- _ l„ cM z- 1 r:1 All SJ2 S ��....). rri w If, Z C W K rW W o.S ..t.3.--7 ITA Z Z VI �Ow 1 Z Z 3-' «`' Q J 0 0 I r,Jm<:d. I-- v, in C7 +o= 7 O ❑D Z woa `, p O Op Ba a P' rt L,_ H ~Z O i<'5 • .g Vl V,Vi LL LOCC<y a, 12.12 li _ 2 2 Z Z _e, (� I LLb AR 0 0 cc 0 O w z m -� I z z Z „ 'n J".^ y O O W O O p�-r;:. F .+ ^^ �.12 Y U UCG Z .Z.D Eco `¢>4 Ns S J1 47 rT 12:15 � 2 •, J3 s. /ili J5 C.1 .. r 12:12 Jilt N K 00.r J10 � � ,/:•.;iii ,� mr lid 7 V ISi g Jrr • ' Jv J I! /, 1,..i?".1T iii. LAIIII 1 . NI:L..... ..... ,,,__ ENTRY LEFT � _-- g ��112' �r 5 2 °�11'-s1r 7-s1CANTO' • 16'-61f2 • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 TRUSS °unO SEAND .°'- ENGINEERED STRUCTURAL „_,. .� PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 7-D NH KD Z-PORCH INFORMATION.BUILDING (-tx DESIGNER/ENGINEER OF RECORD • + umber PLAN: DRAWN BY.' REVISION-2: RESPONSIBLE O TRUSS N FOR ALL BUILDING i �` 7 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL O TRUSS R U S C .,c COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. G� Y 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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). .1)1PRO:ipl 4 ; � A kr err r �,oR`0 N� b1ST ': b',Jt3\'t ` • 10/1X/// EXP sls� IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24.08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( •170) 250 2x6 KDDF g16BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF N18BTR LOADING 3. 4=(-2678) 900 9.10=(-642) 1513 8- 5=1 -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5=(•1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'- 8.5' V 6- 7=( •126) 150 6.10=(•2571) 1014 TO LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'• 8.5' V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12'0C. UON. TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 6'• 0.0' BEARING MAX VERT MAX I UIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN . (SPECIES) NOTE: 2x4 BRACING AT 24'OC VON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0,0' -647/ 2486V •175/ 306H 5.50' 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -9841 2651V 0/ OH 5.50' 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND. 2: Desian checked for net(-5 ssfl uplift at 24 'oc spacing.) OVERHANGS: 12.0' 0.0' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.059' @ 13'- 3.8' Allowed = 1.190' MAX TL CREEP DEFL = -0.118' @ 13'- 3.8' Allowed = 1.586' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.023' @ 24'- 5.0' MAX HORIZ, TL DEFL = 0.035' @ 24'- 5.0' 7-11-11 16-08-13 '1 4' T NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 19e at time of manufacture. T T 4,597.30# I Design conforms to main windforce-resisting 12 M 4x6 system and components and cladding criteria. 12.00 7 =M-6x6 =M-6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), �p t� l� = load duration factor=l.6, a� AS I Truss designed for wind loads in the plane of the truss only. M-1.5x3 d' 0 0 0 00 C•) vv 0 .�� u; 4 T. SM C M-3x6 M-3x8 0.25" 9 M-4x6 M-7x8(S) y ). ), y 7-07-08 8-05-10 8-07-06 y ), y 1-00 24-08-08 � .1^93 Q,�D PROpes JOB NAME: 7-D POLYGON 7-D NH - Al Scale: 0.2399 �� //5/ �o* WARNINGS: GENERAL NOTES,unlessupon otherwise noted: ^92 i S P E r- 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is for an Individual // and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: A i Incorporation of component is the responsibility of the building designer. 2.2x4 corral web bracing moat be slab)ed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! ""'"'"-- DATE: ' ' DES. BY: MJ is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/ordrywall�C). „...1,.A .. CC. DAcTE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9� VA + SEQ. : 6060779 4.No load should be applied to any component until ager el bracing and 4.Installation of truss Is the responsibility of the respective contractor. 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 �� design loads be applied to any component. end are for*dry condition'of use. /�. r 14,. TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFR R`k- 6.This design Is famished subject la the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111411111111111111111 iiwhich request. lines coindde with Joint center Ines.9. Mra USA,incConpuT 9Sotware 7.6.6(1L)E 10. Indicate oaFFor bas connectorplte design values see ESR-1311,ESR-1988(MITek) ' EXPIRES.12/31/2015 III1I 1111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR(DDF/Cq=1.00 1- 2=(•1218) 370 1- 8=(•565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTO T2 SPACED 24.0. O.C. BC: 2x6 KDDF #16BTfl 2- 3=(•1086) 404 8- 9=(•423) 891 8- 3=( -105) 453 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( 0) 0 9.10=(•300) 639 8- 5=( -289) 90 2x4 KDDF STUD A LL( 25.0)}pt.( 7.0) ON TOP CHORD = 32.0 PSF 3- 5=( -736) 331 5. 9=( -228) 238 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( •789) 324 9- 6=( -118) 556 TC LATERAL SUPPORT <e 12.00. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -127) 149 6.10=(•1049) 376 BC LATERAL SUPPORT <= 12.00. UON. 10- 7=( -157) 90 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION24'- 8.5' S) SPECIFIED BY IBC 2012, 4'- 8.5' -179/179/ 1078 1078V 165/ 29 OH 5.50' 1.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. V 0/ OH 5.50' 1.72 KDDF ( 625) ** For hanger specs. See approved plans ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.( Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0,026' @ 13'- 3.8' Allowed = 1.790• M,M2OHS,M18NS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.049' @ 13'• 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = -0.011' @ 24'- 5.0' 9-11-11 14-08-13 MAX HORIZ, TL DEFL = 0.016' @ 24'- 5.0' f. 3-11-08 3-09-12 �2-02-07� 3-04-02 5-06-09 5-10-01 fNOTE: Design assumes moisture content does T not to exceed 19% at time of manufacture. 8-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 Truss designed for wind loads M-3x4 M-3x4 in the plane of the truss only. M-1.5x3 4 M-1.5x3 -4- 8 0• 0 00 CO 0 o r• Se 15* j 8 o M-3x4 M-3x8 0.25"9 '"10 M-3x4 M-7x8(S) y 7-07-08 y 8-05-10 y 8-07-06 y 3, 24-08-08 y JOB NAME: 7-D POLYGON 7-D NH - A2 ,c0\r- PROF�ss Scale: 0.2111 ` /15/ p /O WARNINGS: GENERAL NOTES,unless otherwise noted: 44• �(y IlJ/yy 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 ;9210 P E ti' 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. // DES. BY: MJ 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 byco ��r.. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer, 2*Impact sheathing such l as plywood requiredrewhere s and/or drywall(BC). `rprr SE /� 3.2x bridging or lateral bracing where shown++ + "'- DAT E Q. : 6060780 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37, A_OREGO O� 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, lk TRANS I D: 408182 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 '(4 +. fabdcallon,handling,shipment and installation of components. necessary. 11 6.This design Is furnished subject to the limitations set forth 7•Design assumes adequate drainage Is provided. M�+l R I y� 111111 11111111111111 IIII IIII TPIANTCA In BC5i,copies of which will be furnished upon request. quest. 8.nes coincide l bewith Joint center Loess of truss,and placed so their center MiTek USA,IOC./CompuTrus Software 7.6.6(1 L)-E 10.Digits rrbasicccoonnector size plate desiIn gn values see ESR-1311,ESR-1 gee(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111 PACIFIC LUMBER-BC TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 TC: 2x4 HOOF #1&BTR SPACED 24.0' 0.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 BC: 2x4 HOOF 1ANDfl 3. 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -874) 604 9.10=(-216) 789 8- 4=(-189) 177 40 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 DL ON BOTTOM CHORD = 10.0 PSF 4. 9=(-497) 401 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) NOTE: 2x4 BRACING AT EASOC TOS. ATR 0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.66 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -162/ 1038V 0/ OH 5.50' 1.66 KDOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 est) uplift at 24 'oc spacing., C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.032' @ 13'- 1.8' Allowed = 1.190' •* For hanger specs. - See approved plans 11-11-11 0 1'90 2 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' 5-09-03 0 f 0-0 9 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0' 6-02-08 'f MAX HORIZ. TL DEFL = 0.026' @ 24'- 3.0' 12 NOTE: Design assumes moisture content does 12.00 7 12 M 4X6 M 5X6 not to exceed 19u at time of manufacture. Design conforms to main windforce-resisting �rz�� 12.00 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 3x4 M-3x4 co Co t44 0 o \111 •1 10o 4Ai M-3x4 M- 5x3 60.25' M-1.5x3 M-3x4 o M-5x8(S) M-3x4 y y ), b J, ). 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y y 24-08-08 �.�1 3 PR°pet, JOB NAME: 7-D POLYGON 7-D NH - A3 Scale: 0.2110 �� GAN ' ' C/ 1151 °I 44 11 WARNINGS: GENERAL NOTES,unless otherwise noted: -^92 S•P E - r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual / and Warnings before construction commences. building component.Applicability of design parameters and proper �. Truss: A3 2.2u4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability duringconstruction 2.Design assumes the top end bottom chorda to be laterally braced at 0 ' ty 2'o.c.and al 1g'o.c.respectively unless braced throughout their lengQth by `�. _. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(rc)and/or heir le l(ec). OREGON >H Co DATE: 9/15/2014 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 bradng and 4.Instetiation of truss Is the responsibility of the respective contractor. i SEQ. : 6060781 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroshe environment, L/O��Q y 1 4 rLo\ 1�•C design loads be applied to any component and are for"dry condition'of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary• FR R►\`^ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. 6.This design Is furnished subject to the finitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center + ch wit be furnished n 111111 VIII VIII III I 1111111111111111111111 MTrTpIANTCA In BCSI,copies of e USA,Inc./CompuTrus(Software 7.6.6(1L)-E request. 190.lines ForribaIndicate ic co of design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IC: 2x4 KDDF 'MUMLOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF g18BTR 1. 2=(•1185) 414 1- 9=(•347) 821 2- 9=(•273) 253 •1323) 435 WEBS: 2x4 HOOF STAND SPACED 24.0. O.C. 2- 3=( -981) 465 12=( -5) 16 9- 3=( -68) 342 14-4- 8 8°=)( .114) 68 LOADING 3- 4=( 0) 0 10-0-12=( 0) 0 9.11=(•179) 642 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)tOL( 7.0) ON TOP CHORD 32.0 PSF 3- 6=( •633) 404 11-13=(•350) 957 3.11=(•101) 112 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 6=( 0) 0 13-14=(-346) 963 6.11=( -13) 316 TOTAL LOAD = 42.0 PSF 6- 7=(-101 48) 415 10-1 =( 0) 52 -48) 7 NOTE: 2x4 BRACING AT 24'OC UON. FOR 7- 8°1 56 11- 7=(-380) 185 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 7-13=( 0) 257 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) "' For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -228/ 1045V -234/ 282H 5.50' 1.67 KDDF ( 625) Connector plate prefix designators: 24'- 8,5' -220/ 1031V 0/ OH 5.50' 1.65 KDOF ( 625) - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, = Mek MT series 0-09-02 �XIMO. 2: Design checked for net(-5 psfl uplift at 24 'oc specina.l M1611-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-�9 2 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'- 8.5' Allowed = 1.190' 5-00-12 4-09-08 T-01-0 T T-01-0 T 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058' @ 14'- 8.5" Allowed " 1.506' MAX HDRIZ, LL DEFL = •0.016' @ 24'- 5,0' 10-00 MAX HOAIZ. TL DEFL = 0,025' @ 24'- 5.0' T 4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 12.00 7M-5x6 M 4x6 12.00 Design conforms to main windforce•resisting system and components and cladding criteria. �� '� Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1 5x3 N m c c �' Jiii' /i - J M 1"• 9 M-11 5x32 c M-1�5x3 *014 y c M-3x4 M-3x8 M M-3x4 -5x8 * * * * y y y 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 , y 15-01-12 y 9-06-12 y * y y 16-01-08 0-11-12 8-07 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3V .�� o PROFFs Scale: 0.1819 Cj �` /l51p_ s/O WARNINGS: GENERAL NOTES,unless otherwise noted: LVA `Ig92 !J/�y c Truss: A3 V 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end is for an individual C' ^92 i.P E r end Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be Installed where shown • Incorporation of component is the responsiblity of the building designer. DES. BY• MJ 3.Additional temporary bracing to Insure stedity 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.end at 10'c.c.respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheet when C)and/or drywal BC). r� «' 9 3.2x Impact of truss g or lateral bracing required where shown t a f �, SEQ. : 6060782 4.Na load should be appied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment, 7L V OREGON Zei A. TRANS I D• 408182 design loads be applied to any omponenL and ere for"dry condition"of use. S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /O - 1 4 .s° Ai-- fabrication,handling,shipment and installation of components. necessary. �A 6.This design Is furnished subject to the irtilatlons set forth 7.Design assumes adequate drainage Is rand. ML•�R1 L� I Ili 11111 11111 III]VIII IIID 11111 IIII IIII In inches. TPIM?CA in BCSI,copies of which will be furnished upon request. 