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/4 57,E/c -Oar)/ I17?4 sa, alord } ® CONFORMS TO DESIGN CONCEPT J„1 t i 211-0r 0 CONFORMS TO DESIGN CONCEPT WITH *0' WO' REVISIONS AS SHOWN ' I 1 0 NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BM REYIEED FOR GENERAL CONFORNAJkc (°y U Il,` KITH THE MICA CONCEPT ONLY AIS ODES NOT RELIEVE THE i 7 U U FABRICATOR/VELTAP.OF RESPONSIBILITY FOR CONFORILAVE WITH TIE DESIGN DRAI♦INGS AND SPECIFICAfONS ALL OF WHICH HAVE PRIORITY ,., R R' ri, O OVER THIS SHOP DRAWING. , iii - :_ { Z �„' ` y: Arnold A.SoloWon Date:January 26.T015 4 1 3 r 4.,,II ,..0.,,,q..--, T I:. ' p A- ENGINEERING INC $:17 w=w I I I .� o= ti cn o = t— SJ1 ' el el ; 4 � et -. SJ1 ~ B 111 J 0 � y S m �x(33ao `~ W x:11 A s. oW SJ3 hk tit All SJ3 .- ft,C C .Ip z p = U V uJ OOo- LJ Z Z H o�om o o W g...� Q 19 /—/ z z c `ts • >ypa�'— r ca nu,u, Z a 2 iC~Cfl V1Z 0 0 cc -WLLO¢y W Q C GZ Z 2UO u1nQ GC: OC C O `+ z1,� m Z ZO Z 41 *�}di�" _r fl �� C3 , O e> z O11 t ..l {A7 N G K _ •f ` 7. r ,` ery El ❑ ❑ HiIag m 11. R� ` as J1 J2 1402 11s . 21 JS J4 1114010, J7 I kJ6EA 00 *Ji CA , or J5 J5 -�{--- _� : J4 J10 o// , J3 I- a �t�11.170 '�I J2 ao JB pr ,, '��` ., J1 //.:;!,Ii � ►. . an kg i.�i7, � .1 p - b 4 2 2 5 h, 2 2 g • WRY RIGHT Mar [7.8.i11'.e ur rte. s►a VT • a1 • 10'-01fr • HO Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 REFER TO PLACEMENT CALCULATIONS STRUCTURAL PROJECT TITLE REVISION-I: DRAWINGS FOR ALL FURThER INFORMATION.BUILDING 7-D NH KD Z-PORCH DESIGNSIBLEFINEEROFRECORD �ss r RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS.BUILDING pESIGNE F NGINEER OF RECORD TO TR .1. O �y 7 7 CHECKED BY. DESIGNS ipAIM TOAPPROVE crnt>c�TION. !J DELIVERY LOCATION: SCALE REVISION-3: 0.1111-11 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 4 281-0° ® CONFORMS TO DESIGN CONCEPT I 270' I df' I 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE AND RESUBMIT )NIS SHOP RUING HAS SEEN REVISED FOR&ONES)).CONFORMANCE WITH TRE OESISR CORCEPT ONLY AND DOES NOT RELIEVE THE FFBRICADRTORA JIDOR OF RE&aaLSISILITY FOR CONFORNNICE RITtl THE F O:tGN CriAWI555 AIN)SPECIFICARDNS ALL OF BIICH HAVE PRIORITY OV R THIS SHOP DRAWING. Hy Arnold R.Selma Date:January 26.2015 .— CT ENGINEERING INC CR rD t 1 — $w w H N1=< &i v Al sn ecuox tn, 601 o =Y AUI �a �W- K �� ■■I aJ3 m to N 4 r 1— Ls, z y N w Z • a LIJ IL ea ti 0 Oa�U V //y2� Z Z N °Q o OC IP l�C 0 w HO Q Z Z C L7 I .,-75�J. \ C CW Z oo!;Y H u��LL Z P H N Z 0 4 V'f l y Q 12.12 22ZzZ o`.¢ (5) j� s: ceO O E 2o� m 3W O 2 u 2 Nx —, Z ¢ :' C...M IAR OV 00oeZ :oa.0_b . �— yR ❑ ❑ sand m • r in Air .12 s (5) 0 r r h 1 i .15 w 12:12 N J :is A ( r A AO A / Fr, A At i•�o����/I ki._,.. .,„,,,,.,_ ,. ..,___L i mom _ 4 BRRY LEFT • e1�sur ?$ . $1r�%:an;...El 010fiv ir tL,or-,0, 1/2121 war • 181.61t! ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACBATRUSSE"`rceJ CALCULATORS AND PROJECT TITLE REVISION I: DRAWINGS I GINEERED STRUCTURAL � 7-D NH KD Z-PORCH DESINFORMATION.G OF RECORD ra PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FORCALLTIO NON-TRUSS .BUILDINGPamfi F.' • mber TO TRUSS CONNECTIONS. - 7 I CHECKED BY: °E�ANDDAPPRO°VE REALLCORD TOS . . . DELIVERY LOCAT/ON: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. A TR U S --f, l .• ... 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MTek). 6.t .,,,..t C:GIP I,il r 42 � PI) e • w� N to 12 lettISTO, 1:1',:t) 1,14.:.' *4/ON/L �/i ii3 tojlit EXPIRES 6130/IS 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 TC: 2x4 KDDF M16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF M16BTR T2 2- 3e(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF N16BTR LOADING 3- 4=(-2678) 900 9.10=(-842) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pp) 4- 5=(-1856) 693 5- 9e( -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)+OL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'- 8.5' V 6- 7=( -126) 150 6.10=(-2571) 1014 TC LATERAL SUPPORT <= 12'0C. 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'OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -6471 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' -984/ 2851V 0/ OH 5.50' 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 ost) 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' 11,M2OHS,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 o 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 NOTE: Design assumes moisture content does 3-11-08 4-00-03 5.04-02 5-06-09 5-10-01 not to exceed 19% at time of manufacture. 597.30# Design conforms to main windforce-resisting 12 M 4x6 system and components and cladding criteria. 12.00 :=M-6)(6 =M..6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +te. 641111111 ME 1111 = oad duration factor=l.8, Truss designed for wind loads in the plane of the truss only. M-1.5x3 -d- 0 0 0 00 co u; IMMEMMOMMEMMEMMEMEMMA 08 . r g 10«« 0 M-3x6 M-3x8 0.25 M-4x6 M-7x8(S) y y y y 7-07-08 8-05-10 8-07-06 , J, J, 1-00 - 24-08-08 ��h� ,0 PROpe JOB NAME: 7-D POLYGON 7-D NH - Al Scale: 0.2399 t,IP e 1 ,° WARNINOm: GENERAL NOTES,anises otherwise noted: 4 t 7!92�•P E 1-- Truss: - 1.Builder and ereetlon contractor should be advised of al General Notes 1.TNs design Is based only upon the parameters shown and Is for an Individual //e. and Wandngs before construction commences. bulking component Applicability of design parameters and proper T r U S S: A iIncorporation of component h the responsibility of the bulking designer. l 2.2x4 compression web bradng must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure statdlty during construction -a/. DES. BY: MJ Is the nsibi of the erector.Additionalpermanent bracing of 20 o.c.and at 10'o.c.such m y unless braced throughout their length by 1 p . reepo ply continuous sheathing such a plywood sheatNng(TC)and/or dryvrea(BC). -. �cc DATE: 9/15/2014 the wend structure la the responsibipty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ^�� OREGON fit/ 4.No load should be ended to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. _ to SEQ. : 6060779 fasteners aro complete and et no time should any bads greater than 5.Designn assumes trusses are to be used In a non-corroele environment, �,� �", 14 Z� design bark be applied to any component and aro far"dry condition"of use. Ali. TRANS I D: 408182 s.fabrication,handing,n epcoi pc shipment and Installation of components.chis for the 6.Design arsysuma NN beadng at eN supports shown.Shim or wedge N 4ERAIL ` S 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 5.Plates shell be located on both faces of truss,and placed so their center -111111111111111111 will be furnished MTe USA,InciCompuT s which Software 7.6.8(1 L)En request O iuot� t edesaadnb plateig values see ESR-1311.ESR-1366(MITeW EXPIRES:12/31/2015 A i IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=) -205) 200 2x6 KDDF M18BTR T2 SPACED 24.0' O.C. 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF N188TR 3. 4=( 0) 0 9-10=(-300) 639 8- 5= -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- 5=( -736) 331 5. 9= -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -789) 324 9. 6= -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( -127) 149 6.10=(-1049) 376 IC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12.00. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'. 0.0' -184/ 1045V -165/ 291H 5.50' 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' .179/ 1078V 0/ OH 5.50' 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'COND. 2: Design checked for nett-5 oaf) 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 = 1.190' M,M2OHS,M18HS,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' 3-11-08 3-09-12 �2-02-07� 3-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does not to exceed 19's at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. Wind: 140 mph, 11=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=1.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 �'� -/ M-1.5x3 , IlpIA\yalV.0 0 a co m c o `•I.R Se j **le c M-3x4 M-3x8 0.25"e M-3x4 M-7x8(S) y y y y 7-07-08 8-05-10 8-07-06 y y 24-08-08 JOB NAME.7 7-D POLYGON 7-D NH - A2 Scale: 0.2111 •\'< tGPN F�(96' WARNINGS: GENERAL NOTES,unless otherwise noted: lrrff��/ 1. 1.Builder and erection contractor should be advised of en General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 923//5 .'P E 1'{ 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. f 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 ism.responsibility 2'o.e and at 10'o.n,respectively unless braced throughout their length by 1 OW.' po Rty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywal(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++ Q 4.No load should be applied to any component until after al bradng and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Ri SEQ. : 6060780 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L- vJ design loads be applied to any component and are for"dry condition'of use. �/ 4)*. rLQ� ..��� TRANS I D: 408182 5.CompuTnro has no control over and assumes no responsibility for the 8,Designnewumes hit bearing at all supports shown.Shim or wedge if Q 14 �y P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -r 'R R`�� v IIIIII VIII VIII 11111 HI VIII VIII III fl.Thls 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 TPIMRCA In BCSI,copies of which call be furnished upon request. pose cdndds with jolts center Ines. 9.Digits indicate size of plate In Inches. MlTekUSA,Ina/CompuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=(•1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. 2- 3=) -871) 603 7- 8=089) 936 2- 8=(-478) 334 WEBS: 2x4 KDDF STAND 3- 4=) •589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( •874) 604 9.10=(418) 789 8- 4=(-189) 177 IC 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 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.66 KDDF 625 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -1621 1038V 0/ OH 5.50' 1.66 KDDF 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND. 2: Desian checked for net(-5 psfl uplift at 24 'oc saacina.l M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=1/180 MAX LL DEFL = 0.032' @ 13'- 1.8' Allowed = 1.190' ** For hanger specs. - See approved plans 11-11-11 0-0 9'0 2 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' 6-02-08 5-09-03 0�0�9 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0' MAX HORIZ. TL DEFL = 0.026' @ 24'- 3.0' 12 12 NOTE: Design assumes moisture content does M-4x6 M-5x6 12.00 17 N 12.00 not to exceed 194 at time of manufacture. /0/1 ;1,1-3x4. Desigconforms 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=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 r Al141 11)ilihh\ 11116Lh. CI 0 O o 143 , r,14 In o *1M-3x4 M-1 5x3 60.25' M-1105x3 M-3x46 0 M-5x8(S) M-3x4 b y J, b ), y 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y J, 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3 Scale: 0.2110 ,`��, GPR©1<�CS,�/� WARMNGB: GENERAL NOTES,unless otherwise noted: ` /lir/ -9 1.Builder and erection contractor should be advised of al General Notes 1.Thu design I.based only upon the parameters shown and Is for en Individual 4t' = s P E r and Warnings before construction wmramces. building component.Applicability of design parameters and proper Truss: A3 Incorporation of component Is the responsibility of the biking designer. 2.2x4 compression web erasing mist be Installed where drown�. It - 'r 3.Additional temporary bracing to Insure steak during construction 2.Design assumes the top and bottom chords to be laterally braced e[ 40:41101°P DES- BY' MJ le the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea tic.respectively unless braced throughout their lenrpgtThh by „'.tea= - Poral continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 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+* ^�!� OREGON t,.. ((� SEQ. : 60607 81 4.No bed should be applied to any component until after al bracing end 4.Installation of trues la the responsibility of the respective contractor. >k fastanera aro complete and at no time should any beds greater than 5.Design assumes tresses aro robe used In a non-corrosive environment, ,� , 14 Z� A. design beds be tippled to any component and aro for'dry condition"of use. Q TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.nDeda e ssumes full bearing at as support shown.shim or wedge if [�r� t �� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl R I O- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of toes,and placed so their center -11111111111111111111 MiT USA,IncJCompuTfus INYTCA In BC8I,copies of ISoRWere ch%IN be banished 8(1 Lu)E requestn joint center Ines. 0.Digits basic Inlines coindde dicate r�design values see ESR-1311,ESR-1886(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input bi/ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1. 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7.14=(-1323) 435 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KODF STAND 3. 4=( 0) 0 10.12=( 0) 0 9.11=(-179) 642 LOADING 3- 6=( -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-348) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7.(-1029) 415 10.11=) 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -228/ 1045V -234/ 282H 5.50' 1.67 KDOF ( 625) "" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5' -220/ 1031V 0/ OH 6.50' 1.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for nett-5 osfl uplift at 24 'oc soacing.) M,M20HS,M18HS,M16 = MiTek MT series 0-09-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.038' @ 14'- 8.5' Allowed = 1.190' 11-11-11 0-09-2 8-06-11 3-05 MAX TL CREEP DEFL = -0.058' @ 14'- 8.5" Allowed = 1.586' 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016' @ 24'. 5.0' 1' f f f f f f f MAX HORIZ. TL DEFL = 0.025' @ 24'- 5,0' 10-00 NOTE: Design assumes moisture content does f f not to exceed 194 at time of manufacture. 