8.linos coincide with joint center Onesg of truss, placed so their center C' rl MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 190.For lbats sic conncate ector plof ate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 This design prepared from computer input by 11111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF R16BTR SPACED 24.0' O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5.11=( 0) 257 WEBS: 2x4 KDDF STAND 4=( -633) 341 8-10=( 0) 0 7. 9=(-124) 637 5.12=(-1323) 341 LOADING 4- 5=(-1029) 321 9.11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4-8- 9=( 25) 356 16 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0.0' -1511 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -144/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.031' @ 14'- 8.5' Allowed = 1.190' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.058' @ 14'- 8.5' Allowed = 1.586' 9-11-11 4-09-02 6-06-11 3-05 MAX HORIZ. LL DEFL = 0.015' @ 24'- 5.0' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' .1 5-00-12 f 4-10-15 4-09-02 1' 6-10-03 3-01-08 T NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 1212 • Design conforms to main windforce-resisting 12.00 M-5x6 M-4x6 \12.00 system and components and cladding criteria. 40c .Ns\, , Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1,5x3 k.L .. -/ N 0 C7 ! 0 , • To 11 12 o 1** 7 8 10 M-15x3 M-3x4 0 M-3x4 M-3x8 M-1.5x3 0 M-5x8 y L. /. /. J. J. 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y J., y 15-01-12 y y 9-06-12 y J. 16-01-08 0-11-12 8-07 y 1, 24-08-08 �, 0 PRC?Fes� JOB NAME: 7-D POLYGON 7-D NH - A4 Scale: 0.2028 co GI" /� �, /151 - 0 WARNINGS: GENERAL NOTES,unless otherwise noted: •92$OPE 1' .57 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: A4and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be instated where shown v. Incorporation of component is the responsibility of the building designer. / �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at UT o.c.respectively unless braced throughout their length by Win_- Q DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryw at(9C). �'" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b � 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 /��}� 1 4,.2��SEQ. : 6060783 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �. As 6.Design assumes full bearing at all supports shown.Shim or wedge If /�c �: TRANS ID: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary. C R �\. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces or truss,and placed so their center - ished n 11111111111111111 MITe USA,Inc./CompuTrus I/WTCA In BCSI,copies of lSotwa a 7ch will be m6.6(1 L)�E request ines coincide with joint center lines. U)For basic connectorplf ate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 IIIII IIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24.08.08 STUB HIP 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=(-2933) 926 1- 8=(•683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #1&BTA T2 2. 3u).2768) 956 8- 9=(•805) 2259 8- 3=(•169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9.11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(•2269) 926 10-12=(•817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5. 6=(-1385) 581 12.13.1 -56) 99 9.10=(-791) 2222 7.13=(•2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 20'- 4.5' V 6. 7=(.1999) 733 4.10= TC LATERAL SUPPORT <= 12'0C. UON, TC UNIF LL( 50.0)+Dl( 14.0)= 64.0 PLF 20'- 4.5' TO 24'• 8.5' V ( -85) 26 BC LATERAL SUPPORT <= 12'0C. UON, BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V 11-10=( 0) 126 IC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 28'. 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -632/ 2442V -176/ 22H 5.50' 3.91 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5' -870/ 2757VO 0/ OH 5,50' 4.41 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plB (or no prefix) = ors CompuTrus, Inc ICOND, 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) C,CN,C18,CN18 = MiTek MT series 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 = -0.062' @ 11'. 11.4' Allowed = 1.190' *' For hanger specs. See approved plans MAX TL CREEP DEFL = -0.125' @ 11'• 11.4' Allowed = 1.586' 7-11-11 MAX HORIZ. LL DEFL = 0.026' @ 24'- 5.8' 12-05-02 4-03-11 MAX HORIZ. TL DEFL = 0.042' @ 24'- 5.8' 3-11-08 4-00-03 3-11-11 f 4-02-02 4-05-12 4-01-04 NOTE: Design assumes moisture content does 597.30# not to exceed 19% at time of manufacture. 12 M-4X6 ,��597.30# t2 Design conforms to main windforce-resisting 12.00 7 M-3x8 M-3x4 M-4x6 12 00 system and components and cladding criteria. �� 5 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, �� (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M 4x6 LA 0 m m o J -151111. ma,l0 12 13 110 M-3x10 M-3x4 M-3x6 M-3x8 M-7x8 M-7x8 C M-1.5x3 /, 1, 1, y 1, J. 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y 1, 16-01-08 8-07 y 3, 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A5 ��,�� PROFFss Scale: 0.2354 Cl Gv .GIN /p,,' /o2 WARNINGS: GENERAL NOTES,unless otherwise noted: /r /// T. A5 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual >92.0P E r Truss: A5 and Warnings before construction commences. building component Applicability of design parametersand proper y 2.2x4 compression wob bracing must be Installed where shown+. Incorporation of component Is the responsidity of the building designee / DES. BY: MJ 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top end bottom ass to ba laterely braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a ivey unless braced throughout)hair length by `r! DATE: 9/15/2014 the overall structure Is the res onsib 11 of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal BC), P h' p 3.2z Impact bridging or lateral bracing required where shown+ 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsldlie of the respective contractor. '17G/ 4 �OREGON� ��4., SEQ. : 6060784 C nn fasteners are complete and at no time should any Toads greater than 5.Design assumes trusses are to bo used In a non-corrosive environment, „! A TRANS I D: 408182 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 lull bearing at all supports shown.Shim or wedge If Q 14, �P,. fabrication,handing,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Gnitations set forth 7.Plates assumes adequate o both drainage Isprovided.aMFR p`f �. 1111111111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon rrequest 8.Mesacoindde with)atilt on th6ness of truss,end placed so their center rl r11 4 MiTek USA,Ina/CompuTrus Software 7.6.8(1L)-E 1B0.Forits basic connector plcate size of ate desiglate In n values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-08-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2= 0) 80 2-10=( •738) 2882 10- 3=( •710) 2660 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -4126) 1118 10.11=(.1680) 6298 10- 4=(•4236) 1214 BC: 2x12 KDDF #1&BTR 3- 4= -2882) 798 11-12.(-2414) 9176 4.11=( -484 2220 WEBS: 2x4 KODF STAND LOADING 4- 5= -6622) 1848 12.13=)-2414) 9176 11- 5=(-3110 818 LL = 25 PSF Ground Snow (Pg) 5- 6= •7884 2142 13-14=(-1962) 7540 12- 5= -514 2462 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 3'- 5.0' V 6- 7= -4028) 1066 14- 8=) -980) 4028 5- 13=)•1744 460 BC LATERAL SUPPORT 72'OC. UON. TC UNIF TC UNIF LL) 50.0)+DL) 14.0)= 64.0 PLF 13'- 1.5' TO 16'- 6.5' V 7- 9_)'5740) 149880 16.14=)-4354) 2352 1242 BC UNIF LL( 0.0)+DL) 27.1)= 27.1 PLF 0'- 0.0' TO 16'- 6.5' V 14- 7=( -970) 3776 NOTE: 2x4 BRACING AT 24.00 UON. FOR BC UNIF LL( 283.9)+DL 193.0)= 476.9 PLF 9'- 0.0' TO 16'- 0.0' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEAflING MAX VERT MAX HORZ BAG REQUIRED BOG AREA TC CONC LL 68.8+DL( 19.3)= 88.1 LBS @ 3'- 5.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8 +01419.3)= 88.1 LBS @ 13'- 1.5' 0'- 0.0' -888/ 3255V -73/ 73H 5.50' 5.21 KODF625 OVERHANGS: 12.0' 12.0' ADDL: BC CON LL+DL= 2757.0 LBS @ 8'- 0.0' 16'- 6.5' -1289/ 4971V 0/ OH 5.50' 7.95 KDDF ) 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psi) uplift at 24 'oc spacing,) C,CN,C18,C618 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' _,� Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.059' @ 8'- 3.2' Allowed = 0.781' nails staggered at: MAX TL CREEP DEFL = -0.155' @ 8'- 3.2' Allowed = 1.042' 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001' @ 17'- 6.5' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 top chords, TRUSS NOT SYMMETRICAL, MAX TL CREEP DEFL = -0.001' @ 17'- 6.5' Allowed = 0.133' 9' oc in 3 row(s) throughout 2x12 bottom chords, ORIENTATION AS SHOWN. 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ, LL DEFL = -0.011' @ 16'- 1.0' IA - 2x6 DF #1&BTR) MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. T 2-07-11 T 11-03-02 2-07-11 Design conforms to main windforce-resisting T T system and components and cladding criteria, 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 2-07-11 Wind: 140 mphh=20.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 88.1 0# T �,88.1f0# 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, M-4x6 M-4x8 \12 00 Truss designed for wind loads 12.00 M-3x8 M-3x10 M-3x8 in the plane of the truss only. 5 6 - - T2I_ `I - - ` M-5x16 + CO CO ... - - ^1 - Wf_ - - 0 C G 41°ff O J�O to 11 12 13 14 0 M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 .1 y J. 2,757# J. J. ,1 2-05-04 2-11-14 2-10-02 2-10-02 2-11-14 2-05-04 J, 1' 1' 1' 1-00 16-06-08 1-00 ��, O P R OFFS JOB NAME : 7-D POLYGON 7-D NH - Bi Scale: 0.3524 �� 1.11 /0� WARNINGS: GENERAL NOTES,unless otherwise rioted: ^92 �P E 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Bincorporation of component Is the responsidity of the building designer. 2.2x4 compression web bracing must be installed where shown a 2.Design assumes the top end bottom chords to be laterally braced ateal 3.Additional temporary bracing to Insure staNity during construction 2 o.c.and at 10'sc.respectively unless braced throughout their length by DES. BY: MJ Is the responsibility of Na erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywali(BC). DATE: 9/1 5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsiblty of the respective contractor. 7 �l OREGON��, 14/ SEQ. : 6060785 fasteners are complete and et no time should any loads greater than 5.Design assumes tenses are to be used In a non-corrosive environment, 9 2� A TRANS I D: 408182 � design loads be applied to any component. end are for'dry condition' se. of uO Y 1 4 . 5.CompuTrus has no control over and assumes no responsibility for the 6-De cue assumes full bearing at alt supports shown.Shim or wedge if fabrication,handling,shipment and Instaliatlon of components. 7.Design sumes adequate drainage Is provided. M 'R PM- 6.This design is furnished subject to the Initadons set forth by 8.Plates shall be located on both laces of boss,and placed so their center 111111111101111111111 TPUWTCA In BCSI,copies of which wit be furnished upon request. Digs coincidewith joint center InInes. 9.DigitsIndicate size of plate inches. MITekUSA,lnc./CompUTrusSoftware+7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC p LUMBER SPECIFICATIONS TC: 2x4 KDDF A18BTR TRUSS SPAN 3'- 5.0' BC: 2x4 KDDF 1/18ETA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 5-6o 1-2=( O) 78 (-82) 123 3.5=(-268) 113 2.3=( •90) 83 5-6=( 0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=(•134) 32 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 WIG REQUIRED ERG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. 1'- 0.0' -124/ 497V -44/ 77H 5.50' 0.74 KDDFP (C625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -136/ 19V 0/ OH 1.50' 0.03 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3' 5.0' 52/ 35V 0/ OH 5.50' 0.06 KDDF ( 625) M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desien checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX VERTICAL DEFLECTION LIMITS: LL=L/240, llowed80 MAX TL DEFL = -0.002'@ -1'- 0.0' Allowed = 0.133' 12 MAX TLMAX CREEP DEFL = -0.021' @ 0'- 0.0' Allowed = 0.133' 12.00 MAX TC PANEL LL DEFL = 0.009' @ 1'. 8.2' Allowed = 0.048' MAX TC PANEL TL DEFL = 0.012' @ 1'- 8.6' Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005' @ 2'- 0.5' Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'- 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.035' @ 1'- 10.9' M-1,5x3 4MAX HORIZ. TL DEFL = -0.042' @ 1'- 10.9' 17 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting 1111 4 o system and components and cladding criteria. N Wind: 140 mph, h=20.2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=/.6, c),- Truss designed for wind loads c m in the plane of the truss only. A� 551E:04 ►�6 ",, o M-3x4 M-1.5x3 1' /. 2-05 1-00 3-05 )PROVIDE FULL BEARING:Jts:5,4,6) JOB NAME: 7-D POLYGON 7-D NH - BJ1 <<,, PROFF. Scale: 0.6338 ��(V/Fp_ 'S/O WARNINGS: GENERAL NOTES,unless otherwise noted: cV :/C ///may �Ji Truss: BJ 1 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper ��••P E 1'' 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibilty of the building designer. / /// DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 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 40911110r.,: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheathing such as plywood required where sho andnor drywall C. .--"1,11.115".,- DATE: 4.No load should be applied to any component until aftr all bracingrend 4.l salloe Installation truss Is the responsior lateral bility f the respective contractor. Q TRANSSEQ. : 6060786 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, �� ,yf,O�REGONoN QA's I D• 408182 design loads be applied to any component. and are for"dry Condition"of use. �` ' S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 14, `01P fabrication,handling,shipment and Instadatlon of components. necessary. n 6.This design Is famished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. �`R R 1..�' eir center Ililll��11 IIIII IIIII��IIIII IIIII IIII��11 MIT SAnIncSCompuT S I,copies of Ich will be furnished upon$01lWafe 7.6.6(1 L)E�request. 19.DI its Indicat19e slines coindde izer ofpplate d8.Plates shall be located on eigInches. heeh faces s truss, e ESR-1311.ESRaced so�19e8(MiTek) EXPIRES;12/31/2015 This design prepared from computer input by II�IIIIIIIII'� PACIFIC LUMBER-BC LOAD TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LDURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 IC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 3-4=(-144) 86 BC: 2x4 KOOF p16BTA 2-3=( 154) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0' -22/ 309V •58/ 170H 5.50' 0.49 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF ( 625) 3'• 5.0' .130/ 141V 0/ OH 1.50' 0,18 KODF ( 625) M,M2OHS,M18HS,M16C , (or no iTk prefix) = CompuTrus, Inc = MiTek MT series RIQITRD STORAGE DOESBNOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacinO,l 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' MAX TL CREEP DEFL = .0.003' @ .1'- 0.0' Allowed = 0.133' MAX LL DEFL = •0.000' @ 3'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 3'- 11.7' Allowed = 0.074' 12 MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' MAX TC PANEL TL DEFL = 0.026' @ 2'- 1.4' Allowed = 0.425' 12.00 MAX HORIZ. LL DEFL = -0.001' @ 3'• 4,3' MAX HORIZ. TL DEFL = -0.001. 0 3'- 4.3' �� NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting Tr system and components and cladding criteria. c Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ✓ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 - 511) 0 cV ►� ►�5 M-3x4 J, ), , , • 1-00 3-05 0-06-11 PROVIDEFULL BEARING:Jto 2.`3, F`E,D PR()Fe. JOB NAME: 7-D POLYGON 7-D NH - BJ2 5� GINS s> Scale: 0.5806 �� „ nr1 ifj_ WARNINGS: GENERAL NOTES,unless upon se noted: ;f $IPE f 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 2 y,2x4 compression web bradng must he Installed where shown+- Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to insure stat�illy during construction 2.Design assumes the top and bottom chords to be laterally braced at �/a°P" 2'c.c.and at 10'o.c,respectIvely unless braced throughout their length by ,- Q DES. BY: MJ Is the responslWlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON >r �(/ DATE 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+ 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. '37 -Z S E Q. : 6060787 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design toads be applied to any component and are for'dry condition'of use. Q: r 1 4 •' e.DesIgn assumes fug bearing at an supports shown.Shim or wedge If �: TRANS I D: 40818 2 5.CompuTrus has no control over and assumes no responsibility for the neoessery. MFR RIO-- 6. I U. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is presided. S ThisTPIdesignCiis furnished n SCSI,copIesbof which wig bet furnished upon quest. 8.Metes shall be s cdndde locatent ceon ntetr faces of truss,and placed so their center 111111111111011111111111111111111111111111 MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. Digits indicate size oplate design values see ESR-1311,ESR-1988(MITeW EXPI RES:12/31/2015 1111 1iiilei This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0. O.C. 2-3=(-301) 249 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3.4=( -76) 51 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 BRG REQUIRED BOG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix 0'- 0.0' -15/ 302V -90/ 224H 5.50' 0.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =designators:CompuTrus, Inc LL = 25 PSF Ground Snow (P9) 3'• 2.2' 0/ 36V 0/ OH 5.50' 0.06 KDDF ( 625) M,M20HS,M18HS,(or = Mprek MT series 3'• 4.3' -187/ 241V 0/ OH 1.50' 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -54/ 74V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacino.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -1 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 = 0.009' @ 1'• 8.3' Allowed = 0.283' 7 MAX TC PANEL TL DEFL = 0.009' @ 1'- 8.3' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.003' @ 5'- 10.9' 12 MAX HORIZ, TL DEFL = -0.003' @ 5'- 10.9' 12.00 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 61 ,� load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co of ui1-441 0 M-3x4 1, 3' 1, 3, 1-00 3-05 2-06-11 [PROVIDE FULL BEARING'Jts•2 5 v eI JOB NAME: 7-D POLYGON 7-D NH - BJ3 -sc. PR �F�ss Scale: 0.4587 C\� // / /O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 n/� '9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual t . ��]]]ijj V P E 1..- Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated whore shown+. incorporation of component is the responsibility of the building designer. '''. f DES. BY: MJ 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_ continuous sheathing such as plywood sheathing(TC)and/or drywall MilailiC. / �` DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Q �1 4.No load should be applied to any component until after all bracing and 4.Instanaton of truss is the responsibility of the respective contractor. 7 OREGON 41 S E Q I- V N� A. design loads be applied to any component and are for'dry condition"of use. / 20 A-1. TRANS I D: 408182 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 AI 14 �`T fabrication,handling,shipment and installation of components. Design assumes essary. V/�`.b n`�� 6.ThIs design Is furnished subject to the Gmitatldns set forth 7.Design assadequate drainage Is provided. 'Y, �l R 111 I III[III'I I III 1111111111111111 e.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.FForits basic connesctor ple of alate In inches. te design values see ESR-1311,ESR-1868(MITek) EXPIRES:12/31/2015 IIIIIII111111I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N11,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(0) 0 BC: 2x4 KDDF 1416BTR SPACED 24.0' O.C. 2-3=(-437) 346 3.4=(-172) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=) .44) 0 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 OVERHANGS: 12.0' 6.7' 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' -8/ 288V -118/ 302H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.2' 0/ 31V 0/ OH 5.50' 0.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED REQUIREMENTS AOF GE IBCS20112 AND NOT LIRC Y U2012 NOT BEING E TO THE AMET. 7'- 5.0' -144/ 180V 0/ OH 1.50' 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2; Design checked for net(-5 osfl uplift at 24 'oc spacing.] AND BOTTOM CHORD LIVE LIWS ACTON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'- 11.7' Allowed = 0.074' //1 MAX TC PANEL LL DEFL = 0.007' @ 1'- 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005' @ 1'- 9.9' Allowed = 0.167' MAX HORIZ, LL DEFL = -0.005' @ 7'- 4.3' MAX HORIZ. TL DEFL = -0.005' @ 7'- 4.3' 12.00 12 NOTE: Design assumes moisture content does not to exceed 19k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, d• (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), c load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. i cm 0 o 10: r 6 -1 M-3x4 J, )' J' y 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2.6.3.41 <�c 0 PRO pFe�s JOB NAME: 7-D POLYGON 7-D NH - BJ4 Scale: 0,3821 � �,� �f7 /o WARNINGS: GENERAL NOTES,unless otherwise noted: :(1, (q �"/PSE t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual '+/2y Truss: BJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /� 3.Additional temporary bracing to Insure stabi5ty during construction 2.Design assumes the top and bottom ass ds to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c,and at ea o.c,respectively unless braced throughout their length by r- po ty continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). s. Q DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L OREGON SE /� 4.No load should be appaed to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ix S E Q. : 6060789 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 � A. design loads be applied to any component. and are for"dry condition'of use. /Q •1 Y 1 4. TRANS I D: 40818 2 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.signassumes full bearing at all supports shown.Shim or wedge It fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. R R I L- 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces dhotis,and placed so their center III II II II VIII VIII II II VIII VIII IIII IIII TPIIWTCA in SCSI,copies of which furnished )- request. MiTo USA,Inc./CompuTrus Software 76.6(1L)E rlines Indicate of connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input - PACIFIC LUMBER-BC p by LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL TC; 2x4 KDDF g16BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x6 KDDF N18BTR 2-1- 2=( 0) 80 O-Ile(•439) 1626 3-100(.174) 244 3=(-2523) 714 10-11=(-466) 1766 10- 4=( -68) 697 WEBS: 2x4 KDDF STAND LOADING 3. 4=(•2356) 744 11. 8=(-367) 1633 10- 5=(-362) 285 TC LATERAL SUPPORT <= 12.00. UON. TC UNIF LL( 50.0)+DL(L 14.0)= 64.0 GroundSnow0(?g) 0.0' TO 8'• 0,0 V BC LATERAL SUPPORT <= 12'OC, UON. 4. 5=(-1622) 580 5-11=(•342) 275 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6. 7=(-2367) 584 -17=( 173) 677 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'• 0.0' TO 22'• 0.0' V 7. 8=(-2534) 749 11- 7=(•173) 245 NOTE: 2x4 BRACING AT 24.00 UON. FOR 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 22'• 0.0• V 8- 9°( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' TC CONC LL( 466.7)+OL( 130,7)= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA OVERHANGS: 12.0• 12,0• BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. 0'• 0.0' 523/ 2257V -217/ 21OH 5.50' 3.60 KODFP(C625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'• 0.0' 527/ 2257V 0/ OH 5,50' 3.61 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 7-11-11 'COND. 2: Design checked for net(•5 nsf) uplift at 24 'on soacinad 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'ilf4-00 3 11.11 MAX LL DEFL = -0.002• @ -1'- 0.0' Allowed = 0.100' T 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 597.30# 597.30# ( MAX LL DEFL = -0.046' @ 11'- 0.0' Allowed = 1.054' Max TL CREEP DEFL = -0,092' @ 11'• 0,0' Allowed = 1,406• 12.00 12 M-4x6 M-4x6 12 MAX LL DEFL = •0.002• @ 23'- 0.0' Allowed = 0.100' M-3x4 12 00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 5 ofo a� MAX HORIZ. TL DEFL = 0.028' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce.resisting system and components and cladding criteria.' M-1.5x3 M-1.5x3 Wind: 140 mph, h=23,2ft, TCDL=4.2,BCOL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o rr � 88 0 r.�r o • •M 3x6 10 `itro M-3x8 M-5x6(S) M-3x8 M-3x6 : ' c 1 7-08-08 y 6-07 y y y 7-08-08 10-00 y 12-00 y 1. y y y 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - Cl . PRQ, Scale: 0.2653 <(,;1 IN rs WARNINGS: GENERAL NOTES,unless otherwise noted: //,/ SF /O r Truss: Ci 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 end Warnings before construction commences, building component.Applicability of design parameters and proper = �P E ti' 2.2x4 compression web braving must be installed whore shown+. incorporation of component Is the responsibility of the building designer. DES. BY MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to bo laterally braced at Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sired ing(TC)and/or drywall(Bc). fi�4; rI� 4.No load should be applied to any component until after an bracing and 4.I stallaImtl Ict nstallation bridging is thor te responsibility eral of the whereshown contractor. TRANSSEQ. : 6060790 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'G OyREG 2 �((� I D: 408182 design loads be applied to any component. and are for'dry condition"of use. t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ./iN y 4 2 eA4 fabrication,handling,shipment end Installation of components. 