12 M-5x6 12 Design conforms to main windforce-resisting 12.00 7 M-4X6 N 12'00 system and components and cladding criteria. Wind: 140 mph h=25,2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, yr . , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the trues only. M-1.5x3 M-5x10 M-1 5x3 IIIIIIIIlt .._ .._ N O m c� o -E4 o `-1.. a�- to z 4 M 1135x3 ""1 -/a o M-3x4 M-3x8 M-1.5x3 c M-3x4 M-5x8 y 9-08-08 5-03-08 111-08 5-03-12 3-03-04 , y 15-01-12 y y 9-06-12 y y 16-01-08 0-11-12 8-07 y 24-08-08 ��tp PROP? s JOB NAME: 7-D POLYGON 7-D NH - A3V Scale: 0.1819 CO (,l5il r�s4-q, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T'92$ PE Truss: A3V 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 bulling designer. ./. 3.Additional temporary bracing to Insure stability dudnp construction 2.Design assumes the top and bottom chords to be laterally braced at � . DES. BY: MJ Is the responsibilityof the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by ,�,�,,, . Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). �(r 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 •y ' C 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. F SEQ. : 60607 82 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. q1,r� O� design loads be applied to any component. end are ler"dry condition"of use. Q r 1 4 2. t� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at esti supports shown.Shim or wedge If \l fabrication,handling, necessary. 6 R shipment end the Irrita i n of components. 7.Design assumes b el located oadequate drainage is provided. a. erl 1I.N. 8.This design Is furnished subject to te Imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In SCSI,copra of which will furnished upon request 9.Digi indicate joint of plate center lines.MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wilk) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE M16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KODF M16BTR 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 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 837 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- 8=( -48) 56 11.12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -151/ 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. OND. 2: Desimn checked for net(-5 psi) uplift at 24 'oc soacina.l Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.031' @ 14'- 8.5' Allowed = 1.190' 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' T f ' f ' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. 12 12 12 DD M-5x6 M-4X6 12 00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 Av^� -1 ._ N O cO 0 ...„..,f9,, __, _, c, --„,. 7 8 10 c M 1115x3 M-3x412 Ci M-3x4 M-3x8 M-1.5x3 0 M-5x8 y 9-08-08 y 5-03-08 1-01 -08 5-03-12 y 3-03-04 y L. ), ), y 15-01-12 y y 9-06-12 y 16-01-08 0-11-12 8-07 y ), 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A4 ��O PROPe Scale: 0.2028 �cj� ! GINS' 2 WARNINGS: GENERAL NOTES,unless otherwise noted: i V t]�r�� I 1.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown end is for an individual Q` 7 92 0.P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Tru$$: A4 2.2x4 compression web bradng must be huddled where shown+. Incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bradng to insure etebilty 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 bredng of r":"... 2'o.e.and at ea o.e,such as y unless braced throughout their lengthby ,,,✓.4Pe, , contiinpueous sheathing such as plywood ahealNng(TC)and/or drywal ) it DATE: 9/15/2014 4.No load should be eppais�responsibility a�conponent until building el�bracIng and 4.I 3.Innstalatioctn of trtnns Is the responsior lateral bilityuired the reespectithere ve contractor. 11, 4 OREGON �t1✓ SEQ. : 60607 83 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/ 'rl �0N design beds be tippled to any component. and are for"dry condition"of use. ,� 144. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Denem assumes o n beadnp at al supporle shown.Shim or wedge if A- n`+ �yP fabrication,handing,shipment and Installation of components. 7•Design[resumes adequate drainage Is provided. ,�/ r'7 R 4•`' V e.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both laces of truss,and placed so their center (VIII II II VIII VIII VIII IIID ILII III)(IIIn request MiT VWTCA SA,InInc./CanSCSI, ppuTrofue Software 7.8 8(I L))-ch MN be furnished oE ines coindde with Joint g. center 10.F � asaor basic connector plate plate ea see ESR-1311,ESR-1988 9MITelq EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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- 20(.2933) 926 1. 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #1&BTR T2 2- 3=(-2768) 956 8. 9=(-805) 2259 8- 3=(.189) 908 5.12=(•1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9.11=) -24) 63 8- 4=(-687) 402 8.12=( 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)+OL( 14.0)= 84.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(-1385) 581 12-13=( .56) 99 9.10=(-791) 2222 7.13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 180.0 PLF 8'- 0.0' TO 20'• 4.5' V 6. 7=(-1999) 733 4-10=) .85) 19 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 20'- 4.5' TO 24'- 8.5' V 11.10=( 0) 126 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC CONC LL( 466.7)+DL( 130,7)= 597.3 LBS @ 8'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5' 0'• 0.0' -632/ 2442V -176/ 229H 5.50' 3.91 KDDF625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5' -870/ 2757V 0/ OH 5.60' 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Desian checked for net(-5 pail uplift at 24 'oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT aeries 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' MAX HORIZ. LL DEFL = 0.026' @ 24'- 5.8' 7-11-11 12-05-02 4-03-11 MAX HORIZ. TL DEFL = 0.042' @ 24'- 5.8' 3-11-08 4-00-03 3-11-11 4-02-02 4.05-12 4-01-04 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 597.30# +€97.30# 12 Design conforms to main windforce-resisting 12.00 M-4x6 M-3x8 M-3x4 M-4x6 N 12 00 system and components and cladding criteria. 74Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, S'C Q� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-4x6 1� -i u7 0 o� O GG-LPI 0 J' -/ u1V ,!� ^ !� •10 n 12 13 se '*t e 911 o M-3x10 M-3x4 O M-3x6 M-3x8 M-7x8 M-7x8 c M-1.5x3 1. 1, 1, 1, .1 J. 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 J. i' b 16.01-08 8-07 J. J. 24-08-08 JOB NAME.7 7-D POLYGON 7-D NH - A5 "�� pR°F�6's Scale: 0.2354 <0 ! /eI /Q WARNINGS: GENERAL NOTES,unless otherwise noted: kr �ir 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 tt T92.0PE 1' Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and properr,. 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bredng to Insure etebilty during conaWctlon 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 // the Quare)structure is the responsibility of the building designer. continuous sheathing such as plywood ng(TC)and/or dryvnll(BC). , =all �, DATE: 9/15/2014 pa %1 c g 3.2x Impact bridging or lateral bracing required where shown++ SC 4.No load should be tippled to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. y ,/ OREGON a E loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G "+7 i TRANS I D: 408182 � design beds be applied to any component. and aro for"dry condition"of use. 6.Design assumes full bearing at al supports shown.Shim or wedge if /n 41, 14 rei �••C•• 5.CompuTrus has no control over and assumes no responsibility for the V fabrication,handing,shipment and components.installation ofDesignas. /11Z- C6 th by7.nestgn halt be eon drainage is provided. 6.This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center MILLI VIII I'll)IIIII 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.IDIS indicate size ofnplate IIn inches. MiTek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999 Web) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06.08 HIP SETBACK 3.05.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #18BTR; 16.06.08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1. 2= •4120 1180 12.10 1= •-730 2882 10. 3=- '--710 2860 2x8 KDDF #16BTA T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 4236 1214 WEBS:BC: 2x12KDDFF3TANBLOADING 4- 4= - TR ( 2882) 798 11.12= -2414 9176 4.11=( -484 2220 6822 1848 12.13= •2414 9178 11- 5=( 3110 818 LL = 25 PSF Ground Snow (Pg) 5- 8= •7884 2142 13.14= -1982) 7540 12- 5= -514 2462 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 50.0 +Dl 14.0i= 84.0 PLF '- 0,0' TO 3'- 5,0' V 8. 7= -4028 1066 14- 8= -980) 4028 5.13= •1744 460 BC LATERAL SUPPORT 72'OC. UON. IC UNIF LL 87.7)+DL 19.0)= 86.7 PLF 3'- 5.0' TO 13'- 1.5' V 7- 8= •5746 1498 13- 6= -514) 2352 IC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 13'- 1.5' TO 18'- 6.5' V 8- 9= 0 80 8-14= -4354 1242 BC UNIF LL 0.0)+DL 27.1). 27.1 PLF 0'- 0.0' TO 18'- 6.5' V 14- 7= -970 3778 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL 283.9)+DL 193.0)= 478.9 PLF 9'- 0.0' TO 18'- 0.0' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC IC CONC LL 88.8 +DL 19.3 = 88.1 LBS @ 13'- 1.5' LOCATIONS 0.0" -888/ACTIONS 32554 -73/ACTI73H 5NS .50' 5.21ZE N KDDFP( 625 OVERHANGS: 12.0' 12.0' ADDL: BC CONI LL+DL= 2757.0 LBS @ 8'- 0.0' 16'- 6.5' -1289/ 4971V 0/ OH 5.50' 7.95 KDDF ( 625) Connector plate prefix desi nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked far net(-5 oaf) uplift at 24 "cc spacing.) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. M,M2OHS,M18HS,M18 =MiTek M 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' J,_ 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'- 8,5" Allowed = 0.100' 9' oc in 2 rows throughout 2x8 top chords, TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = -0.001' @ 17'- 8.5' Allowed = 0.133' W 9' oc in 3 rows) throughout 2x12 bottom chords, ORIENTATION AS SHOWN. / , 9" oc in 1 rows throughout 2x4 webs. MAX HORIZ. LL DEFL = -0,011' @ 16'- 1.0' IA 2x6 DF #1&BTRI MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2-07-11 11-03-02 2-07-11 Design conforms to main windforce-resisting T 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 4' 4 88.10# 4' T T �B8,1(a# T Wind: 140 mph, h=20.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x8 12 load duration factor=1,8, 12.00N12.00 Truss designed for wind loads M 3X8 M-3x10 M-3x8 in the plane of the truss only. 4* T2�_5_� � - _ Q� M-5x16 le 1- - � _+- - ' c _ - � ot -+- o co m a o o Ii' - 10 11 12 13 14 M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 J, y y 2757# y y 2-05-04 2-11-14 2-10-02 y 2-10-02 2-11-14 2-05-04 V i ), y ). 1-00 16-06-08 1-00 ,r0 PROFFss JOB NAME: 7-D POLYGON 7-D NH - B1 Scale: 0.3524 •1 G)" �Q WARNINGS: GENERAL NOTES,unless otherwise noted: 414 • �� � 2'V ce 1.Builder end ereon contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and Is for en Individual 92 S•PE r- and Warnings before construction commences. building component Applicability of design parameters and proper / Trus B 1 Incorporation of component is the reeponsiblity of the building designer. !` ,/ 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chorda to be laterally braced a 3.Additional temporary bracing to Insure stabilly during construction 2'o.c.end at 10'o.a respectively unless braced throughout iMlr length by a'.�P. DES. BY: MJ is the responsibility of the erector.Additional permanent bradrg of contirtnpuuaaous sheathing such as plywood sheathing(TC)andfr drywall(BC). � for DATE: 9/15/2014 the wend structure own++ 4.No bad should be apps the led to any component until ability of the fter al bracing and 3.Irotalationct of truss is the responsior lateral dtty of the rrequired espective a wMractr. 7 4 OREGON O, 44 SEQ. : 6060785 fastened are complete end et no time should any bads greater then 5.Design assumes trusses are to be used doe noncorrosive emoronment, Lj -r'1' O'% A design beds be applied to any component. and aro for"dry condition'of use. O 1 4 2 .,, TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 5•Design assume.on bearing at eq supports shown.Shim or wedge If A P fabrication,handing,shipment and Installation of components. necessary. adequateprovided. r ors V 5.This design Is furnished subject to the Irritations set forth by 8.Plates n assumes all be loatedonn both drainage slof truss, nd placed so their canter ` rt'� Mill 1111111111111111111111111 1111 1111 MTITpSI/WTCA USASAlnn lrlC/CompuTfuBC8I,copies of vs SoflwSf9+7ch Wit be 18 furnished request 1It 0.lines coindde with Joint center Ines. For baIndicate ic con dory te design values see ESR-1311,ESR-1089(saTeq EXPIRES:12/31/2015 1111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 5,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2e( 0) 78 2.5=(-82) 123 3.5=068) 113 BC: 2x4 KDDF I16BTR SPACED 24.0' O.C. 2-3e( -90) 83 5.8=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 1'• 0.0' -124/ 497V -44/ 77H 5.50' 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' •136/ 19V 0/ OH 1.50' 0.03 KDDF 625) Connector plate prefix designators: 3'. 5.0' -52/ 35V 0/ OH 5.50' 0.06 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 safl uplift at 24 "oc snacing,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.016" 0'- 0.0' Allowed = 0.100' 12MAX TL CREEP DEFL = -0.021' 0'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.009' 1'- 8.2' Allowed = 0.048' 12.00 7 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 = 0.008' 2'• 0.5' Allowed = 0.100" MAX HORIZ. LL DEFL = -0.035" @ 1'• 10.9" MAX HORIZ. TL DEFL = -0.042' @ 1'• 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. d Design conforms to main windforce•resisting system and components and cladding criteria. 0 N 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=1,6, Truss designed for wind loads c/ in the plane of the truss only. o 4J11111161111.1111111111111 Icp 5►� ►�5 //tioni x4 M-1.5x3 J J. 2-05 1-00 3-05 (PROVIDE FULL BEARING:Jts:5,4.61 lc.,0 PRO4 JOB NAME : 7-D POLYGON 7-D NH - BJ1 Scale: 0.6338 ����"! G("EjJ(��'`'t9 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v�n��f��l" q G � 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 4t .7 92 ,P E r Truss: 1 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 responaibilty of the building designer. /" ,,r". 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at ��p. DES. BY: MJ2'co.and at 10'o.c,respectively unless braced throughout their length by ,tea , Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). 