7.necessary. provided. 1 `. 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be locatedn assumes gon both faces)of trus,nd placed so their center R R Vb`' MTiTPa $Anlna/CompuTrus iSoftwafe 7.6.6(1 L) E request. 10.Digitsor Inc connector of 1plate Inate In values see ESR-1011,ESR-1968(WeldI IIIIII III I III I[1 II 1111111111111111 EXPIRES:12/31/2015 This design prepared from computer input by 1111111 IIII IIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(•163) 752 3.12=(-196) 181 BC: 2x4 KDDF H168TR LOAD SPACED 24.0' O.C. 2- 3=(•1049) 364 12-13=(-101) 658 12- 4=(-141) 383 BC: 2x6 KDDF StANDR 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 6.13=(-172) 130 4- 6=( •565) 338 8-13=(-142) 382 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( -565) 338 13- 3=(-142) 1812 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF7- TOTAL LOAD = 42.0 PSF 8- 9=( •887) 397 LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG flEOUIRED BAG AREA OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -2411 1038V -220/ 220H 5.50' 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0' -2411 1038V 0/ OH 5.50' 1.66 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND, 2: Design checked for nett-5 osfi uplift at 24 'oc spacin0. -00-10( 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 ,( MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-00 T 3-10-04 ,' 1-0 5 T-01 0 T 3 10 04 T 4 00 TMAX LL DEFL = 0.019' @ 11'- 0,0' Allowed = 1.054' MAX TLELL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' -01 07' 1i 0-'f 8 00 MAX TL MAX CREEP DEFL= -0.003' @ 23'• 0.0' Allowed = 0.133' 8-00 T MAX HORIZ. LL DEFL = 0.007' @ 21'- 6.5' 12 MAX HORIZ, TL DEFL = 0.012' @ 21'- 6.5' 12 12.00a 12.00 NOTE: Design assumes moisture content does M 4X6 M-4x6 not to exceed 19% at time of manufacture. M-3x4 • Design conforms to main windforce-resisting 4Vmommommilmilmmommommr4 system and components and cladding criteria. Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, load Heigdurahts), Enclosed, Exp.B,ASCE MWFRS(Dir), Truss designed for wind loads M-1.5x3 M 1.5x3 in the plane of the truss only. • 0 el M o lie o o /M-3x4 M 3x8 M-5x6(S) M 3x8 M-3x4 1 0 y y y y 7-08-08 6-07 7-08-08 k y 1, 10-00 12-00 1• y 1-00 22-00 1 00 ��D PRQFFS� JOB NAME: 7-D POLYGON 7-D NH - C2 Scale: 0.2036 CI<5 G)NE kJ 11 WARNINGS: GENERAL NOTES,unlesswile/ upontsethe ^ OPE r 1.Builder and erection contractor should be advised of e0 General Notes 1.This building g ompon esign is sedent.Applicability of parameters sign parameters endnd Isproorpeen individual Truss: C2 and ress before econstruction bmmsnces. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at � ' 3.Additional temporary bracing to Insure stedBty during construction 2'o.c.and at 10'0.0.respectively unless braced throughout their len th by `Sorg DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall?C). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ O OREGON �, •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. �dy 2 A� SEQ. 6060791 fasteners are complete end at no time should any loads greater than 5.Design assumes tenses areto be used Ina non-corrosive environment. �`-.. '�)i 1 4 ON `- end are for'dry conditlan"of use. design loads be noappliedcontrol to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 408182 5.CompuTrus has no over and assumes no responsibility for the necessary. MFR R tG�- fabdcafton,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6 This design e furnished copies of which will befurnistions hedforth upas quest. 8.Plates goes shell be a with Joint ceon ntetr mess of truss,and placed so their center . I 111111 II VIII II IIIA 1111111111 1111 IIII9.Digits cele size of plate m inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Col 00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.154 ' BC: 2x4 KODF k18,BTR SPACED 24.0. O.C. 1- 3=( 0) 54 2- 9=(-52) 842 3- 4=(-249) 349 WEBS: 2x4 HOOF STAND 9-2- 3=(•1094) 254 9=(-52) 551 8- 4=(•249) 614 3. 4=( -987) 431 6=(•93) 715 4- 9=(•249) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' Connector plate designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN C18,CNla (or prefix prefix) Com uTrus Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P ) = P BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 1038V -307/ 307H 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -187/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) T f 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' 5-07-10 5-04-06 5 04 O6 5-07-10 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.028' @ 7'- 5.1' Allowed = 1.054' 12 12 MAX TL CREEP DEFL = -0.051' @ 7'• 5.1' Allowed = 1.406' M-4x6 MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 12.00 4 4.0" \12.00 MAX TL CREEP DEFL = •0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5" A MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4,2,BCOL=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. M O \ /AILco L;) • MM r� T -,(O = \\ Itn o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1, .1 y 1, 7-05-01 7-01-13 7-05-01 J, y .1 10-00 12-00 1-00 22-00 1-00 PRJOB NAME : 7-D POLYGON 7-D NH - C3 o N (9(s Scale: 0.2195 � //5/b p /�* WARNINGS: GENERAL NOTES,unless otherwise noted: 7 -q 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Ct. cQ P E ti' Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'c.c.and at 10'o.e.respectively unless braced throughout their length by a/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywen(BC). / ' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6060792 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment. �/.. ?7 2 N ^, design loads be applied to any component. and are for"dry condition'of use. / i. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O �` 14, `y, nfabrication,handling,shipment and Installation of components. Design assessary. /WQ R RI t..\-1' 6.This design Is furnished subject to the limitations set forth 7.DPlates esign assumes locatedadeqone both drainage Is provided.e 1 III II II 11011111111 I 1111111010111 B.linos coincide hall withJoi �tr tneo.al truss,end placed so their center TPINViCA In SCSI,copies of which will be furnished upon request lines coincide Joint center Anes. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For DigitsIndicate connectoe r plf ate design valate In ues see ESR-1311,ESR-1888(Web) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD a 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 287V -32/ 99H 5.50' 0.46 KODF ( 625) 1'. 10.9' -165/ 174V 0/ OH 1.50' 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,1116 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -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 = 0.147' MAX TC PANEL TL DEFL = -0.008' @ 1'- 1.5' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 1'. 10.9' 1 11 1' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I) Truss designed for wind loads I in the plane of the truss only. v .-- 4- o Cu om o/- to o 0.--- 4 -/ cV M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 .k:1/4.03 P R Ofie JOB NAME : 7-D POLYGON 7-D NH - J1 Scale: 0.5877 N .q,.) �� s'0iP WARNINGS: GENERAL NOTES,unless otherwise noted: CC' -,9 2•P E f 1.Builder and erection dor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss' J1 and Warnings before racingconstruction commences. building component.Applicabmy of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is them chords to 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 e�i' 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtthtr by „....-4.....-va DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shaethlnp(TC)and/ordrywall(BC). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ �126'1'4 ,�OREGON�� 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsiblaty of the respective contractor. SEQ. : 6060793 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, 20 P� design loads be applied to any component. and are for"dry condition'of use. Q ' 1 4 - 6.Design assumes lull bearing at all supports shown.Shim or wedge if A, TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the necessary. Mi Y i y L�.v lubrication.handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. Ii'R. 6.Oils design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon IIIII I II II VIII III I II I VIII VIII IIII IIIIMTe USA,Inc./CompuT I/WMA In SCSI,copies of S whISoftware 7.6.6(1L)-E request. ate In Inches. 1ncide with joint center Ines. 90.Digits baOnes siccon ectorcate size of plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 0 111 11 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KOOF q1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- =( FORCES 2.40(0) 0q=1.00 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2.3-( 90) 113 2.4=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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' .3/ 358V .61/ 161H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 3'• 10.9' -198/ 181V 0/ OH 1.50' 0.29 KDDF ( 625) C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 72V 0/ OH 5,50' 0.11 KOOF ( 625) ( p , Inc M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: DesiOn checked for net(-5 psfl uplift at 24 'oc spacin0,1 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' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' T MAX BC PANEL LL DEFL = -0.026' @ 3'- 6.6' Allowed = 0.354' MAX TC PANEL TL DEFL = -0.044' @ 2'• 2.3' Allowed = 0.503' MAX BC PANEL TL DEFL = •0.122' @ 4'• 1.4' Allowed = 0.472' 12 MAX HORIZ, LL DEFL = -0.001' @ 3'• 10.9' 12.00 7 0 MAX HORIZ, TL DEFL = 0.001' @ 3'- 10,9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21,2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, o Truss designed for wind loads 4 in the plane of the truss only. CO of to 0 0 �� m 4 M-3x4 J, J, y 1-00 (PROVIDE FULL BEARING'Jts:2 3 4) 8-00 JOB NAME : 7-D POLYGON 7-D NH - J2 <��, o PR E `9,s Scale: 0.5502 C?IN/fin X02 WARNINGS: GENERAL NOTES,unless otherwise noted: 41 17 //5/ rrr/��5 1�(1T 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual ^92/O P E r Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / /fJ 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 stabiaty during construction 2.Design assumes the top end bottom chords to be lateraly braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.such arespectivelylunlesc braced throughout their length by �-, 4+r DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(rC)and/or drywail eC. / '-18i cr P b g 3.2x impact bridging or tetanal bracing where shown++ SEQ. : 60607944.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 4,,/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be use d In a non-corrosive environment, 4- V \ ,c design loads be applied to any component and are for"dry condition"of use. / Z� A_i TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if Q 14 `T fabrication,handling,shipment and Installation of components. necessary.sign ass 1312/L:1/2015`�` 6.This design is furnished subject to the Irritations set forth 7.Plates assumes adequate bothdrainagec Isp truss,so fl y I IIIIII IIIII IIIII IIIII IIIII ILII II IIII IHIB.Platesshall be located en faces al end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joine of t center center Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.Forrits basiciconnector plate desilate In gn values see ESR-1311,ESR-1888(MiTek) EX:::12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/111BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-149) 154 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 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 -90/ 224H 5.50' 0.68 KDDF ( 625) 5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE• (GOND. 2; Design checked for nett-5 pall uplift at 24 'on spacing.', THE BOTTOM CHOORDRD DEAD LOAD IS A MINIMUM OF 10 PSF. LIVE LOAD AT ON(S) SPECIFIED BY IBC 2012, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAXEEP 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 = 0.249' @ 3'. 2.0' Allowed = 0.524' 4 MAX BC PANEL TL DEFL = -0.229' @ 4'. 1.4' Allowed = 0.472' e MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does 12.00 7 not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, mr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads to in the plane of the truss only. m us li.o 4 - a M-3x4 y y ,1 1-00 ',PROVIDE FULL BEARING:Jts:2.3.4I 8-00 �(<, O PRape, JOB NAME: 7-D POLYGON 7-D NH - J3 Scale: 0.4558 \� �, G(N �o_ WARNINGS: GENERAL NOTES,unless otherwise noted: CC T-92 0 I P E 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 and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 3 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at -" '�► DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.respectively sunless braced throughout theirlength by `roan- continuous sheathingsuchsuch asas plywood sheatcng(TC)and/or dII(eC). /'' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A. 