'f V Cr DATE: 9/15/2014 the overall structure Is the responsibigty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after aN bracing end 4.InstaNation of truss Is the responsibility of the respective contractor. '7 p, SEQ. : 6 060786 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosve environment �--/^�,� ON design loads be applied to any component and are for"dry condition'of use. V /' 14 2 n'4- TRAN S I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the B.Design assumes fuNon bearing at aN supports shown.Shim or wedge if fabrication,handling,shl components. ncessary. Pn1ent and Installation of7. sign assumes adequate drainage is provided. 'yFR R 1 O- 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of tens,end placed so their center IIIIII VIII VIII VIII VIII VIII(IIII IIII IIII7PIINYTCA In SCSI,copies of which%Albs furnished upon request lines coincide with joint center Is. 9.Digits Indicate size of plate in inches. MITek USA,Ina/CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values ea ESR-1311,ESR-1956(MlTeic) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF H138TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' 0.C. 2-3=(-154) 86 3.4=( -44) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT c= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 8.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50' 0.49 KDDF ( 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF625 C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 3'- 5.0' -130/ 1414 0/ OH 1.50' 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 osf) uplift at 24 'oc tpacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LI ITS: 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' 12MAX TL CREEP DEFL = -0.000' 3'- 11.7' Allowed = 0.074' MAX TC PANEL LL DEFL = 0.027' 2'- 1.4' Allowed = 0.283' 12.007 MAX TO PANEL TL DEFL = 0.028' 2'- 1.4' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.001' @ 3'- 4.3' MAX HORIZ. TL DEFL = -0.001' @ 3'- 4.3' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=8.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. oq.= wi0 o 111.-- 1 SE:01116 M-3x4 ; ), y ), 1-00 3-05 0-06-11 (PROVIDE FULL BEARING:Jts:2.5.31 ��,to PRope. JOB NAME : 7-D POLYGON 7-D NH - BJ2 6I / Scale: 0,5808 `CI t� WARNINGS: GENERAL NOTES,unless otherwise noted: -4 �rrrfff� /r17 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 �' 6 P E ti✓ and Warnings before construction commences. building component.Applcahiiy of design parameters and proper �. Truss: E{J 2 2.2x4 compression web bracing must be Instilled where shown+. Incorporation of component Is the responsibility of the building designer.pn f 3.Additional temporary bracing to Insure statlity during construction 2.Design assumes the top and bottom chords to be laterally braced at d,, MJ is the responsibility of t he erector.Additional permanent bracing of c o.c.and at 70' in respectively unless braced throughout their lengthby �',�„ DE`S• ,BY: continuous sheathing such es plywood aheathing(TC)and/or drywal C). DATE: `'9/15/2014 the overall Is ee tontbuilding Mdesigner. .n � ftrnItporolty4 �mety 4.No bad shoould be applid tany cco ponentuntilar aibracingng and 4Installation ootnss the lateral required respective contractor. OREGON t, 4.(t SEQ. • 6060787 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �L� -#7....y ON design loads be applied to any component and are for"dry full bearing of use. 10 1 4 �•. tie.'' TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the S.Dem assumes on bsadnp at ell supports shown.Shim or wedge If fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. SF•R R I`'"_ 6.ThIs design Is furnished subject to the Imitations set forth by 9.Plates shall be located an both faces of truss,end placed so their center IIIIII VIII IIIb VIII VIII VIII I'lII IIIb IIIb TPIIVVTCA In BCSi,copies of which will a furnished upon request. 9.Dido coindde with indicate size)of plate In inches. Ipl ,II MiTek USA,Inc/CompuTrus Software 7.8.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-lase(MiTek EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 1116BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF P16BTR SPACED 24.0' O.C. 2.3=(•301) 249 3.4=( -78) 51 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BAG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -15/ 902V -90/ 224H 5.50' 0.48 KDDF ( 625) P Q LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 36V 0/ OH 5.50' 0.06 KDDF 1 625)18 (or no prefix) = CompuTrus, Inc 3'- 4.3' -187/ 241V 0/ OH 1.50' 0.31 KDDF 625) M,M2OHS,MI8HS,M16 = MiTek MT series 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 1OPSF LIVE LOAD. TOP (GOND. 2: DesiOn checked for net(-5 psf) uplift at 24 "oc sDacinpd AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003" @ -1'- 0.0' Allowed = 0.133" MAX TO PANEL LL DEFL = 0.009' @ 1'- 8.3' Allowed = 0.283' �I) MAX TO 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' 12.00V NOTE: Design assumes moisture content does 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I� c Truss designed for wind loads in the plane of the truss only. m o,- to o� 510,7.724 CD M-3x4 y y J, I 1-00 3-05 2-06-11 (PROVIDE FULL BEARING:Jts:2.5.3 4) CEO PROFF JOB NAME: 7-D POLYGON 7-D NH - BJ3 Scale: D,4567 �t, . G� E sea WARNINGS: GENERAL NOTES,unless otherwise noted: k51 / itr 'fr 1.Builder and erection contractor should be advised of ell General General Notes 1.This design la based only upon the parameters shown and Is loran Individualtt ,P E f Truss: BJ3 and Warnings before construction continences. building component Applicability of design parameters and proper r 2.2x4 compression web bracing meet be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure sadly during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and a1 10'o.c.respectively unless braced throughout their length by If le the responsibility of the erector.Additional permanent bredrg of continuous sheathing such as plywood sheetNng(TC)and/or drywaa(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++ Q` 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. "j� OREGON SEQ. : 60607 88 fasteners ere complete and at no time should coy loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 4% '7 : �� design beds be applied to any component and aro for"dry condition"of use. iy '� 1 2Q�t��-• TRANS I D: 408182 5.CampuTnn has no control over end assumes no responsively for the S.Design assumes tel bearing at at supporta shown.Shim or wedge if �✓ `- fabdcation,handling,shipmentcomponents. necessary. / 11 sodIe Imiteeoof7.Passumesaadequatedrainagefacela provided. RRV1. 6.This design is famished subject to the Imltatlona set forth by O.Plates shall be located on both faces of truss,and placed an their center 111111111111111111 MIT USA,lnc./CompuT s Software 7 8 6(1 L)-E IMITCA in SCSI,codes of which will be furnished upon request 1ndde with joint center Ines. 0.Felines coindicate o con size plate design values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 1/16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2.8=(0) 0 BC: 2x4 KOOF 1116BTR SPACED 24.0' O.C. 2-3=(-437) 946 3-4=(-172) 90 TO LATERAL SUPPORT <= 12'OC, UON. LOADING 4.5=1 -44) 0 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 OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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 STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3' -259/ 323V 0/ OH 1.50' 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 nett-5 Pei uplift at 24 '9c spacing.' AND BOTTOM CHORD LIVE Ln DS ACTS NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX Ll DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'• 11.7" Allowed = 0.074' 4 MAX IC 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 12.00 NOTcontent does notE: Design to exceed a19%mat time es tofemanufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4:- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=l.6, coo Truss designed for wind loads in the plane of the truss only. 41 m 0 ► L;) .. _.o5 0 M-3x4 y )' ). y 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2.6.3,4( ��sktp PR 04 JOB NAME: 7-D POLYGON 7-D NH - BJ4 Scale: • 0.302, �� GI" 4�,. WARNINGS: GENERAL NOTES,unless othenvlse noted: �� . 115/ Truss: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual R' 792$*P E r and Warnings before construction commences. building component Applicability of design parameters and proper ,s /Osi- BJ 4Incorporation of component h the responsibility of the building designer. I' 2.2x4 compression web badrq ins re slabOtInstalled when shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabilty during construction 2'oto.a d at 10'oto.respectively unless brsesd throughout their length by 4llrs .4' DES. BY:' Md is the responaldAty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa C). r ® Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ys� OREGON A.4.No bad should be eppled to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. ♦k SEQ. : 6060789 fasteners are complete and et no tlme should any bade greeter than 5.Design assumes trusses are to b.used In a non-corrosive environment f^ 14 2O design beds be applied to any component and aro for"dry condfe bearing of use. 4� TRANS I D: 408182 5.CompuTnrs hes no control over and assumes no responsibility for the 6.en�e�assumes on beading at all support ehovm.Shim or wasps N fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R 1•�1"- 8.This design is furnished subject to the(Mations set forth by 8.Plates shell be located on both faces of truss,and pieced so their center lines coindde 1111111111011111 MITe� S,Inc.C mpuTfua n SCSI,copies of Ich WI be Soflvvefe furnishedB6L)-E request. 8.0.Digits of plate in designjoint center nvalues see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x6 KDOF #16BTA (Non-Re P) 2. 2=( 0) 80 2.10=(•439) 1626 3-10=(•174) 244 3=0523) 714 10.110(-466) 1766 10. 4=( •68) 697 WEBS: 2x4 KODF STAND LOADING 3- 3- 4=0356) 744 11- 8=(-367) 1633 10. 5=062) 285 LL = 25 PSF Ground Snow (Pg) 4. 5=(-1622) 580 5.11=(•342) 275 TC LATERAL SUPPORT <= 12'0C. UON, TC UNIF LL( 50,0)+OL( 14.0)= 84.0 PLF 0'• 0,0' TO 8'• 0.0" V 5. 8=(-1631) 584 8-11=( •58) 677 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6- 7=(-2367) 749 11- 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'• 0.0' TO 22'- 0.0' V 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 NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ B'• 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS 0 14'- 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'• 0.0' -523/ 2249V -217/ 217H 5.50' 3.60 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' •527/ 2257V 0/ OH 5.50' 3.61 KDOF ( 625) C nN ctorCa (or no g THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. prefix) = riesu7rus, Inc !COND. 2: Design checked for net(-5 psfl uplift at 24 "Sc spacin0.I M,M20HS,M18HS,Mi6 = MiTek MT series 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 T f( f MAX LL DEFL = -0.002' •1'- 0.0' Allowed = 0.100' 4-00 3.11-11 3-00-05 3-00-05 3.11-11 4-00 MAX TL CREEP DEFL = -0.003" •1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.048' 11'- 0.0" Allowed = 1.054" 12 597.30# " 597.30# 1 f WAX TL CREEP DEFL = -0.092' 11'. 0.0' Allowed = 1.406' M-4x6 M-4x6 12 MAX LL DEFL = -0.002' 23'- 0.0' Allowed = 0,100' 12.00 7 M-3x4 \12.00 MAX TL CREEP DEFL = -0.003" 23'• 0.0" Allowed 0.133' 5MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 41 �� MAX HORIZ. TL DEFL = 0.028" @ 21'• 6.5' 111111111 . 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,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), debacle lads uss onl y.Tdeudrepaltgondoffw= M Ocn O 11 o t0 o '. M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 �' O y y y i, 7-08-08 6-07 7-08-08 J• y 10-00 12-00 y I ). 1-00 22-00 y y 1-00 JOB NAME : 7-D POLYGON 7-D NH - Cl Scale: 0.2653 k '1/15/Pr rv�GPh/N )O�b7ry��p��s4'.0-_,.. WARNINGS: GENERAL NOTES,unless otherwise noted: ICr /�✓ ! 1.Builder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' 7 92./P E r Truss: Cl and Warnings before construction commences. bulking component Applicability of dasign parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.AddPoonat 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 permenent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lebyAllier/,rml DATE: 9/15/2014 the wend structure is the recontinuous sheathing such as plywood sheatWng(TC)and/or drywal(BC). -a Q responsibility of the building designer. 3.2x Impact bridging or lateral lending required where shown++ •y OREGON (4 4.No load should be applied to any component until after as bracing and 4.Installation of trues is the responsibility of the respective contractor. SEQ. : 6060790 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7,,,� 20th �� design loads be applied to any component and aro for"dry condemn"of use. :) P. TRANS I D: 408182 5.Conpul,us has no control over and assumes no responsibility for the 6•necessary. Desig assumes are bearing at al supports shown.Shim or wedge if C3; 14 �1,Q; fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41041R10' v 1111111111111111111 5.This design is furnished subject to the Imitations set forth by 6.Plates shell be located on both faces of truss,and placed so their center TPUWTCA In BCSI,copies of which WI be hanished upon request lines cdndds with joint center Ines. MITek USA,Inc/CompuTrua Software 7.8.8(1 L)-E 10.Digits rribasicconn Aof pplaate design values see ESR-1311,ESR-1958(MITeld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2.12=(-163) 752 3.12=(-196) 181 BC: 2x6 KDDF 01&BTR SPACED 24.0" O.C. 2. 3=(-1049) 364 12-13=(-101) 858 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 8.13=(-172) 130 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 8=( -565) 338 8.13=(-142) 382 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 8=( -585) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( -887 397 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10.(-1049 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -241/ 1038V -220/ 220H 6.50" 1.86 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.86 KDDF ( 625) M,M2OHS,MI8HS,M18 = MiTek MT series ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.( 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 4-00 3.10-04 1-00-05 T 2-01-07 3-10-04 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 1 MAX LL DEFL = 0.019' @ 11'- 0.0' Allowed = 1.054' MAX TL CREEP DEFL = -0.035' 0 11'. 0.0' Allowed = 1,406' 2-01-07 1-00-05 MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 8-00 ' 1' ''' 8-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.007' @ 21'- 6.5' 12 12 MAX HORIZ. TL DEFL = 0.012' @ 21'- 6.5" 12.00M-4x6 N12.00 NOTE: Design assumes moisture content does :-4x66 not to exceed 19r at time of manufacture. M- X4 Design conforms to main windforce-resisting ,+� system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factoro1.8, Truss designed for wind loads M-1"5x3 M-1.5X3 in the plane of the truss only. 01 o m o _- u!) r� T OF + O o M-3x4 M-312 x8 M-5x6(S) M-313 x8 M-3x4 1 0 y 7-08-08 y 6-07 y 7-08-08 y J• y 10-00 y 12-00 y y y 1-00 22-00 1-00 C ROPe Scale: 0.2038 ��' .4G,IRN P-61941 JOB NAME: 7-D POLYGON 7-D NH - C2 w .74/15/ WARNINGS: GENERAL NOTES,unless othendse noted: `'92 t P E 1' 1.Builder and erection contndor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: C2 and Warnings before construction commences' bulking 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 stabilitydud construction 2.Design assumes the top and bottom chords to los laterally braced at WOW' ng 2'o.c.and at 10'oto,respectively unless braced throughout their lenrgptthh by �,�'�,�. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). • DATE: 9/15/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ UREGC�N tr 4.No load1 should be rippled to any component until after aM bracing and 4.Inst.stion of truss is the responsibility of the respective contractor. G I1, j4 ly SEQ. : 60607 91 fastener are complete and at no time should any bads greater than 5.Design assumes tenses are to be used in a non-corrosive environment, 7 .4)., .�P design loads be rippled to any component and are for"dry condition"of use. TRANS I D: 408182 5.comma,.ho no control over end mom.no responeildnty for the 6.Deenaassumes lull beadng n w P al supports shown.Shim or wedge 14 fabdcatIon,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. Fi R 1 t. 6.This design Is furnished subject to the Imitations set forth by e.Plates shell be located poan both faces of truss,and plead so their center 111111111111111111 MiTeTPIk U A'nlna CompuTrus Software 7 8 6(1 upon )E request. 1nt center Ines. U.For ad�acon molines coincide with r pieta design values so ESR-1311,ESR-1588(h6Tep EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF 1116BTR SPACED 24.0' O.C. 2- 3=(•1094) 254 8- 9=(-52) 551 8- 4=(•249) 614 WEBS: 2x4 KDDF STAND 3- 4=( •987) 431 9- 6=(-93) 715 4- 9=(-249) 614 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=( •987) 431 9. 5=(-377) 349 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 DL ON BOTTOM CHORD = 10.0 PSF 8. 7=( 0) 80 OVERHANGS: 12.0' 12.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA C,CN,CI8,1N18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SOAP. (SPECIES) M,M20HS, 18HS,M1 = MiTek MT series0'- 0.0' -187/ 1038V -307/ 307H 5.50' 1.66 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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 ICQND, 2: Design checked for net(-5 gsfl uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL = -0.002' @ •1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 12 MAX TLMCREEP DEFL = -0.051' @ 7'- 5.1' Allowed = 1.406' M-4x6 MAX LL DEFL = -0.002" @ 23'- 0.0' Allowed = 0.100' 12.00� / V 4 4.0" \12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133" r\\ MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5' Iii " 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,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 M-1.5x3 Trussduration designedffor owind6loads in the plane of the truss only. Aiiii\ /Ahhk. co c m 0 8 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 c 7-05-01 7-01-13 7-05-01 1, y 10-00 12-00 y 1.00 22-00 1 y 1-00 JOB NAME: 7-D POLYGON 7-D NH - C3 Scale: 0.2195 ��� `�p`7yGPN 1r, WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: tir l I6/(l C3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual - '92 p E { Truss: C3 and Warnings before construction commences, building component Applicability of design parameters and proppeer //�/ 2.2x4 compression web bradng meet be installed where shown+• Incorporation of component is the responsibility of the bullring designer. .,/ D ES. BY: MJ 3.Additional temporary bradng to insure stability during construction 2.Design aaumes the top and bosom chords to be laterally braced et 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 ,dr' ► the overall structure is the responsibility of the building designer. continuous sheathing such es pyweod required n rywaa C. �'_111 Q DATE: 9 15 20143.2x Impact bridging or lateral bracing required wherre sheathing(TC) ++ J 4.No load should be eppled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - -�/ 9,OREGON�by f(/ SEQ. : 60607 92 fasteners are complete and at no tir a should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. //11 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V 14 2 ty fabrication,handling,shipment and installation of components. 7.nDesgn assumes adequate drainage is provided. b Lk'Q f- i IIIIII VIII VIII VIII VIII II VIII IIII IIII 8.This design is famished subject to the Imitations set forth by 8Plates shall be located on both faces of truss,and placed so their center �`�R y`' V TPs d sCA in BCBI,copies of which will be furnished upon request, tine shallcoindith center Ines. MITek USA,Ina/CompuTrus Software 7.6.8(1L)-E 10.For basiDigits c connector plae elms of attete design values see ESR-1311,ESR-1088(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 #16BTR LOAD DURATION INCREASE s 1.15 1-2= 0) 80 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-18) 85 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT r= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD s 42.0 PSF 0'- 0.0' -50/ 287V -32/ 99H 5.50' 0.46 KDDF ( 625) 1'- 10.9' -165/ 174V 0/ OH 1.50' 0.28 KDDF ( 625) Connector plate prefix designators: LL s 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 85V 0/ OH 5.50' 0.10 KDDF ( 825) C,CN,C18,CN18 (or no prefix) s CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for nett-5 osfl uplift at 24 'Sc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL s .0.002' @ .1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL s -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 a 0.354' MAX BC PANEL TL DEFL a .0.081' @ 4'- 4.8' Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000' @ 1'. 10.9' T 1 11-11 T MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, hs20.2ft, TCDLs4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, 11) Truss designed for wind loads in the plane of the truss only. v v c N O,I- 0 O M-3x4 Jr Jr Jr 1-00 (PROVIDE FULL BEARING:Jts:2_3.41 8-00 '<C:„,tO PROPen JOB NAME: 7-D POLYGON 7-D NH - J1 Scale: 0.5877 �� GINS id WARNINGS: GENERAL NOTES,unless otherwise noted: tki 17 k' 921 SPE 1' 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: J 1and Warnings before conetruWon commences. building component.Applicability of design parameters and proper ` °r'' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsldmy of the bullring designer. 3.Additionaltemporary bredng to Insure etatitly during construction 2.Design assumes the top and bosom chords to be laterally braced at `�!' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,../.�pw DES. BY: MJ is the responsibility of the erector.Additional permanent bndrhp of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). se ir DATE: 9/15/2014 the ovens atrudure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b 4.No bed should be applied to any component until after ea bracing and 4.Installation of truss Is the responsibility of the respective contractor. - SEQ. : 6060793 fasteners era complete and at no time should any bads greater than 5.Design assumes trusses are to be used In s non-corrosive environment. FLS SeA. j, 14 .rLp'� design loads be applied to any component. 6.end are for"dry 8884t188*of use. 't Design assumes full bearing at al supports shown.Shim or wedge If 5. ��, �P TRANS I D: 408182 CompaTrgs hes no control over and assumes nes responsibility the necessary. fabrication, 7 handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -- IIII 8.This design is furnished subject to the Imitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center Illiil VIII VIII VIII VIII VIII VIII III IIII M ,copies of which will be furnished Tek USA.Inc.CA In SCSIC mpuTrus Software 7 8 6(1 L En request 0O..FOnes coindde with joint center Ines. For basic connector plasize of te de esign values see ESR-1311,ESR-1958(MiTep EXPIRES:12/31/2015 1111101111111This 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 M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF MISBTR SPACED 24.0' O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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' .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 ( 825) 9 LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 72V 0/ OH 5.50' 0.11 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0° Allowed = 0.133' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' 'l 1' MAX BC PANEL LL DEFL = -0.028' @ 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 ji 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,BCOL=6.0, ASCE 7.10, mr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, o Truss designed for wind loads 4 in the plane of the truss only. CO of c r o� iliiil4 M-3x4 1, 1, b 1-00 (PROVIDE FULL BEARING:Jts:2,3.4( 8-00 JOB NAME: 7-D POLYGON 7-D NH - J2 .�((F- PROF S Scale: 0.5502 \Cj ! 0/1511141 iN 44,' it- WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 2. "Sr 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 92..P E { Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/�/� 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibilly of the building designer. /' 3.Additional temporary bracing to Insure stability during construdlon 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /AP' le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC. - ' DATE: 9/15/2014 the overall sbudure is the responsibilityof the building designer. bridging ng required where shown++ ) es ng g 4.to tat Impact pod 1 or er)prod -Q SC r� 4.No load should be applied to any component until alter at bracing end 4.Inata atlon of truss Is the responsibility of the respective contractor. ,/�OREGON � E lel. : 6060794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G vA. TRANS I D: 408182 design loads be applied to any component. 6.and an niumryes on bead of et all supportsp/6 4 14 2t) 4 5.CompuTrus has no control over and assumes no responsibility for the g n0 shown.Shim or wedge H fabrication,handing,shipment and Instalation of c necessary. 4 'R R`0.�: ortorth by s. 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 1111111111111111111 TPIM?CA in SCSI,copies of which wl6 be furnished upon request lines coincide with Joint center Ines. a.Digits Indicate size of plate In Inches. MITekUSA,Inc./CompuTrusSoftware7.8.6(1 L)-E 10.For basic connector plate design values see ESR-I311,ESR-1585(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIU 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 KODF #16BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -20/ 422V -90/ 224H 5.50' 0.68 KDDF 625) 5'-5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 esti uplift at 24 "oc soaeinO.I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = •0.002" @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'• 0.0' Allowed = 0.078' -/ MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.105' MAX TO PANEL LL DEFL = 0.249' @ 3'- 2.0' Allowed = 0.524' II MAX BC PANEL TL DEFL = -0.229' @ 4'- 1.4' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'• 10.9' 12 NOTE: Design assumes moisture content does 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, TCOL=4.2,BCDL=8.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. Ci; r3 o o 0 ►� ►�4 M-3x4 y y k 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 to PROPe JOB NAME: 7-D POLYGON 7-D NH - J3 5 G(" Scale: 0.4658 \4,51 0 WARNINGS: GENERAL NOTES,unless otherwise noted: ct�iyf .S 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 '92!S PE �� end Warnings before construction commences. building component Applicability of design parameters end proppe�r Truss: J.� Incorporation of component la the responsibility of the bulling designer. ? - �� 2.2x4 compression web bracing mud be Installed where shown*. Incorporation Design assumes the top and bottom chords to be laterally braced at ditl 3.*dond temporary bracing to Insure stabllty during construction 2'o.e,and at 1C o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaa(_ ,/,-di tr I,e. -' - _ C). DES. BY: MJ Is Me responsibility of the erector.Additional permanent bracing of DATE: 9/15/2014 the wendstructurele the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v o OREGON b •y 4.No bad should be applied to any component until after a5 bracing and 4.InstaMtlon of truss la the responsld5ly of the respective contractor. G „t_ 4 SEQ. : 60607 95 fasteners are complete end at no time should soy loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -`l design Inds M tippled to any component. end aro ler"dry NI bearing of use. �6 ""S" 14 4 24 t1^�- TRANS I D: 408182 5.CornpuTnn has no control over end assumes no responsibility for the 8.Design assumes NI beednp d as supports shown.Shim or oases If 'a s fabrication,handling,shipment and Installation of components. necessary. provided. yr V 8.This design is furnished subject to the amaations set forth by 7.Palates sassumes ell be located on both drainage s of truss, nd placed so Mair center ilf` R I��' (VIII VIII VIII VIII VIII VIII VIII III(III k cof oich wit be furnished upon request pies USSR,l�onpTfuSoftware 8 8(1 L)-E 1nt center Ines. 0.For balines sic connectoncide with rof dplaattetdesign values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 • IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' ICOND. 