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. Nt. SEQ. : 6060795 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 design loads be applied to any component. and are for"dry condition of use. t� TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge if `�O�q 4' O�[' fabrication,handling,shipment and Installation of components. necessary. M R f�,' g p P 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1131111101111111111 SCSI,TPINVTCA In ', frequest. M Te USA,Inc./CompuTrus Software 7.6.6(1L)E 9.Digits Indicate size 10.For basic pltedes design values see ESR-1311,ESR-1588(MITeq EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC p LUMBER SPECIFICATIONS TC: 2x4 NODE #18BTR TRUSS SPAN 6'• 11.5' !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinq,I BC: 2x4 KDDF #188TH LOAO DURATION INCfl = 1.15 SPACED 24.0' O.C. NOTE: Design assumes moisture content does TC LATERAL SUPPORT <= 12.00. UON. not to exceed 199s at time of manufacture. BC LATERAL SUPPORT <= 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,916 MiTek MT series Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. 5,00 GP-AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 3 complete specifications. 0' m O M O <di O rillIlligIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMIIIIIIIIIIIIAI --/ M-3x4 4 y y 1-00 6-11-08 y JOB NAME: 7-D POLYGON 7-D NH - D1 ��sE0 PROFFs 5 Scale: 0.6748 5GINS 6,/ WARNINGS: GENERAL NOTES,unless otherwise noted: v ,15/ �i Truss: D1 1.Builder and erectionofeU contractor should be advised General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences, building component.Applicability of design parameters and proper = OPE. � 2.2x4 compression web bradng must be installed whore shown+. InorporaUon of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and bottom chords to be laterally Draped at Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'ex,respectively unless braced throughout their length by �_p„ DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required where sho m4-1. sheathing(TC)and/or drywal BC), fr�pr F 4.No load should be applied to any component until altar all bracing and 4.In Installation nct bof truss Is the resral ponsibilihe respective contractor. t SEQ. : 6060796 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/Q'4.,11j.- yREGO ON oks TRANS I D' 408182 design loads be applied to any omponent end are for'dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It d fabdca9on,handling,shipment and Installation of components. necessary. P A 6.This design is famished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. MFR R I L.� ti - 1131111111111111110111 IIIIII VIII VIII VIII IIID VIII VIII IIII III) TPIIWrCA in SCSI,copies of which will be furnished upon quest. 8.Sees ednddbee located joiinnt centerthtlfn os of truss,and placed so their center MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.Forribasic ccoonnesctor ple of ate desiglate in n values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141 PACIFIC LUMBER-BC TRUSS SPAN 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATIONS 16BTR 81ANDA LOAD DURATION INCREASE = 1.15 1.2=( 0) 43 2-5=(-55) 73 3-5=(-215) 172 BC: 2x4 KDDF TC: 2x4 KDDF SPACED 24.0' 0.C. 2.3=(-109) 95 3.4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BOG flEQUIRED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42,0 PSF 0'- 0.0' -66/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 6'- 11.5' -33/ 284V 0/ OH 5.50' 0.45 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc spacing. )I,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=LI180 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 = 0.158' @ 3'- 6.2' Allowed = 0.422' 6-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.190' @ 3'- 6.4' Allowed = 0.633' MAX HORIZ. LL DEFL = 0.001' @ 6'- 7.7' 12 MAX HORIZ. TL DEFL = 0.001' @ 6'- 7.7' 5.00 D M-1.5x3 NOTE: Design assumes moisture content does 4 not to exceed 19t at time of manufacture. /11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, es Truss designed for wind loads in the plane of the truss only. Cd O I 4 I c ►=�5 -1 M-3x4 M-1.5x3 J, y J' 6-07-12 0-03-12 y J. b 1-00 6-11-08 ckED PROF e JOB NAME: 7-D POLYGON 7-D NH - D2 Scale: 0.5542 �G- GING WARNINGS: GENERAL NOTES,unless otherwise noted: _921•PE r 4 . 2 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: D 2 and Warnings before construction commences. building component.Applicability of design parameters and proper .2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction DES. Design assumes the top and bottom chords to be laterally braced at ,®li' 2'0.0.and at 10'0.0.respectively unless braced throughout their length by `Or- DE$- BY; MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(Tc)and/or drywall(uc). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON , <C/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6060797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•corrosie environment, L.4 y E r 2p ..k..design loads be applied to any component and are for"dry condition'of use. 2 �Q A. 6.Design assumes full bearing at all supports shown.Shim or wedge It TRANS I D: 408182 5.CompuTrus has no control over and saunas no responsibility for the necessary. R R11-\- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - be furnished lines coincide Wth joint center P nes. 1111111 11111111111111111 11111 liii III IftMITch TPI/WTCA in SCSI,copies of whe USA,lnciCompuT s lSoftware 7.6.6(1L)En request. 10.FForrlb indicate icco ecoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11111 111 This design prepared from computer input by ° PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 TC: 2x4 KDDF //WA LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF #16BTA1. 2=( 0) 80 2.10=(-738) 3566 10- 3=( 0) 202 WEBS: 2x4 KDDF STAND; LOADING 2- 3=(-5448) 1170 10.11=(-738) 3564 3.11=( -176) 204 2x6 KDDF#2 A LL = 25 PSF Ground Snow (Pg) 3- 4=(-5194) 1226 11.12=(-706) 3548 11- 4=( -558) 2520 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0• TO 22'• 0.0' V 4- 5=(-4102) 1088 12.13=(-866) 3598 4.12=(-2030) 592 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)0 20.0 PLF 0'- 0.0' TO 10'• 0,0' V 5. 6=(-4104) 1088 13.14=(-930) 4728 12- 5=(-1474) 5530 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'• 0.0' TO 16'• 0.0' V 7. 8=(-7246) 1248 14- 8=(•936) 4756 12- 3=(•-612) 634 .0)+DL( 20.0)= 20.0 PLF 16'• 0.0' TO 22'- 0.0' V 7- 8=(•7246) 1588 8.13=( -612) 2622 BC UNIF LL( 0 OVERHANGS: 12.0' 12.0' 8. 9=( 0) 80 13- 7=(•1556) 434 Connector plate prefix designators: ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0' 7.14=( -530) 2578 Cnnect8,CN1a (or no prefix) = CompuTrus, Inc ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0' 0.0' -955/ 4328V -306/ 306H 5.50' 6.93 KDDF ( 625) ( 2 ) complete trusses required. 22'- 0.0' °1276/ 5702V 0/ OH 5.50' 9.12 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinq.I 9' oc in 2 row(s) throughout 2x6 bottom chards 9' Sc in 1 row(s) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 throughout 2x4 webs, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' 11.00 MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 MAX TL CREEP DEFL = -0,169' @ 14'• 1.7' Allowed = 1.406' 4-01-12 4-00 �2-10-042-10-04� 4-00 4-01-12 MAX LL DEFL = •0.001' @ 23'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0,001' @ 23'• 0.0' Allowed = 0.133' 12 12 TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'- 6.5' M-4x6 ORIENTATION AS SHOWN. ) MAX HORIZ. TL DEFL = 0.034' @ 21'- 6.5' 12.00 7 \12.00 5 4.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, e, k NDesign conforms to main windforce-resisting system and components and cladding criteria. AIdIIM_ XlO M-3x5 Wind: 140 mph, h=24,7ft, 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 in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM M 3X6 + 2X4 WEB BRACE REQUIRED. ! Al = 5Moc �I msE�LlA� 1 13 14 co M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 0 M-7x8(S) J. y 2651#@ , b +2442#@ 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 y J, y J, J, 1-00 2P-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 7-D POLYGON 7-D NH - C4 4,.. PROFFs Scale: 0.1778 CIS /IN •p `S/° WARNINGS: GENERAL NOTES,unless otherwise noted: `Ily.. ! 1/7/{y 2„y 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4:C. 1yoPE S' Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bredng to Insure shadily during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bredng of 2'0.0.and at 10'o.o.respectively unless braced throughout their length by + r. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathln s and/or drywaa(BC). /�*Ili• g 3.2x Impact of or lateral bredng required where shown++ a it 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the respobe ty of the respective contractor. '37L/ A��REGO O� �� S EQ, , 6060798 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,! a TRANS I D• 408182 design loads be applied to any component, and are for'dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 A'!" fabrication,handling,shipment and Installation of components. necessary. q , `- e.This design Is furnished subject to the limitations set forth 7.Design assumes 8.Plates shall be located one othi facesh Is provided. and placed so `V/ �n`�� heir center 1111111111111111111 MITe SAIANTCA�IncJCompuT s I,copies of which Sottwafe 7 6 6(1 L)-E�ll be furnished upon request. 09..Digits Indicatelines colndde plate l a ith joint nlInn Inches. ESR-1311,ESR`19e8(MiTek) 1 1 EXPI RES:12/31/2015 1111111111 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 R18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5=(•178) 184 3-5=(•266) 256 BC: 2x4 HOOF #18117RSPACED 24.0' O.C. 2.3=(•267) 125 3.4=(-121) 85 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'. 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF ( 625) 7'• 11.7' -89/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: , ( no eprefix) = CompuTrus, Inc LIMITEDQUISTORAGE DBCS NOT APPLY DUE TO THE SPATIALI 'COND. 2: Design checked for nett-5 soft uplift at 24 'oc soacin0,l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, 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 TC PANEL LL DEFL = 0.017' @ 6'- 0.8' Allowed = 0.350' MAX BC PANEL TL DEFL =110:0.t106:@ 4'• 1.5' Allowed 'fa::0.472' y MAX HOAIZ, LL DL = •0,003' @ 7'- 10.9' MAX HORIZ. TL DL = -0.003' @ 7'- 10.9' NOE: Dign assumes moisture content does ceed 19t at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 00 Wind: 140 mph, h=23.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, load duration fEncloseds'Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads M 1.5X3 in the plane of the truss only. c ♦4 O O O O c Allikilillibk. �� ►z�5 a M-3x4 M-1.5x3 y ), J, 1-00 8-00 (PROVIDE FULL BEARING:Jts:2.5,41 ��,ED PR°Fe JOB NAME: 7-D POLYGON 7-D NH - J4 Scale: 0,3695 �5 G(CN/',/.4,., /0 WARNINGS: GENERAL NOTES,unless upon e noted: 4' - o g 2•P E f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: J4 end Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responslbtity of the building designer. , 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at ` �I® 2'o,c.and at 10'o.c.respectively unless braced throughout their le th by / 'p•- DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlordrywalilC). A DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. f7� OREGON�b ,�C 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - SEQ. : 60607 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•corrosNe environment. //t� design loads be apptled to any component and are for'dry condition'of use. w _ 1 4, 20\ �� 6.Design assumes fug bearing at all supports shown.Shim or wedge If t 4:- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility far the 12- necessary. M�R R'1�,' fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ll be furnished upon ndde with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe SA.Inc./CompuTrus I/WTCA In SCSI,copies of (Soch ftware 7.6.8(1L)-E request. es. 10.lines FForribasiccoo edorsize of p101e desiglate In n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3172015 11111 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 PIMA LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(•147) 182 3.6=(-262) 212 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C, WEBS: 2x4 KDDF STAND 2.3=(•347) 125 LOADING 3-4=(•327) 127 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-159) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 23,7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' 43/ 449V 140/ 398H 5.50' 0.72 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 WOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 11.7' 327/ 410V 0/ OH 1,50' 0.53 KDDF ( 625) flEOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' f f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.039' @ 9'- 11.7' Allowed = 0.197' -, MAX TL CREEP DEFL = -0.047' @ 9'• 11.7' Allowed = 0.263' MAX TC PANEL LL DEFL = -0.028' @ 6'• 8.1' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.157' @ 4'• 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = .0.007' @ 7'• 10.9' MAX HORIZ. TL DEFL = •0.007' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting 414‘/66.12.00712 .44 2 system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. M-3x5 0 �� ,- 07 e7 of ' ra o _ M-3x4 M 1.5x3 r'6 1, 1, 1 J. 1-00 8-00 1-11-11 IBUIDEBILBEEMWILa&A JOB NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3043c.