2: Design checked for nett-5 usfl uplift at 24 'oc sDacina.l IC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 616BTR SPACED 24.0' O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main dicladdingrcriterig DL ON BOTTOM CHORD 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, e .2,BCDL=8.0, ASCE 7-10, M,M2OHS,MI8HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 5.00 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 3 complete specifications. c., cm O rh O tet' 1/1 iv Am M-3x4 4 3, 3, y 1-00 6-11-08 JOB NAME: 7-D POLYGON 7-D NH - D1 ‹t �o PROF��s Scale: 0.6748 �� GINE�nry7,p�� �(� WARNINGS: GENERAL NOTES,unless otherwise noted: �� _ 2./f! "Q 1.Builder and erection contractor ahould be advised of al General Notes 1.This design Is based only upon the parameters shown and is for en individual - 92 .PE ti' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. /r 3.2o4 c Additional temporary bracing to insure stability during shown+on 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bradrg of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,tea, / DATE: 9/15/2014 responsibility continuous sheathing such as plywooequira Nng(TCs and/or drywal(BC). 4 Q the overall structure is the res d of the build) designer. 3.2x Impact bridging or lateral bred required where shown++ SEQ. C C 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7 OREGON S E Q. : 60607 96 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment G 2 4:.. design bads be applied to any component. and are for"dry condition"of use. . �" 14 Q TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes Nil bearing at cog supports shown.Shim or wedge If ii fabrication,handling,shipment and installation of components. Designeco necessary. SFR R V�4 V 7.Dsesames adequate drainage lera 6.This design ie furnished subject to the Irritations set forth by O.Plates shall be located on both faces of truss,and placed so their center TPW/TCA in BCSI copies of which will be famished uponn c pl request. Ones dndde with Joint center Anes. e.Digits Indicate size of plate in Inches. 111111111111011111111 MiTek USA,Ina/COmpuTrua Software 7.8.6(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 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2.5=(-55) 73 3.5=(-215) 172 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.9=(-109) 95 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 LOADING IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT c= 12'OC. UON. DL ON BOTTOM CHORD s 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -66/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 11.5' -93/ 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 net(-5 osfl uplift at 24 'oc spacing.( M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.158' @ 3'. 6.2' Allowed = 0.422' 6-07-12 0-0 3-12 MAX TC PANEL TL DEFL = -0.190' @ 3'- 6.4' Allowed = 0.633' 12 MAX HORIZ. LL DEFL = 0.001' @ 6'- 7,7' 5.00 17 MAX HORIZ. TL DEFL = 0.001' @ 6'. 7.7' M-1.5x3 NOTE: Design assumes moisture content does -/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting III system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M Truss designed for wind loads in the plane of the truss only. N 0 M o it illill o 5 11 0 M-3x4 M 1.5x3 y y ), 6-07-12 0-03-12 y ), y 1-00 6-11-08 _'t° PR O ef, JOB NAME' 7-D POLYGON 7-D NH - D2 Scale: 0.6642 �� ��"� WARNINGS: GENERAL NOTES,unless otherwise noted: kt � ((A]]�r���/ -� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for en Indvldual 2 l O P E r Truss: 02 and Warnings before construction commences. Incorporation rettncomponent ompo Applicability of desrmdblletparameters of the building designer.er. `/�/''� 2.2x4 compression web bracing must be Installed where shown+. pn 2.Design and at 1'the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 41 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous nst ea in suchrespativ ly oodss braced(TC)ahout their broth). /' ° DATE: 9/15/20142Imactsheathing r tis plywg re tAre where sown dryweA C). the overall shouldh oud be a is the responsibility cof the ntillring designer.n 3.In Impact bridging orin theere)bracing ragWthe where shown++ OREGON �, lti 4.No bed be applied to any component until alter al hearing and 4.Inatalistlon of trues is responsibility of the respective contractor. � 'p _ SEQ. : 6060797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 4.^7,� �N design bads be applied to any component and arefor'dry full b on'of use. - 4�. 1 4 Z TRANS I D: 408182 5.CanpuTn»has no control over and assumes no responsibility for the S.nsaasaassumes full bearing et aN supports shown.Shim or wedge If /�b 1 'Q febdcation,hendOrg.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11`r'1 r7.1l-`" 8.This design is banished subject to the Anitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center 111111111111111111111 TPIANrCA In SCSI,copies which will be furnished upon request 9.Diggits indicate size Joint f plate center MITch USA,InGlCofnpulrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 hIITeld EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDE @18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2=( 0) 80 2.10=(-738) 3586 10- 3=( 0) 202 BC: 2x6 KDDF MIRBTR 2- 3=(-5448) 1170 10-11=(•738) 3584 3.11=( •176) 204 WEBS: 2x4 KDDF STAND; LOADING 3. 4=(-5194) 1226 11.12=(-706) 3548 11- 4= -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4. 5=(-4102) 1088 12.13=(-686) 3598 4.12=(-2030) 592 TC UNIF LL( 50.0)+0L( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0' V 5. 6=(-4104) 1088 13.14=(-930) 4728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 10'• 0.0' V 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(•2178) 634 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 283.9)+DL( 213.01= 496.9 PLF 10'- 0.0' TO 16'- 0.0' V 7- 8=(-7246) 1588 6.13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 18'- 0.0' TO 22'- 0.0' V 8- 9=( 0) 80 13- 7=(-1556) 494 OVERHANGS: 12.0' 12.0' 7-14=� -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'• 0.0' Connector plate prefix designators: ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED 88G AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -955/ 4328V -306/ 306H 5.50' 6.93 KDDF 625) '- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -1276/ 5702V 0/ OH 5,60" 9.12 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2; Design checked for net1-5 psfl uplift at 24 'oc spacing. \/�/ 9". oc in 1 row(s) throughout 2x4 top chords, M 9' oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=0/240, TL=0/180 9" oc in 1 row(s) 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 2x8 webs. CONC. LOAD(5) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0,001" @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.061' @ 14'• 1.7' Allowed = 1.054' 11-00 11.00 MAX TL CREEP DEFL = -0.169' @ 14'- 1.7' Allowed = 1.406' ( MAX LL DEFL = -0.001' @ 23'- 0.0' Allowed = 0.100' 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX TL CREEP DEFL = -0.001' @ 23'• 0.0" Allowed = 0.133' T T 1' T '' ' ' TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'- 6.5' 12 12 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'• 6.5' 12.00 M-4x6 12,00 NOTE: Design assumes moisture content does 5 4.0" not to exceed 19% at time of manufacture. jIllisk Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, ho24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3x5 (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 + 2X4 WEB BRACE REQUIRED. Amd.3xidt ,4 M-3x6 CI 111111116 CD M-5x10 ICD d! 10 8♦dI�SC 19 - 8a 140 =' c o M-5x10 M-1.5x3 M-6x8 T0.25" M-3x5 M-3x8 0 M-7x8(S) y y 12651#@ y y i2442#@ y y y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 b y 1-00 22-00 WEDGE REQUIRED AT HEEL(S), 1-00 JOB NAME. 7-D POLYGON 7-D NH - C4 �,Eo PROF�ss Scale: 0.1778 47%15//7"/ WARNINOa: GENERAL NOTES,unbu otherwise noted; $t -f7 /� 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an Individual -'tt 92/.P E Truss: C4 and Warnings before construction commences. bullring component Applicability of design parameters and proper //j 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the bulking designer. r,,,r'''- DES. BY: MU 3.Additional temporary bracing to insure stability during construction 2.Design end at Oe the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as respectively unless braced throughout their length by �°, DATE: 9/15/2014 the overall structure Is the resplywood required sheathing(TC)and/or drywan(SC). / w responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ (� SEQ. 4.No load should be appled to any component until after all bracing and 4.Inetalation of truss is the reaponslblay albs respective contractor. _OREGON S E Q : 6060798 fasteners are complete end et no time should any loads greeter than 5.Design assumes trusses ere to be used in a non-corrosive environment, �� y 20�� �� TRANS I D: 4081 82 Codempuloads Trus T ss hass apno controloto any component.assumes 6.Dealann assurdry iees ffundt atusBae supports shown.Shim or / P 5.CompuTrus no over and assumes no responsibility for the g bearingPP wedge If Q '10., 14 v., fabrication,handing,shipment and installation of components. Design assumes provided.e is PPI R` - 8,This design Is furnished subject to the imitations set forth by 6.Plates shall e located n`both faces of truss,and placed so their center C PIRA- B. I 111111 PHI 111111111111111111111111 MIITpek USA,Inc.C rnpuT 9,copies of Software 7.8.6h v4I be (10)En requestlines coincide 10.For basic cede it rh ocenter elfin values ase ESR-1311,ESR-1988(MITeW 8.Digits Indicate size off plate In Inches. 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 KODF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 184 3.5=(-288) 256 BC: 2x4 KDDF MISBTR SPACED 24.0" O.C. 2.3=(-287) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD a 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' -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pp) 7'- 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF 625) Connector plate prefix designators: 7'- 11.7' -89/ 120V 0/ OH 1.50' 0.19 KDDF 625 C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsfl uplift at 24 'oc soacina.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=./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' ,� rMAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' -/ MAX TC PANEL LL DEFL a 0.017' @ 8'- 0.8' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.180' @ 4'- 1.5' Allowed = 0.472' !i MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, ( ), fEnclosed, Cat.2, Exp.B, MWFRS(Dir), All Heights M-1.5x3Truss designed for wind loads a in the plane of the truss only. 44 O 8 Co O ` int 2mmommimmummillilMS1 -/ O _ ►=.5 M-3x4 M-1.5x3 , y y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2.5.41 Scale: 0.3695 `�����(�,��PN �Fcs�/� JOB NAME: 7-D POLYGON 7-D NH - J4 �/45 +. -. WARNINGS: GENERAL NOTES,uMmu otherwise noted: • p E { 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and N for an indvidual end Warnings before construction commences. building component Applicability of design parameters end proper Truss: J 4Incorporation of component la the responsibllty of the buildindesigner. /'' 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during corrstrudion 2'o.e.and at 10'oto,respectively unless braced throughout their length by ,%.maw -4, DES. BY: MJ la the responsibility of the erector.Additional permenan bracing of continuous sheathing such as plywood aheetNng(TC)and/or drywal(BC). 0 tr DATE: 9/15/2014 the overas atmchwe is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 6060799 4.No load should be appled to any component until after al bradng and 4.Inotektion of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corros ve environment, 2 0�� design loads be tippled to any component and are for"dry full be n'of use. �L/�'n 1 4 . k. TRANS I D: 408182 5.CompuTrus hes no control aver end assumes no responsibility for the 6.Design assumes on losing et all support shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. FR R I .Design assumes adequate lac drainage is dad. 6.This design Is banished subject to the Imitations set forth by 5.Plates shell be located pdoen both faces o trues,and placed so their center CA In SCSI,copies of ch will be n knee coindde with Joint 111111111111111011111111111111111 MITek USA,Inc./CompuTrus(Software 7.6(1L))-E request 09..Forer Ines. basicbasslicc coonnsize of ector plate dte esign values see ESR-1311,ESR-1988(MITelq 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 M1&BTR LOAD DURATION INCREASE a 1.15 1.2a( 0) 80 2.6a(•147) 182 3-6a(-262) 212 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. (•347) 125 WEBS: 2x4 KDDF STAND .4x 3 3.4a(-327) 127 TC LATERAL SUPPORT r- 12'OC. UON. LOADING 4-5a(-159) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF BC LATERAL SUPPORT <a 12'0C. UON. DL ON BOTTOM CHORD a 10.0 PSF OVERHANGS: 12.0' 23.7' TOTAL LOAD a 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL a 25 PSF Ground Snow (Pg) 0'- 0.0' -43/ 449V -140/ 398H 5.50' 0.72 KDDF 625 C,CN,CI8,CN16 (or no prefix) a Com uTrus Inc 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 KDDF ( 625) M,N2OHS,MIBHS,M16 a Mink MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50' 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL°L/240, TLOL/180 9-11-11 MAX LL DEFL a -0,002' @ -1'- 0.0' Allowed a 0,100• T T MAX TL CREEP DEFL a -0.003" @ -1'• 0.0" Allowed a 0.133' MAX LL DEFL a -0.039• @ 9'. 11.7" Allowed a 0.197' MAX TL CREEP DEFL a -0.047' @ 9'- 11.7' Allowed a 0.263' MAX TC PANEL LL DEFL a -0.028• @ 6'- 8.1' Allowed a 0.350' • MAX BC PANEL TL DEFL a -0.157' @ 4'- 1.5' Allowed a 0.472• MAX HORIZ. LL DEFL a -0.007' @ 7'• 10.9" MAX HORIZ. TL DEFL a •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 12 system and components and cladding criteria. 12.0017 Wind: 140 mph, ha24.2ft, TCDLa4.2,BCDLa6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trussduration designedffor owind6loads 4 in the plane of the truss only. M-3x5 0 m 0 o rr M-3x4 M-1.5x3 e , 1, 1, y 1-00 8-00 1-11-11 (PROVIDE FULL BEARING is 8 4) JOB "NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3043 '�� �`ya0 PN EDLo�Fss% WARNNOS: GENERAL NOTES,unless otherwise noted: 4LI� 1`�� ( I 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 7/ 0 P E "Jr- Truss: J 5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be instaeed where shown+. incorporationbudding :,/ �/ of component Is the responsibility of the bung dealpner. 3.Additional temporary bracing to Insure stadliy during construction 2.Design assumes the top and bosom chorda to be laterally braced at r DES. 6X: MJ Is the responsibility of the erector.Additional permanent bredrp of 2'c.c.and at 10'o.c.respectively unions braced throughout their length by DATE: 9/15/2014 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywap C. Q lion rimy of the building designer.bract 3.zx Impact oftruss bridging or lateral bracing required where shown++ ) � OREGON �C 4.No load should be applied to any component until after all bracing and 4.Instalatlon of truss is the responsibility of the respective contractor. SEQ. : 6060800 fasteners are complete and at no time should arty bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r(r 'V" ONb A, TRANS I D' 408182 design bads be applied to any component. and are for-dry eonditlon"of use. / 5.Compslrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if d 14 i AQ, fabdcatlon,handling,shipment end installation of components. necessary. Is p V 6.This design is furnished subject to the Irritations set forth by C,Platessha llbe locateduonnboth drainage of truss, placed so their center `� 1111111111111111111ISwhich request. M TeUA,Inc./CompuT S Software 7.6.6(1L)-E lines coincide tincee. 9.Feiate size itnter s 10. obasic connector design see ESR-1311,ESR-1068(Mask) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.8=(-141) 172 3.8=(-248) 204 BC: 2x4 KDDF N16BTR 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -38/ 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,MI8HS,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 IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 nsfl uplift at 24 'oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 VERTICAL 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 end cladding criteria. /12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6Truss designed for wind loads v in the plane of the truss only. 4 0Nxo 0 to oG y1-00 8-00 y 3-11-11 y (PROVIDE FULL BEARING:Jts:2.6.4.SI ��OD PROF�rss JOB NAME: 7-D POLYGON 7-D NH - J6 Scale: • 0.2702 �� �'" /o WARNINGS: GENERAL NOTES,unless otherwise noted: f'E f 7115IT '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 Truss J6 end Warnings before construction commences. building component Applicability of design parameters and proper �/� 2.214 compression web bcednp roust be Instated where shown+. Incorporation of component and is bottomthresponsibility to of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design and at 1 the top and chords to be roughoaterally tbracedtit at ,d/,1 ► DES. BY: MJ is the responsibility of the erector.Additional end bracing of 2'c.c.and at 10'Data respectively unless braced throughout their isrqTh by ,f'•-d pone) Ferman cantlnucos sheathing such n plywood ahesthinp(TC)and/or drywal(BC). -_O 1,r DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ OREGON itti SEQ. : 6060801 4.No bad should be eppled to any component until after el bracing and 4.Installation dims is the responsibility of the respective contractor. -ir fasteners are conplete and et no time should any beds greater than 5.Design assumes busses ere to be used in a non-corrosive environment 4, :t'it �(�N��L_ and are for"drycondition" lull b bearing of use. 0- dalg um,s a noappliedn to any and eosin S Design peones on beading st all supporta shown.Shim or wedge if 1 4 TRANS I D: 408182 5.ConpuTrus hes no control over and assumes no responsibility for the necessary. 6 1 fabrication,handling,shipment and instalation of components. 7.Design assumes adequate drainage Is provided. 'Qn R`k-k- S.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both has of truss,and pieced so their center 111111IIIIIIIIIIIIIIIIIIIIIIIIII11IIIIIIIIII MTeI US,Inn c./ClwnpuTrue Software 6(1L)EI,copies of which will be furnished upon request 1joint center lines. 0.Ones For basiIndicate c connector rplated In ve es see ESR-l311,ESR-1958(MiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' TC: 2i4'KDOF 816BTR LOAD DURATION INCREASE = 1.15 IBC- 2012 MAX MEMBER 148) 176 43.6.)-253) 213 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 1-3=( 0) 80 2-8=(-148) 3.6=(-253) 213 2-3=(•328) 247 WEBS: 2x4 KDDF STAND 3.4=(-308) 256 LOADING 4.5=) -89) 62 TC LATERAL SUPPORT cc 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 OVERHANGS: 12.0" 0.0' 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 (P9) 0'- 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF 625 Connector p8 (or no prefix) = ors uTrus, Inc 7'. 9.5' •81/ 225V 0/ OH 5.50' 0.36 KDDF 625) C,CN C18,CNH8, or n Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 10.9" .223/ 287V 0/ OH 1.50' 0.37 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0' •64/ 85V 0/ OH 1.50' 0.14 KDDF 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for netl•5 Deft uplift at 24 "ox spacing.] 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.018' @ 2'. 0.7' Allowed = 0.343' 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 system and components and cladding criteria. /12 ''' Wind: 140 mph, ha24.7ft, 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 a in the plane of the truss only. 0 CO 0 0 o 1-00 8-00 3-00 (PROVIDE FULL BEARING:Jts:2.6.4.51 JOB NAME: 7-D POLYGON 7-D NH - J7 Scale: 0.2881 mac; . GPN Fess% WARNINGS: GENERAL NOTES,unless otherwise noted: w� I l��L -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 individualCC' . rf .P E r Truss: J7 and Warnings before construction commences. bulking component Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component la the responstbtoty of the buikang designer. ailer 3.Additional temporary bracing to Insure stubBy during construction 2.Design assumes the top and bottom chorda 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.e.respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure the responsibility continuous sheathing such as plywood sheatNng(TC)and/or drywaalBC). ' pon my of the bWlding designer. 3.2x Impact bridging or lateral bredng required where shown+ ee + -y OREGON �CC C o 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. : 6 06 0802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I. 1., 2Q A� design loads be applied to any component end aro for"dry condition'of use. / -7 `- 4. TRAN S I D: 408182 5.Comp um,s has no control over and assumes no responsibitily for the 8.Design assumes fust bearing at all supports shown.Shim or wedge N Q 1 4 fabrication,handling,shipment and installation of components. Design ea. �h y��'� 8.This design Is furnished subject to the Imitations set forth by B.Plates shall be locaumes tedon be oth facesage lop useand placed so their center rl 111111111111111111111 MT8k USA, n0./COIT1puT(us Software 7.6(1 Ln SCSI,copies of which will be furnished)E request.n 10.ForAnes as c connector ndde with (nt center Ines. plate design value's see ESR-1311,ESR-1a88(MITep 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(-65) 115 6.5=( 0) 23 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2.3=(-213) 0 5.7=(-84) 145 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=1 -23) 40 3.7=(-181) 93 LOADING TC LATERAL SUPPORT c= 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' -29/ 380V -61/ 161H 5.50' 0.81 KDDF ( 825) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -148/ 91V 0/ OH 1.50' 0.15 KDDF 825) Connector plate prefix designators: 8'- 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF 825 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 Del uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.007' @ 2'- 9.2' Allowed = 0.170' -/ MAX TL CREEP DEFL = -0.011' @ 2'- 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' An12 MAX BC PANEL TL DEFL = -0.034' @ 5'. 0.2' Allowed = 0.290' MAX HORIZ. LL DEFL = 0.011' @ 7'- 7.6' imili.. MAX HORIZ. TL DEFL = 0.014' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. o Design conforms to main windforce-resisting of system and components and cladding criteria. 0m Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.8, Truss designed for wind loads in the plane of the truss only. rMO ►�M 1.5x3 r� o00 0 y 3' 3, 2-09-04 5-02-12 3, 3, 3, 3, 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4.71 ���,0,0 PRQp JOB `NAME: 7-D POLYGON 7-D NH - J8 Scale: 0.5252 OP' GENERAL NOTES,unless otherwise noted: f.4. J 51 i/15/ / WARNINGS: :920SPE 1' 1.Builder and eredlon contractor shouts be advised of al General Notes 1.'This design Is based only upon the parameters shown and M for an individual Truss: J8 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 buildingdesigner. esq ner. Aii,e,,,,,,./ 3.Additional temporary bradng to insure stadiity during construction 2.Design assumes the top and bottom chords to be laterally braced of DES. BY: MJ is the m neibilty of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lerpth by /%maw . po PWS contimnpuect ous sheathing such as plywood sheathing(TC)and/or drywall(n). ea DATE: 9/1 5/2014 4.No bad should be applied to a component until athe overall structure is the responsibility of the lder aNng Nbraacing and is nstalation obridging truss to lateral e resppoonsibilty of the re ppecere tveewntractor. '�� ,/_OREGON b, r,/� SEQ. : 6060803 fasteners are complete and n no time should any loads greater than 5.Design assumes trusses aro b be used In a non-corrosive environment y i1-Il�r �� -i- TRANS beds be rippled to any component and are ler"dry condition'of use. T" TRANS. I D: 408182 5.CorrpuTrus has no control over and eawnes no responsibility for the 6.nDesi Design assumes tui bearing at el supports shown.Shim or wedge if b1�4i „AI.. fabrication,handing,shipment and Installation of components. 7.Design aaumes adequate drainage is provided. -" n n:`t'- 9.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 lines coindde with joint center Ines. (VIII VIII 11111 11111 MN VIII IIII IIII MTITP USA,Inc C mpuTrus Software 8 6(1 upon )E request 0. es. 0.Poor basic coil dor plate size of atte desigte in n values see ESR-1311,ESR-1 088 9diTeq 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 M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-8=(•122) 184 6.5=( 0) 23 BC: 2x4 KDDF 618BTR SPACED 24.0' 0.C. 2.3=(-284) 43 5.7=(•157) 234 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=) •87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -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 C,CN,CI8,CN18 (or no prefix) = Coe uTrus Inc 8'- 0.0' 13/ 155V 0/ OH 5.50' 0.25 KDDF 625` M,M20HS,M18HS M18 = MiTek MT series � LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacina.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 5-11.11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0,012' @ 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' MAX HORIZ. LL DEFL = -0.019' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.022' @ 7'• 7.8' 12 NOTE: Design assumes moisture content does 12.00 7 not to exceed 1990 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 M-4x6 c Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ot (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r ', load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. Alliilloo� CI A �7 113 re ll M-3x4 o M-1.5x3 � c g c M-3x4 M-3x5 2-09-04 5-02-12 ,k , y /- 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING:Jts:2.4.71 90 PROFS JOB NAME: 7-D POLYGON 7-D NH - J9 Scale: 0.4115 `'� G("71/9 6;2 `` // /l °# WARNINGS: GENERAL NOTES,unless otherwise noted: w n.1 '9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Q' 7 92 s.P E r Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper i4r''' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the bullring designer. 3. AiiiirrAdditional 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.and at 10'o.c,respectively unless braced throughout their length by ,,.."41011. //!' continuous sheathing such as plywood sheathing(TC)and/or drywep C). • DATE: 9/15/2014 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. p'OREGON kr loadsSEQ. : 6060804fasteners are complete and at no time should any greater than 5.Design assumes trussesnon- corrosive are to be used in environment. �/.. '.y �Or�ly` A. TRANS I D: 408182 design bads be applied to any component and are for'dry condition"of use. /� Pi 5.Compo rrua has no control over end assumes no responsibility for the S.Design assumes full bearing at aN supports shown.Shim or wedge if ./ r4 ary. fabrication,handling,shipment and installation of components. 7.D04 nesign assumes aqp /19 FiR y 4.4 8.This design is furnished subject to the Imitations set forth by 8.Plates slbe lcated adequate drainagecces of buss,sand placed so their center 11111111111111111111 TPoAMTCA In SCSI,copies of width WI be furnished upon request. 9.D Digits coincide with joint f lisle Inrinc lie. MiTek USA,Ina/CtxnpuTruaSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1686(Wep EXPIRES,12/31/2015 111110((VIII 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 B1RBTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2-8. -216) 270 6.5=( 0) 23 BC: 2x4 KDDF #1&8TR SPACED 24.0' O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=) 0) 71 WEBS: 2x4'KDDF STAND 3-4=(-158) 118 3.7=(-380) 308 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0" -44/ 476V -121/ 292H 5.50' 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.8' -51/ 201V 0/ OH 5.50' 0.32 KDDF ( 825) Connector plate prefix designators: 7'- 11.7' -120/ 162V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desian checked for net1-5 osf) uplift at 24 'oc soacina.