��-711511)7P �7\7yGllPgrN /�ryF�p��. WARNINGS: GENERAL NOTES,unless othernise noted: t4 X 1.1+✓l!'l *-� J5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual (t' = OP E f Truss: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stabiity during constructIon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `rte - �® DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood shoed whereTC)and/or drywall C. / Q Ire ty 9 3.2x Impact bridging or lateral bracing required shown++ r SSEQ 4.No load should be tippled to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37OREGON E Q .rorrostve environment, ` N TRANS I D: 408182 design loads hasbs appliedcontrol to anyvrdcomponent. 6.Design assumand are for es full onditeating at ion"of ell supports shown.Shim or wedge If /Q 9� i- 14 2� P 5.CompuTrus no over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth 7.Designlatenassumes adequateatedonboth drainage Is trsand, ��R y�� I IIIII(it II IIIII 111101111 II I IIIII IIIII III II 1101 by 9.Plates shall be located on faces of truss, placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.FForrits basic connectocate size r plf alate in inches. te design values see ESR-1311•ESR-1968(MiTek) EXPIRES:12/31/2015 I1111111II1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KODF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2.6=(-141) 172 3.6=(-248) 204 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2.3=(-399) 303 WEBS: 2x4 KDDF STAND 3.4=(-378) 313 LOADING 4.5=(-124) 88 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -36/ 464V -183/ 440H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 220V 0/ OH 5.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -263/ 334V 0/ OH 1.50' 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' -93/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc spacina.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' I. 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 = 0.021' @ 2'. 0.7' Allowed = 0.343' MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.009' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, ho25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 4 0 e4 M-3x5 M O to r,1 o _.6 O M-3x4 M-1.5x3 ; J' y y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.6.4.5) ��CO PROFes� JOB NAME: 7-D POLYGON 7-D NH - J6 Scale: 0.2702 �� GI"� WARNINGS: GENERAL NOTES,unless otherwise noted: �� l 15/ 29 1.Builder and erection contractor should be advised of ea General Notes 1.This design is based only upon the parameters shown and is for an Individual c' =92/0 P E r" and Warnings before construction commences. building component.Applicability of design parameters and proper /// Truss: J 6 Incorporation of component is the responstbity of the building designer. l 2.2u4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability dudng construction 2'a c.and et 10'o.e,respectively unless braced throughout their le th by fr�p..... 4r DES. BY: MJ Is the responsibility ol8 a erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). ' SCC DATE: 9/15/2014 the overall stmdure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ �� OREGON A. SEQ. : 60608 01 4.No load should be applied to any component until after as bredng and 4.Installation of truss Is the reaporWdity of the respective contractor. A 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, _' 1. 1 4, 20 4 design loads be applied to any component. end are for'dry condieon'of us a. O es TRANS I0: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Dewe assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. assumes necessary. 6.This design Is furnishedsubjectto the irritations set forth by 8.Plate shall be located adequate faces oPWss,and placed so their center FiR`�� IIII i VIII II II III I 11111 (III II II III)(III TPI/WTCA In SCSI, request. lines size In Muc USA,lnaCompuTrus Software 7.6.6(1L)E sc0icooaFFor b ,connector plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIII(IIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' TC: 2x4 KDDF g1$BTR LOAD DURATION INCREASE o 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 g1$BTR SPACED 24.0' O.C. 1.2=( 0) 80 2.6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND 2. e(•328) 247 LOADING 3.44=(•308) 256 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( -89) 62 BC LATERAL SUPPORT <= 12.00. UON. 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 9.5' -81/ 225V 0/ OH 5.50' 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 7' 10,9' 223/ 285V 0/ OH 1.50' 0.37 KDDF ( 625) 1'- 0.0' -64/ 85V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 oaf) uplift at 24 'oc soacina,1 VERTICAL DEFLECTION LIMITS: LI=L/240, TL=L/180 MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.018' @ 2'- 0.7' Allowed o 0.343' 4 MAX BC PANEL TL DEFL = -0.158' @ 4'• 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 10'- 11.2' MAX HORIZ. TL DEFL = -0.007' @ 10'. 11.2' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 J system and components and cladding criteria. 12,00 2 Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. 0 M-3x5 ,- yy M O r� i'w 0 - M-3x4 M-1.5x3 .6 J. J. y J. 1-00 8-00 3-00 (PROVIDE FULL BEARING:Jts:2.6.4.51 JOB NAME : 7-D POLYGON 7-D NH - J7 ,R�) PRaFFs Scale: 0.2881 ��FGINS �/O WARNINGS: GENERAL NOTES,unless otherwise noted: Cjrf!:1/ 2 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 91//5//r 0 P E �r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. / // DES. BY: MJ 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.Additlonei permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by ��► DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood shoed TC)and/or drywal c). `r!r 3.2x tel act bridging or lateral bracing required where shown a+ Q 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y`/04?- 14, 4f OREGONO� A.Ct,/ SEQ. : 6060802 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: 408182 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 WI bearing at all supports shown.Shim or wedge if Q 1[��. 2. fabrication,handling,shipment and installation of components, necessary. A ��. 6.This design Is furnished subject to the Irritations set forth 7•Design assumes adequate drainage Is russ,a.d '''/ p p'� eir center BCSI,copies of 11111111141111$111 Mire $ATPIAMTCA nlmc./CO Inc./CompuTrus(Software 7.6.6ch will be (1 L)-E�upon request. 10.Di i e indicate dicaa lines coincide with tentpplate eIn Inn heiue�seesESR-10117 ESRaced so-1988 88(MITek) rl r1 EXPIRES:12/31/2015 This design prepared from computer input by I�IIIIIIIII��I PACIFIC LUMBER-BC TRUSS SPAN 8'. 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 41ANDA LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-65) 115 6.5=( 0) 23 BC: 2x4 KDDF IC: 2x4 KDDF 1&BTR SPACED 24.0' O.C. 2-3=(-213) 0 5.7=(-84) 145 5-3=( 0) 71 3.4=( -23) 40 3.7=(•161) 93 WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0.0' -29/ 380V -61/ 161H 5.50' 0.61 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 3'. 10.9' -14B/ 91V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,CI8,CN18 (or no prefix)) .= Coo CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 9sft uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF INC 2012 AND IAC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = .0.002' @ -1'. 0.0' Allowed = 0.100' 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.007' @ 2'• 9.2' Allowed = 0.170' -1 MAX TL CREEP DEFL = •0.011' @ 2'- 9.2' Allowed 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL TL DEFL= -0.034' @ 5'• 0.2' Allowed = 0.290' 0g1.11g/ MAX HOflIZ. LL DEFL = 0.011' @ 7'- 7.6' 1MAX HORIZ, TL DEFL = 0.014' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture.o Design conforms to main windforce•resisting of system and components and cladding criteria. o c%) Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights),n fEnclosed, Cat,2, Exp.B, MWFRS(Dir), .6, Truss designed for wind loads in the plane of the truss only. r►�70of- PIAIMINIMMEIBo M-1.5x3 oo ./-0 t►� 6 M-3x4 M-3x5 J, J• L. 2-09-04 5-02-12 1, 1, /, 1, 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING;Jts:2.4,7I ��ED PR OFLS� JOB NAME: 7-D POLYGON 7-D NH - J8 Scale: 0.5252 c/ GIN/ /02 WARNINGS: GENERAL NOTES,unless otherwise noted: '� o92 0�.PE ti' 1.Builder and erection contractor should be advised of aR General Notes 1.This design Is based only upon the parameters shown and Is for an individual 2.2x4 compression web bradng must be Installed where shown+. ... Truss: J 8 and Warnings before construction commences. building component Applicability of design parameters and proper /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 4�1~' DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their la tis by `ros! continuous sheathlnp such es plywood:heathing(TC)and/or drywei�BC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shows++ OREGON b ,�1/� 4.No load should be applied to any component until after alt bracing and 4.Installation of truss Is the responsibmty of the respective contractor. -2 S E Q. : 6060803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used to a non-corrosive environment, ^ design loads be applied to any component. and are for'dry condition'of use. L,V: y 14 O 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R y L1' fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss•and placed so their center I II 11111 11111 VIII VIII 11111 VIII III IIII de with joint center Ines. MTPUWTCA In ITek SA,lncJCompuTruS I,copies of (ch will be furnished upon Software 7.6.6(1L)-E request. U'ines Digits action connector plate design Inches.a see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 J IIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 122) 184 46-5°) 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=( 0) 80 5.7=(-157) 5-3=( 0) 231 WEBS: 2x4 KDDF STAND 2.3=(-284) 43 5.7=(-157) 234 5-3=( 0) 71 3.0( 47) 73 3-7=(•259) 174 LOADING TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0' 0.0' MIN.0.0' •26/ 435V -90/ 224H 5.50' 0.70 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -136/ 125V 0/ OH 1.50' 0.20 KDDF ( 625) (or no prefix) = CompuTrus Inc 8'- 0,0' -13/ 155V 0/ OH 5.50' 0.25 KDDF ( 625) C,CN,CI8,CN18 M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 nsf) 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' 1. 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.012' @ 2'- 9.2' Allowed = 0,270' MAX TL CREEP DEFL = -0.016' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0,000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.105' it MAX HORIZ. LL DEFL = -0.019' @ 7'• 7.6' 12 MAX HORIZ. TL DEFL = 0.022' @ 7'- 7.6' NOTE: Design assumes moisture content does 12.00 7 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. co M-4x6 0Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6,0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 load duration factor=1.6, 0 Truss designed for wind loads 11in the plane of the truss only. 111111W t, H w 7 11') 91 m M-3x4 o M-1.5x3 w=7,47 o 6 0 M-3x4 M-3x5 k y y 2-09-04 5-02-12 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2,4,7( JOB NAME : 7-D POLYGON 7-D NH - J9 ��o PROFess Scale: 0.4115 C?IN/ /02 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 I/r5 /I IH7 q 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 t-nnnns P E r Truss: J9 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 responstbilty of the building designer. 11,,007 DES. BY: MJ 3.Additional temporary bracing to insure atabitty 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'cc.and at 10'o.c.respectively unless braced throughout their length by +�'- continuous sheathing such as plywood sheathing(TC)and/or drywallC). -f#"==" DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 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 4(/ SEQ. : 6060804 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosNe environment, L- 'if ?- TRANSNIk A. design loads be applied to any component. and are for"dry condition'of use. / I D: 408182 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 Q` 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R V 4.`' 101011111$11111111116.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center Anes. MITek USA,Inc.lCompuTrus Software 7.6.6(1L)-EIL 10.For ibasic connectots Incate sizer plfate design valate In lues 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k11.8TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(-216) 270 6-5=) 0) 23 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(•354) 75 5.7=(-277) 344 5-3=( 0) 71 3.4=(•158) 118 3-70(-380) 306 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD 4 42.0 PSF 0'- 0.0' •44/ 476V •121/ 292H 5.50' 0.76 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'- 7.6' -51/ 201V 0/ OH 5.50' 0.32 KDDF ( 625) 7'• 11.7' •120/ 162V 0/ OH 1.50' 0.26 KDDF ( 625) CConnector plate prefix designators:= Com , ( no prefix) = riesuTrus, Inc LIMITEDQUISTORAGE DOES NOT APPLY DUE TO THE SPATIALI 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' ].11.11 MAX LI DEFL = 0.020' @ 2'- 9.2' Allowed = 0.354' T MAX TL CREEP DEFL = -0.023' @ 2'• 9.2' Allowed = 0.472' MAX HOAR. LL DEFL = •0.031' @ 7'• 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'• 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. of 0 M-4x6 4,0 M 59 `; 7._- --/xi0 c M-3x4 o M-1.5x3 6 p M-3x4 M-3x5 y y J• 2-09-04 5-02-12 ; ), J, 1. 1-00 2-11 8-00 5-01 )PROVIDE FULL BEARING:Jts:2.7.41 '<(� O PR Oppss JOB NAME: 7-D POLYGON 7-D NH - J10 Scale: 0.3375 �� ` 1�N 6�2� . WARNINGS: GENERAL NOTES,unless otherwise noted: �' 0 92 b I P E 1.Builder and erection contractor should be advised of allGeneral Notes 1.This design Is based only upon the parameters shown and is for an Individual .. and Warnings before construction commences. building component.Applicability of design parameters end proper Truss J 10 2.2x4 compression web bracing must be Instaned where shown+. Design asef the top component is the mrespo chordsdto elite building designer.• 3.Additional temporary bracingto insure stabi6 during construction 2.Design assumes the top end bottom to be laterally braced at ®�i' h' 9 2'o.e.and at 10'o.c.respecdvety unless braced lhrougheut their lenggth by `/�.- DES, BY: MJ Is the responsibility of the erector.Additional permanent brsdng of continuous sheathing such as plywood sheathingtTC)and/ordrywati(BC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O OREGON �� 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. SEQ. : 6060805 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 2 �� TRANS I D: 408182 design loads be applied to any component and are for'dry condition"of use. �L, y O 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 5.CompuTrus has no control over and assumes no responslWlity for the necessary. F p`,`. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 11111 VIII VIII VIII VIII VIII IIII111111111 MITe SA,incIANTCA in iCompuTrus I,copies of which Software 7.6.6(1L)-E request. lines For basic con connector plate design valate In lues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31 12015 • 1111 III This design prepared from computer input by . PACIFIC LUMBER-8C LUNBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 0 BC: 2x4 KDDF #18BTfl 1.2=( 0) 80 6-8=(-267) 270 6-3=( 0) 23 SPACED 24.0' O.C. 2.3=(-354) 75 6-8=(-267) 344 6-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=(•199) 118 3.8=(-380) 295 LOADING 4.5=( -43) 0 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' •44/ 473V -126/ 322H 5.50' 0.76 KDDF ( 625) CCnnec 8,CN18 (or prefixno prefix) = CompuTrus Inc 7'- 7.6' -52/ 200V 0/ OH 5.50' 0.32 KDOF ( 625) ,CN,C1 ,C519 )or n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -172/ 213V 0/ OH 1.50' 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP ICOND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06-08 MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' 1' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' ', MAX LL DEFL = 0.019' @ 2'• 9.2' Allowed = 0.354' MAX TL CREEP DEFL = •0.023' @ 2'- 9.2' Allowed = 0.472' MAX LL DEFL = -0.000' @ 8'• 6.5' Allowed = 0.054' MAX TL CREEP DEFL = -0.000' @ 8'- 6.5' Allowed = 0.072' 0 MAX HORIZ, LL DEFL = -0.030' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.6' NOTE: Design assumes moisture content does 12 not to exceed 1996 at time of manufacture. 12,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. co c Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, o Truss designed for wind loads M-4x6 in the plane of the truss only. f M . MF 0 - ii" .,, o 5E M-3x4 o M-1.5x3 7 M-3x4 M-3x5 0 / / y 2-09-04 5-02-12 / > y y 1-00> 2-11 5-07-08 / / 8-00 0-06-08 (PROVIDE FULL BEARING• t • 8 41 JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3073 �5'��`�7`yGPsrN SFpF�ss/p WARNINGS: GENERAL NOTES,unless otherwise noted: �4� 1/�✓/f ! -1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -'t 0 92 s Q P E ti' Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibltty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2•o.c.and at 10'o.c.respectively unless braced throughout their length by ` �j�' continuous sheathing such as plywood In ere s and/or drywall(BC). / WM... DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.zx Impact bridging or lateral bracing required where shown++ Y Q SEQ. : 60608064.No load should be applied to any component until after all bredng end 4.Installation of truss is the responsibility of the respective contractor. 7OREGON <(/' noncorrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, 4- I, NIx design loads be applied to any component. and are for"dry condition"of use . .1 TRANS I D: 4081 82 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at ell supports shown.Shim or wedge if 1' 14, `L� Q} fabrication,handling,shipment and installation of components. necessary. provided. ' 'R n`�� 6.This design is furnished subject to the Imitations set forth by 7.Plates sassumes all be locateduon both faces of , nd placed so their center 't'/ rl 1141211111111111 MITek USA,lncCA in iCompuTrus I,copies of which Softtware 7.6.6(1L)E request, 10.For coincide cod nectoroint center Ines. plate design values see ESR-1311,ESR-1998(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 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 TO: 2x4 KDDF 11168TR SPACED 24.0' 0.C. BC: 2x4 KDDF g16BTR WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 ODE ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) Connector plate prefix designators: 12 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.00 LL = 25 PSF Ground Snow (Pg) M,M2OHS,MIBHS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc sgacing,l LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ, TL DEFL = 0.003' @ 3'- 11.2' NOTE: Design assumes moisture content does -/ not to exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ll (All load duration Cat.2, Exp.B, MWFRS(Dir), 1.0 All Truss designed for wind loads o in the plane of the truss only. 0 1110 ' 5 of 46 4 >-<... 3 M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). [PROVIDE FULL BEARING:Jts:4.3.21 .1 ), 3-00 ; J, 4-00 _co PROpe JOB NAME: 7-D POLYGON 7-D NH - E2 Scale: 0.9141 C.I. �!%'y• 51519 i°.Lq` WARNINGS: GENERAL NOTES,unless otherwise noted: ( / 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 en Individual Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. rnal2.Design assumes the tap and bottom chords to be laterally braced at �s'�" 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.e.respectively unless braced throughout their lenpth by /v.- DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall Cl. 0 DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ OREGON >1 �� 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,L OREGON SEQ. : 6060811 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 A4 design loads be applied to any component. and are for"dry condition'of use. L/'%q" 1 4,. �� - 6.Design assumes fug bearing at all supports shown.Shim or wedge If /mac 05' TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary. ``R Rik- 6.fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - l be furnished upon IIIIII VIII VIII VIII VIII VIII VIII III[IIIMTITP1/WICA In e SA,lnc,ICompuTr s[Soft[ware 7.6.6(IL)-E request. lineslate In Inches. 1isize af a0FForb indicateplte design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIII IIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF qi&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(•68) 51 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' .62/ 302V -32/ 99H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -34/ 29V 0/ OH 5.50' 0.05 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 1'- 11.7' -34/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) ( p , 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: Desian checked for net(-5 poll uplift at 24 'oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'• 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.072' 12 MAX HOAIZ. LL DEFL = 0.000' @ 1'- 10.9' 12.00 7 MAX HOAIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does -/ not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCOL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cr load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 N 03 0 LL7 0 :[ 4►�� M-3x4 y 1. y 1-00 2-00 (PROVIDE FULL BEARING4Its:2,4,3( JOB NAME: 7-D POLYGON 7-D NH - SJ1 Scale: 0.6686 � « `07\yG/1 PyrNE F�`S`s/p WARNINGS: GENERAL NOTES,unless otherwise noted: x4 I Inn2 s o -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 0 92/v P E r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /J 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibitty 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: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length)y `:` /�s continuous sheathing such as plywood Ing(TC)and/or drywall(BC. / ' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "A CC 4.Na load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREj. GONZ <4, SEQ. : 6060812 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: 408182L N� design loads be applied to any component. and are for'dry condition"of use. / q D �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 1 Q, fabrication,handling,shipment and Installation of components. 7.necessary. - 6.This design is furnished subject to the[irritations set forth g,Plates assumes locatedadeqone both drainage Is grosed. ��R`��. 11111111111111111 Vby 6.Plates shall be faces of truss,and placed so their center - - TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. - MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.Forrits baindicate ic conn cor platetdesign valInches. es see ESR-1311,ESR-1e88(MITek) EXPIRES:12/31/2015 I111111111 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 /1186TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2.3=(-109) 94 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' -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' •85/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desion checked for net(•5 nsf) uplift at 24 'oc spacina,l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' -/ MAX BC PANEL TL DEFL = 0.003' @ 1'• 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'• 10.9' 12.00 7 `' MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads c in the plane of the truss only. 4 o,- tri 0 o y o� ►. 4► M-3x4 y J• y 1, 1-00 2-00 1-11-11 [PROVIDE FULL BEARING:JtS:2.4.3( QED PROpt. JOB NAME: 7-D POLYGON 7-D NH - SJ2 Scale: 0.5749 s5 , GINE /o WARNINGS: GENERAL NOTES,unless otherwise noted: -�� 115 _v-7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4t' =9 2O P E ti' and Warnings before construction commences. building component.Appllcabttty of design parameters and proper Truss: .SJ 2Incorporation of component Is the responsibility of the building designer. 2.2x4 compressionnaltemporary web bracing must be stabil ed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure staWGty during construction brad tion 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'fir! 4011010' DES. BY: MJ Ill the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywall(9C). „.0',. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L ,}_OREGON L�44. SEQ. : 606 0813 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the reaponalbilty of the respective contractor. 7 A fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L ,V ZD PA design loads be applied to any component and are for-dry condition'of use. n 14 TRANS I D: 408182 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handl) shipment and Installation of co nesessary. ng,ahl mponents. 7,n Design assumes adequate drainage is provided. 'SFR R f:�`' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall bel scaled on both faces of truss,and placed so their center IIIIII I!HUH I III VIII[III VIII 1111 [III TPIANTCA In BCSI,copies of which will be furnished upon request, Ones colndde with Joint center nche. Di 9.Digits Indicate size of platete Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3=(•167) 136 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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' •24/ 308V -90/ 224H 5.50' 0.49 KDOF ( 625) Connector plate prefix designators: 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KOOF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.7' .128/ 165V 0/ OH 1.50' 0.26 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. 