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' f fMAX LL DEFL = 0.020' @ 2'- 9.2' Allowed = 0.354' MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' MAX HORIZ. LL DEFL = -0,031' @ 7'- 7.6' , MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.8' NOTE: Design assumes moisture content does not to exceed 19S at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00V Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=8.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, OD Truss designed for wind loads of in the plane of the truss only. 0 r M-4x6 ri 0 9F __ of ��� M-3x4 o M-1.5x30 ' c 6 0 M-3x4 M-3x5 k ), y 2-09-04 5-02-12 y ) y y 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.7.41 �,to PRiOFE JOB NAME: 7-D POLYGON 7-D NH - J10 Scale: 0.3375 ���� G,IWE `r/© WARMNOS: GENERAL NOTES,unless otherwise noted: -4 .� /45/ 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual =92 0 P E '9T,- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 10 Incorporation of component In the resporrelbiity of the bulking designer. ✓ 2.2s4 compression web bracing must be installed where shown+. 2.Design assumes the top end bosom chords to be laterally braced at 3.Additional temporary bracing to Insure atablly during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their b,qg,by 0 -DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). f"rat jl• DATE: 9/15/2014 the overall structure 4.No toad should be pisplad ro component until abilty of the fter all bracing and ner. 4s n`sttalla6alof gross or tthererespooslalty of inti esppecmirernntracor. 'y ,/OREGON a to SEQ. : 6060805 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, !�^If a\ 1�, design loads M tippled to any component. end are for"dry condition'ibearing of use. i./ 14 2 TRANS I D: 408182 5.CornpuTrus has no control over and assumes no responsibility for the 6'an Design assumes fug beading Nal supporta shown.Shim or wedge If fabrication,handing,shipment and Installation of components. necessary. L�b t 7.Design assumes adequate drainage Is provided. r'1 f'1 ti M`" 6.This design Is furnished subject to the Imitation sat forth by 6.Plates shall be located on both faces of truss,end placed so their center I('III'VIII VIII VIII III'(ILII VIII(III(III TPIANTCA In BCSI,copies of which will be furnished upon requeat. 9.Dlpssita coincide with sjoint ofl plein inches. MITek USA,Ina/CompuTrua Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITei9 EXPIRES:12/31/2015 1111111This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF @AABTA LOAD DURATION INCREASE = 1.15 1.2°) 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KOOF 816BTR 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'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' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -44/ 473V •126/ 322H 5.50' 0.76 KDDF 625) (or no prefix)g 7'- 7.6' -52/ 200V 0/ OH 5.50' 0.32 KDDF ( 625) C,CN,CS8,CNIB 1or n MiTek MT serieauTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' •172/ 213V 0/ OH 1.50' 0.27 KDDF ( 625) MREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Desian checked for net(-5 nsfl uplift at 24 'oc spacina.l 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' f 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' 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 19% at time of manufacture. 12.007 Design conforms to main windforce-resisting system and components and cladding criteria. Co Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, er (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. M-4x6 f o ii -AiiiiiNil -/ S c0 �1 M-3x o M-1.5x3 M-3x4 M-3x5 y /, k 2-09-04 5-02-12 , , L. 1, 1-00 j, 2-11 5-07-08 , 1, 8-00 0-06-08 [PROVIDE FULL BEARING�Jts:2.8.41 JOB NAME: 7-D POLYGON 7-D NH - J11 ' pROF�6 Scale: 0.3073 �� ! G(N E S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 92e S 'v'•9 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual SPE E r Truss: J11 and Warnings before construction commences. bulking component.Applicability of design parameters and proper fes/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the bulking designer, ,✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length A1�. DES. BY: MJpe y o ler po y permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywallC). /f�!"" • DATE: 9/15/2014 the overall structure Is the responslblgty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vO C C 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. - '9 OREGON 4[/ SEQ. : 6 060806 fasteners are complete end at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, L �'4 Zel ii. design loads be appled to any component and are for"dry condition'of use. �' TRANS I D: 4081828.Design assumes full bearing at all supports shown.Shim or wedge If liter 5.CanptrTres has no control over and assumes no responsibility for the necessary. MF14'L� V`- fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +l R 8.This design N furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIIVIII VIII IIIIIIIIIIIIII)VIII[III[IIIMTITe Uk SA.lnc.WTCA In BCSC mpuTrua I,copies of whiwill be furnished ch Software 7.8.8(1 L)En request joint center Ines. 10.For tsbasiccicolines onne ectoroplate design values see ESR-1311,ESR-1988(MITep 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 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0' O.C. 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'• 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) Connector'.: late prefix designators: 12 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) p g4'- 0.0" -36/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.001 ' LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 osfl umlift at 24 'op s9acing.( JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), in load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only, II0 t Mo II o 4.7_,....---,...Z....- 3i M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). y y 3-00 y y 4-00 ,‹<.•1‘,D PROFe. JOB NAME: 7-D POLYGON 7-D NH - E2 Scale: 0.9141 CO`0 Gi 'bWARNINGS: GENERAL NOTES,unless otherwise noted: , � 'I1,/1 kr IP 1.Builder and eredion contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown end Is for an individual =92 i.P E r. C and Warnings before construction commences. building component Applicability of design parameters and proper .�/, Truss: E 2 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. r� 3.AddInal temporary bracing to Insure stability during construction 2's.c. assumes the top and bollen chords to be laterally braced a[ ` DES. BY: MJ Is the responsibility of the erector.Additional permanent bradng of 2'o.a end at 10'o.c,such plywood unless braced throughout their lengQth by ,,,•'',mss, Q DATE: 9/15/2014 cntlmn�pueaoue sheathingor lateral such as e aired In ere s and/or d yvnn(BC). 4.No load should be appied to a�compo component until alteriallbradng and 4.Installationct ot gk�Is the responsibility of the respective contractor. 1 / OREGON O, (C, SEQ. : 6060811 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. -i1 N A A. TRANS I D: 408182 design loads be applied to any component and are for"dry condition"of use. 5.Design assumes full bearing at al supports shown.Shim or wedge If O 14 `�t �4 S.campuTnn hes a enact war and assumes no responsibility for the necessary. ill`p `�� v fabrication,handing,shipment and Installation of of components. 7.Design assumes adequate drainage provided. �7 5.Thla design is furnished subject to the Irritations set forth by 9.Plates shall be located on both faces of truss,and plead so their center -. IAATCA In SCSI,copies of lines ndde with joint center Ines. (VIII IIID VIII VIII VIII VIII ILII(III IIII MiTek USA,lnc.CompuT cos Software 8 6(1 L)-E requestch will be furnished upon 10.FForrbbeeln connector plate desig Inches. see ESR-1311,ESR-1988(MITeI) EXPIRES:12/31/2015 11E111 Nil 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 ODE A16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4'KOOF /16BTR SPACED 24.0' O.C. 2-3=(-68) 51 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -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: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -34/ 46V 0/ OH 1.50' 0.07 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Desion checked for net1-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' T f 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 HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 12.00 MAX HORIZ. 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. 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, v Truss designed for wind loads in the plane of the truss only. a xl (,),- O O Or- ►1 4�� -/ M-3x4 i• y y 1-00 2-00 (PROVIDE FULL BEARING;Jts;2.4,3( • JOB NAME: 7-D POLYGON 7-D NH - SJ1 Scale: • 0.6686 ��� Gt N A�6'6' WARNINGS: GENERAL NOTES,unless otherwise noted: (iI� Win"I" l e 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end la for an Individual 4" 72 t o P E { Truss: SJ 1 and Warnings before construction commences. building component Applicability of design parameters end proper �/�J 2.ac4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,/' �" / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, . DES. BY: MJis the responsibility of the erector.Additional 2'o.n,and at 10'etc.respectively unless braced throughout their length by 1 po Iy permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). ^'r;,� , DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C 4.No load should be applied to any component until after el bracing and 4.Installation of truss is the responsibility of the respective contractor. ", ,/,OREGON 4/ SEQ. : 606081 2 fasteners are complete and at no time should any bads greater than 5.Design auumes trusses are to be used in a non-corrosive environment, 1.../1.7,� 0��` design loads be applied to any component 8.and yn asre su mes drye condition" bearing at all supports shown.Shim or wedge If V 14 2' P TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary.fabrIcation,handling, adequate assumes Prov b cx V S.This design Is furnishedsubjectto ttdhe Irritationsnstallation set set components.rh by 8.Platesnshall be located nboth facesf truss,and placed so their center �n n`�� Ill Eli VIII VIII VIII VIII 1111 1111 MTe USA,lnalCompuT 81Software 7.6.6(1L)-En . L)En requesI,copies of whch UN be furnished t. 10.For basicciconneccttor plate design values see ESR-1311,ESR-1688(MiTek)joint center Ines. O.Digits indicate size of plate In Inches. IANTCA In EXPIRES:12/31/2015 11111411This 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 IC: 2x4 KDOF 4148TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0' 0.C. 2.3=(•109) 94 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 825) 1'- 9.2' -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 825) 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,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: Design checked for nett-5 psfl uplift at 24 'oc smacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX 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 (v) 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, c:, Truss designed for wind loads ✓ in the plane of the truss only. o0 u1 0 ot --p, ►� 4►� M-3x4 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 7-D POLYGON 7-D NH - SJ2 �, 0INP PRQ/ Scale: 0.5748 �."° t-,e 5I s° ik WARNINGS: GENERAL NOTES,unless otherwise noted: (] /"�, c� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' !92 0 s P E f Truss: SJ 2 and Warnings before construction commences• building component.Applicability of design parameters end proper 2.2u4 compression web bracing must be Imtaaed where shown+. Incorporation of component Is the responsibility of the building designer. 44111,,,+"--'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by ,r;fie 404103111.. DATE: 9/15/2014 continuous sheathing such as plywood heaths g(TC)and/or drywallC). s/ 4Z. the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ �i SEQ. 4.No bed should be applied to any component until after all bracing end 4.InsMeamon of hues is the responsililly of the respective contractor. OREGON b <G/ S E Q. : 6060813 fasteners are complete and et no lime should any beds greater then 5.Design assumes trusses erelo be used in a non.corroNve environment, Y� 1 A. design beds be applied to any component and arefor"dry eondltlon"of use. /40 }� 1 4 ZQ P� TRANS I D: 408182 5.CanpuTrus has no control over and assumes no responsibility for the 6.Desinegn NA bearing m all supports shown.Shim or wedge Ifiy ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Fin I..L 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed as their center IANTCA In BCS1,copies of ch v41 be furnished upon request. lines e with Joint center Ines. llllll VIII 11111 VIII 11111 VIII IIID 111 till MTP USA,t CompuTruwa Software 7.8.8(11_)-E 09..FForr basic coonnectoof r plate design inches. see ESR-1311,ESR-1988(MITelq EXPIRES,1213112015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF @16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KODF @16BTR 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 308V -90/ 224H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50' 0.28 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 mall uplift at 24 "oc spacina,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 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' j( MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" NOTE: Design assumes moisture content does 12not to exceed 19+% at time of manufacture. 12.00v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. 