'CORD. 2: Desitin checked for net(•5 poll uplift at 24 •oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' -,r MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'• 0.1' Allowed = 0.072' v MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Tr Truss designed for wind loads d in the plane of the truss only. 0 co r) L71 to1 0 o 4 waaq y' M-3x4 y y y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 7-D POLYGON 7-D NH - SJ3 � a PR°FF Scale: 0.4550 Gj�F. GINE' `S�1/ WARNINGS: GENERAL NOTES,unless otherwise noted: ',/1,7/ 0 -37 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Ct. ;92/OPE { Truss: SJ 3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilityof the building designer. // . y DES. BY: MJ 3.Additional temporary bracing to Insure sfedly 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'c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,.....",409.!<. g 4.In2Impact bridging true or lateral bracing required where shown t 0 Q. 4.No load should be applied to any component until alter all bracing and 4.Instellaaon of buss Is the responsibilityof the respective contractor. -j7` ",OREGON tK SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment / �y 2aN �� TRANS I D: 408182 design loads be applied to any component, and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tug bearing at all supports shown.Shim or wedge If Q, 14 P` fabrication,handling,shipment end installation of components. necessary. ,1 -� 6.This design is furnished subject to the Irritations set forth 7.Design8. laten shall be assumes adequatedonboth hces drainage is trussed. 'V/ L�R V�`' heir center IIII II I VIII VIII VIII II II I III'III'III MITe USA,Inc./CompuTrusI/WTCA in SCSI,copies of lSafch tware 7.6.6(1L)-E�ll be furnished upon lines request. Digitsncide with joint center Ines. 9.10. indican eaerof plate den inn values tsee ESR-13s,end 11,ESRaced so t1088(Wok) rl EXPIRES:12/31/2015 1111111111 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 A16BTR LOAD DURATION INCREASE = 1.15 1.2=(-109) 95 1.3=(0) 0 BC: 2x4 KODF N16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'• 0.0' -27/ 128V -53/ 114H 5.50' 0.21 KDOF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 825) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(•5 osf) uplift at 24 'oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = •0.001' @ 3'- 10.9' 12.00 7 MAX HORIZ. TL DEFL = •0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does '' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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. 4 0 v CO �- 0 r� o of 1► 3P M-3x4 y y > 2-00 1-11-11 P:0 IDE L B 'I,G•J ' 3 21 �� 0 PR OF�rs JOB NAME: 7-D POLYGON 7-D NH - SJ4 Scale: D.5916 \�� °I)7/5/M9 GNB 15�� kr 11 iJS/ -� WARNINGS: GENERAL NOTES,unless otherwise noted: F E ti' 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 Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stabifty during construction 2.Design assumes the top and bottom chards to be laterally braced at ��' 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by `gas!- DES. BY: MJ Is the responsibility of the erector.Additional permanent hredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). s/ DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ''''• er 4.No load should be applied to any component until after all bredng and 4.Installation of buss is the responsibility of the respective contractor. -7 /� �� A. W SEQ. : 6 060 815 fasteners are complete and at no time should any loads greeter than 5.Design assumes tenses are to be used In a non corrosive environment, /. k 1 4 2.0 '�' design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6.Decdessassumes NII bearing at all supports shown.Shim or wedge if ,� b 1 �P fabrication,handling,shipment and Installation of components. 7-Design assumes adequate drainage b provided. 'r'/ ry`l^� 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center ished upon IIII I II II VIII VIII IIID VIII IIID IIII IIIIMTe SA,�InC./CompuT s(Software 7rBCSI,copies of whch will be n6.6 (1L)E request. lines9. ches. 10. indicateits of aete soasinectorpltdesign values see ESR-1311,ESR-1888(MiTeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 ODE 1118BTR LOAD DURATION INCREASE = 1.15 1.2=(•167) 136 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12.00. 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 SO.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD 10.0 PSF 0'• 0.0' -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'• 9.2' -130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) 5'- 11.7' -130/ 166V 0/ OH 1.50' 0.27 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 nsfl uplift at 24 •oc mein.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'. 0.1' Allowed n 0.054' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.006' @ t'• 0.1' Allowed = 0.072' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 6 NOTE: Design assumes moisture content does 122.007 2 not to exceed 19% at time of manufacture. 12,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v ...- 4 m PJ o 01: tliiiIiiiiiiilC 0 0 1=� 3► --,, M-3x4 1, y 1, 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME: 7-D POLYGON 7-D NH - SJ5 <�Q,Eo PROFFss Scale: 0.4547 ��J ! G/fIq/Nfi /O* WARNINGS: GENERAL NOTES,unless otherwise noted: �� v-1.I✓/ 17 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual OPE 1" Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2X4 compression web bredng must be installed where shown.. Incorporation of component Is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibIlity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by ,.��► •- DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plyvmorequired ing(TC)and/or drywal BC). / 1 - P ty 9 3.I2xn Impact bridging or lateral bredng where shown.+ i 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_OREGON� �41 SEQ. : 6060816 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 b TRANS I D' 408182 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 fug bearing at all supports shown.Shim or wedge If _Q 14 2 fabdeadon,handling,shipment and installation of components. necessary. ,��. 6.This design Is furnished subject to the Irritations set forth 7.Platen assumes adequate on ne drainage is provided.,andMFR RIO- 6. I III)I II I Alli IIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be famished upon quest. IL Plates coincide w located joincenter thlf aces of truss, placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.Forrits basic onnector plte size of ate design ate In values see ESR-1311,ESR-19813(MITek) EXPIRES:12/31/2015 I111111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/MDF/Cq=1.00 TC: 2x4 KDDF /116BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -7) 3 WEBS: 2x4 OF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net(-5 psi) uplift at 24 'oc spacina.I 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 5.25' MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' I. i' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2" Allowed = 0.239' MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 8.2' 4.00 17 '.. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BC0L=6.0, ASCE 7.10, M 1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads ir in the plane of the truss only. it o r 0 in ao_��I I T :l l oI.� 5► 111.--.....--014 0 M-3x6 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) y y 3-00 b b 4-00 JOB NAME: 7-D POLYGON 7-D NH - El Scale: 0,6305 s'a - G N E .- 0 t45/ `l//5// .. 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 0 92 OP 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 CC and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stability during construction DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'aR.and at 10'c.c.respectively unless braced throughout their length by `rimr!. pa ty continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). _ (� DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONto 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. L /. . . SEQ. : 6060809 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 �A design loads be applied to any component. and are for"dry condition"of use. / . 4 k TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Dosigssn a assumes N 0 1 4 P II bearing at all supports shown.Shim or wedge It r fabrication,handling,shipment end installation of components. 7.Design . assumes adequate drainage Is provided `R R`FM- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - I In I,copies of ch Wil be furnished upon lines coincide with joint center Ines. III I III)VIII Hill IIII II II IIII MTITPe SA,lnc6/CompuTrus iSo tware 7.6.6(1 L)E request. 0.FForrits basic coote size n ectorplatete In inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0161311 LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF RISBTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-4=( 0) 0 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g.l 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" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.00 v MAX IC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" M-1.5x3 -., NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting Pi Pi system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor-l.6, o Truss designed for wind loads in the plane of the truss only. N N ill / IIII I __..IM x M-3x4 M-1.5x3 b b 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 ‹...NN � o PROPen WARNINGS: GENERAL NOTES,unless otherwise noted: c,c {'' �r1 1.Builder and erection contractor nstr c should be advised of a9 General Notes 1.Thisdesign Is bnent.only upon y the parameters par aheter andn Is for an Individual �`GJ` !`(cj I n VSO Truss: Z 2 and Warnings before construction commences. building component.Applicability of design parameters and proper V`f71r i t\i A 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -!� DES. BY MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Ude top and bottom chords to be laterally braced al LCr ^92 ,o C 4e is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at to'o,c,respectively unless braced throughout their length)y J r G DATE: 1/26/2015 the overall structure is the responsibilityof the buildingdesigner. 2,,coImpact sheathing such as plywood required in ere s and/or drywall BC, . 9 3.2x Impact bridging or lateral bracing where shovel+ / SEQ. : 616 8 2 5 6 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be.used in a non•corroshre environment, 4.90111..TRANS I D• 416187 design loads be applied to any component and are for"dry condition"of use. �s jam„ S.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if *-1111 fabrication,handling,shipment and installation of components. 7nesesnary, provided. •yL ,�OREGON Q 6.This design is furnished subject to the limitations set forth by 8.Designlatshall be locateassumes donboth fate aces se lot truss,and placed so their center b,9,,,� 111111111111111111011 TPIN ICA In BCSI,copies of which will be furnished upon request y lines Indicate size plate inches. ,O �y 4, (2.0 4- v e.,‘� MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N160TR LOAD DURATION INCREASE = 1,15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF ft16BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (eon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-04-09 0-05-12 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" I of f 12 MAX HORIZ. LL DEFL = 0.000" 0 5'- 4.3" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x34 conforms to main windforce-resisting 4 -/ system and components and cladding criteria. r Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, li (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a, Truss designed for wind loads o in the plane of the truss only. r+7 co N 7 u ill 7' I o 1 i, l ►15 -1 o M-3x9 M-1,5x3 y y l 5-04-09 0-05-12 l y l' 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0,5821 re,t0 PROFEts WARNINGS: GENERAL NOTES,unless otherwise noted: r.c ..��`` 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual � J� 1, i nN/l .. s/QAC Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper '‘1/2 GG'' 7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2��]]]f On r DES. B Y: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10•on.respectively unless braced throughout their length by -^ OPE E po KY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), .. DATE: 1/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. .. SEQ. : 6168257 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: 41618 7design loads be applied to any component and are for"dry condition"of use. / � Ir 5.CompuTn,s has no control over and assumes no responsibility for the 6.Decaseassumes ull beadng at all supports shown.Shim or wedge It • OREGON fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.y. -7 OREGON 4,, . Oda C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 1' II Hill I 1111111 III II 11011 TPIAMCA In BCSI,copies of which will be furnished upon request 9.lines Digitscoincide dicate size ofplate inncenter Inches. Q r 1 4 Z ty� MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) ' ek) V/.b b,1 ,; � EXPIRES:112//31/2015