4 0 to (o o/- 02111111111111111. c, 1.5=14 4_� M-3x4 L. y b ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.4.3J ��EO PROpe JOB NAME: 7-D POLYGON 7-D NH - SJ3 Scale: 0.4550 �� G(;["E rs4, WARNINGS: GENERAL NOTES,unless othervAse noted: �� nnn��"'7115/ PTY 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 SPE { Truss: SJ 3 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responelbiaty of the building designer. / .Ire 3.Additional temporary brednp to insure stability during conatructIon 2.Design assumes the top and bosom chords to be laterally braced at 41011,,002'''' 440111'DES. BY' MJ Is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). �-eD Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2%Impact bridging or lateral bradng required where shown++ 4.No bad should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective contractor. pOREGON . SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes trussesI. ere to be used in a non-corrosive environment, •�17, bN A design loads be applied to any component 6. of use. Design assumesdry (ulland are for" dbaadng at ail supports shown.Shim or wedge if V 14 Q'F' 41, TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for thenecessary. 4y�� 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 11111111111111111 TPDWrCA in BCSI,copies of which nil be furnished upon request. Dies Indicate with jointf centerInches.R.Digits Iodate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.8.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/18BTR LOAD DURATION INCREASE = 1.15 1.2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. IC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V •53/ 114H 5.50' 0.21 KDDF ( 825) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 1114 0/ OH 1.50" 0.18 KDDF ( 825) M,M20HS,M18HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 0sf1 uplift at 24 'cc spacing.1 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ MAX HORIZ. LL DEFL = •0.001' @ 3'• 10.9' 12.00 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 4 0f- in IVAI.J.I=MI c. p'` 1► 3► -/ M-3x4 1, 1, 1, 2-00 1-11-11 (PROVIDE FULL BEARING:Jts;1.3.2I �_,t o PROPt JOB NAME: 7-D POLYGON 7-D NH - SJ4 so Scale: 0.5818 �� �`l%i5E pow WARNINGS: GENERAL NOTES,unless otherwise noted: 11! 1.Builder end erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and Is for an Individual ` e P E f Truss: SJ 4 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 responviblity of the building designer. �•'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be literally braced d DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their len by „,./, 4401011" DATE: 9/15/2014 continuous sheathing such as plywood ahaNNng(TC)and/or drywel C). the°vend structure la the respormibmty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No bad should be applied to any component until alter all bracing end 4.Inetedation of Nes Is the responeibllty of the respective contractor. `p OREGO(d k, SEQ. : 6060815 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, h'74 k '4 OBD`4. - TRANS beds be applied to any component. and are for"dry condition"of use. 6. ` TRANS I D: 408182 5.CompuTne has no comm..and assumes no responeibnity for the 6.^Design assumes huh bearing et all supports shown.Shim or wedge N 41rLf fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "4 rt R I�� 5.The design Is henlehed subject to the Imitations set forth by e.Plates shall be located on both faces of toes,and placed so their center III 1101 11111 VIII VIII((III 11111(III(III k In which upon request. Ul Inc./CompuTrus s Software 88(1L EIL 0lines coindde with joint center Ines. o� icFbasic cot ctor plate design values see ESR-1311,ESR-1968(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /118BTR LOAD DURATION INCREASE = 1.15 1.2=(-167) 136 1-3=(0) 0 BC: 2x4 KDDF 8168TR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. 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" -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' .130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -130/ 166V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Desian checked for nett-5 esfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' NOTE: Design assumes moisture content does 12 0not to exceed 19% at time of manufacture. 12.0017' 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(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 4 0 07 Co',F o �- f 1 11"7-1-'43�� 0 M-3x4 J, 1, y 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:1,3.21 JOB NAME : 7-D POLYGON 7-D NH - SJ5 . PROp Scale: 0.4547 `�j INS��,p Q WARNINGS: GENERAL NOTES,unless othewdse noted: �� -)7 jSI! / �-7 1.Builder and erection contractor should be advised of it General Notes 1.This design le based only upon the parameters shown and is for an Individual CC' 92..P E ti' Truss• SJ 5 and Warnings before construction commences. Incorporation component component Applicability of design parameters and proper �� 2.2x4 compression web bradng must be inetakd 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'o.c.and at 10'o.c.respectively unless braced throughout their length by4/I is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). „......0" " 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 ��Q'"" SSEQ. o p 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. -� ,/ OREGON .t,/ E:Q. : 606081 6 fasteners are complete and at no ems should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, L 'i! h, A. design loads be applied to any component. and aro for"dry condition"of use. .i\ 41, 14 ZO Ai- TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 8.design assumes his bearing at as supports shown.Shim or wedge if V �y`- fabrication,handing,shipment and Installation of components. necessary. I�t�w.P'`�� �,+ 8.Thds design Is furnished subject to the Irritations set forth g,Plates assumes adequate both drainage is rsa. C 1111111111111111111111 ro 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMICA in SCSI,copies of which will be furnished upon request. Anes cdndds with joint center Anes. 9.Digits Indicate size of plate in inches. MITek USA,Ina/CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/2015 1111111111111This 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 TC: 2x4 KODF M16BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 28 1.4=(•35) 32 2.4=(-99) 81 BC: 2x4 KOOF 1,16BTR SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KODF 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 10080. 2: Design checked for netl•5 Daft uplift at 24 'ac soacing.l M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0,100' BOTTOM CHORD CHECKED FOR 10PSF 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' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'. 8.2' 4.00f7 MAX HORIZ. TL DEFL = •0.000' @ 3'- 8.2' 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 3 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.5 Truss designed for wind loads a 0 in the plane of the truss only. all 0 r: � � 4 lir �. -/ 0 5► ►�4 M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) y i' 3-00 L. J, 4-00 JOB NAME: 7-D POLYGON 7-D NH - El Scale: • 0.6305 ��•\ IN � ass% WARNINGS: GENERAL NOTES,unless otherwise noted: �44, �� �� 1.Builder and erection contractor should be advised of sI General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' OPE r and Warnings before construction commences. building component.Applcabley of design parameters and proper Truss: E 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be metaled where shown+, 2.Design assumes the top and bottom chords to be laterally braced at f 3.Additional temporary bradng to Insure stadNy during construction1114V .+/.0: DES. BY: MJ Is the res of the erector.Additionalpermanent bradng of 7 o.o.and at 10'o.c.such as unless braced throughout their length by �,. responsibility continuous sheathing such es plywood sheathing(TC)and/or drywaN C). ' '-I (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++ OREGON 4.No load should be applied to any component until after el bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6060809 fasteners are complete and at no time non- corrosive any bads greater then 5.Design assumes trusses are to be used in a nonorrosive environment, 7, „�r I ail design loads be tippled to any component and are for"dry condition"of use. r 14 2 �.�... TRANS I D: 408182 5.6onpumrs has no control over end assumes no responsibility for the 8.Design assumes n bearing at all supports shown.Shim or wedge If 2 fabrication,handling,shipment and installation of components. neesesery. `ri ,�� 7.Design ry. adequate drainage M provided. 8.This design Is famished subject to the Irritations sat forth by B.Plates shall be located on both faces of truss,,and r'1 aplaced so their center IIIIII IIID VIII VIII VIII VIII VIII ISI IIII TPUWfCA In SCSI,copies of which vdl b.furnished upon roqusei. 5.Digits indicate with e joint f plate inrInches. 'col MITek USA,Imc./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared rrom computer Input uy + I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5-(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:. 12.0" 0.0" 0'- 0.0" -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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" MAX TC PANEL LL DEFL = 0.053" 8 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 system and components and cladding criteria. Wind: 140 mph, h-20.lft, TCDL-4.2,BCDL-6.0, ASCE 7-10, .,r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11111111111111111111111111111111111111111111111 rn o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N Nas IIIIIMIMIIMIIIMIIIMIIMIIEIIM 0 W 0 M-3x4 M-1.5x3 1 1 1 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 ,c�\N 4 PROFS WARNINGS: GENERAL NOTES,unless otherwise noted: tt,\ ("I ni S` 0.0 1.Builder and erection contractor should be advised of at General Notes 1.This design b based only upon the parameters shown and N for an IndNldual C3 (,.,��2/:/-1 cR 0 Truss: Z 2 and Warnings before construction commences. building component Applicability of design parameters and proper G ft 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component*the responsibility of the building designer. 3.Addtlonal temporary bracing to Insure stability during constudlon 2.Design assumes the top and bottom chords to be laterally braced al (r !Q 2`,P E c DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof 2'conto.c.inuous end s 1a'sheathing such as py d s braced(TC)throand/orut dr wr enpt 7 /✓/ S DATE: 1/26/2015 °aresponsibility the Imppact ahing suerasplywoodrquired wherereshown+drywall(Ec). / the overallshouldbe structure M the res nalbll of build designer. 3.2x Impact bridgingor lateral bracingrequired ++ a/ 4.No bad be applied to any component until alter all bracing and 4.Installation of Muss Is the responsibility of the respective contractor. .a.s1r. SEQ. : 616 8 2 5 6fasteners are complete and at no time should any loads greater than 6.Design assumes trusses era to be used in a non-corrosive environment, l,�a , +�as� and are for"dry condition"of use. TRANS ID: 416187 designCompr bads be applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge if !� �Q" 5.CompuTrus has no control over and assumes no responsibitly for the necessary. "fT OREGON b "r,/ fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage*provided. w 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �/6 -7 T 4 -rLQ� .4� I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITE USA InTPIANTCA in alCompuT s Software 7.8 e(1 L}E request. 1u For basic of a deslines coincide with joint rbn values see ESR-1311,ESR-1988(MRek) MFRR11.�" EXPIRES:12/31/2015 IIIIIIIIIIIIII 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: 2x4 KDDF 91SBTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 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 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 (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 9 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" 9 2'- 10.6" Allowed = 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL - -0.064" 9 2'- 10.6" Allowed = 0.463" 1' 1' 4 12 MAX HORIZ. LL DEFL = 0.000" 8 5'- 4.3" 4.00 MAX HORIZ. TL DEFL = 0.000" 8 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. 3 Wind: 140 mph, h-20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ....,iiiilli a, Truss designed for wind loads o in the plane of the truss only. 0 I N ,P, I m Y c, 1 M7-6115 -/ 0 M-3x4 M-1.5x3 1 1 1 5-04-04 0-05-12 1 1 3- 1-00 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 o PR°FFtS WARNINGS: GENERAL NOTES,unless otherwise noted: ,‹01°'_` 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is forn IndMklual ` f ty f I �./+n �4 Truss: Z 1 and Warnings before construction commences. building component Applicability of design parameters and proper ti. /11✓ry•7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. .9 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords b be laterally brand d DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.o.respectively unless braced throughout their le h by 4 =3G f.E { Po ftY continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 1/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No bad should be waked to any component until after all bracing end 4.Installation of truss la the responeibimy of the respective contractor. SEQ. : 6168257fasteners ars complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, /', 40. TRANS I D: 41618 7design bads be applied to any component and are for"dry condition"of we. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If -d Q Imbrication,handling,shipment and Installation of components. necessary. "��,/6'4)A ,4_OREGON � (j T.Designlatesassumes adequatendrainage is pr truss,and placed so their center -tel 8.This design is furnished subject to the t be furnished set forth by S.Pistes shall be located on both laces of6 1 4 ry ,. i NIIII IIIII Ill IIIII IIIII III INTI III TPNWfCA In SCSI,copies of which will be Nrnished upon request lines coincideInwith joint aIn inches. n 9.Digits Indicate.to.of plate Morass. V MiTek USA,Ina/CompuTrus Software 7.8.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1915(MRek) MFR y�k, EXPIRES:12/31/2015 le