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Plans (93) i RECEIVED �K ,207 ' c /5-- -/V7 Sio (SS`ss/i//� WKT er—.- 0Np 'N CONCEPT WITH MAR 8 2016 5010' .1 0 NON CONFORMING REVISE&RESUBMIT 1W0 44.04 CITY r I BUILDING DIVISION 8.y1ZCH B Alex.F k C12(22 (41 MIL8RANDT AR€NITE€TS _ 6'. IT Tags 61-0. v „. I52 555 555225 ER 4:12 libg— ' ' I 1 All i W1atu DCJ2 1 r O CR DCA AL DCII /�1 I �. — _ DCA .API 6_ /jVI a EA WA ' �IDCJ6 IX,.WA. /A WA �d T _ K �, DJaMEW /tel LP Its DJB leiliallaM11111 CAI Mir 1 41111PPAMIPtl CJ6� DJS - ®/ _�=BIM im. ex DJ4 I es CJ2:1s I ►� CJ1 1171 _ el ,. ' III�PM►' ll t — IIIA OT SJ2 VK v a +Zimliimeis r GRD z U:11 1 el EablId1111 I 14' (6) 12 SA � } )_ >- } 164 ISJ1. .. la 1MIMI K I l sa: 7 sJ1 h. fit4 z6.; E. CONFORMS TO DESIGN CONCEPT 4- r 555 5 A) GARAGE CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON CONFORMIVG REVISE AND OM I 4141I$SHF DW1ND MS SELL # ! 21M ,I, xJw. J I Cy-9° I- Y TN Th D -AE D L At C'/ s RELIEVE THE 1V-5 1T .RCP.S.VECOP tF k._._;I 7R.Dh.PSVO.E 4T: TSE DES'3S:WINGS AND: IFICAT:AS E L OF RICH HASE FRIC#sTY /� DYER THIS SHDF DRPAING 11117 Sy: Arno1C R.Solomon Date:December 10.211e I I CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/21/14 PLACEMENT ONLY.REFER D TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL .' :. REVISION-1: DRAWINGS FOR ALL FURTHER 5017-D POLYGON INFORMATION.BUILDINGhallii*: � DESIGNER/ENGINEER OF RECORD ,.um er. PLAN: RESPONSIBLE FOR ALL NON-TRUSS ` DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017-D / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS s COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ° 0.1111-1, All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. . I Q CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH 550-0 ©=TRIMS 0 NON-CONFORMING REVISE&RESUBMIT 41-0I I r 19'3' uAlexia V I Will /yF ku C to 12/22/14 8.5112 PITCH MILBRAHDT ARCHITECTS 12'TAILS 4 , 6'-0" QN * r� �Q 17-0.5u1 uj u] uj Y 0 — a T .II ,:,Q = 10 E1J31 I - - .. 8.5 12 DJ3 __■r DA D �w�we. / J2 i 81:12 Al DCDCJ3 - lk %%r// DCJ4 CJ 114 IIMINIMII 6. g #A DCJ5 CD I,.E J m I Al /.r//I DCA K =1111I DJr 11.6.1111.Ilk DA • I, DJ9 .....29 CDB_ 1t i. DA rPS ti-T CA r �j1.1111 I TDP 4 CJ4s _,p: , _ CJ3 , ��— CJ2 Falrair Aiorm-ADJ1 (2) 'C (2) (3) 8 ZH2 85:12 „A•41110\ *MIN "7 , ,■ S� . . la21 yr•_.2 I SJ1 • .1,:12 I it ••1% ;7 s 4 ki 4:1' ., .. ieli I SJ1 , M n 2 '. an . • Alio, CrS Z CONFORMS TO DESIGN CONCEPT GARAGE 4" 5 Q CONFORMS TOO DESIGN CONCEPT WITH �C ,c ❑ REVISIONS AS SHOWN 41-47 1 I V' I ❑ NON-CONFORMINGREVISE AND RESUBMIT /y 1 e� i 1 G MASKS kr S BEEN F I TET FOR GENERAL S/FWD IC 161-51rr I. I 1117 I E . .A!VEJC \. MI F4 h R RELIEVE A h 'A: �E! RESPONSIBILITY Fu f kRNI� CHI 1Hc DESIGN DRAFBASS/i.SPECIFICATIONS hL V#i..'I HAVE PRIGEITE 0/ST 1:2 SHO?TA/S/S. By: Arnold R.Solomon Cyte:December 10,2114 CT ENGINEERING INC ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 11/21/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHERINFORMATION.BUILDING Nat I,-E umber. 5017-D POLYGON DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: DM REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5017-D / D-D CHECKED BY: REVIEW AND APPROVE OF ALL , COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. flK 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. 4 MiTek USA, nc. l Compulrue Softwatre Warnings General N0tee WINGS. 1. Bi r and erection co contractor d be advice of crier and Warnir bye const on tr ices. 2. 2x4 web bracing must be lied wherse shoarrr+. 3 Add ai temporary b' stability during construction is the responsibility erector. i ai permanent bracing the stria re is�responsibility of the building 4. toad 5h d bar a to any cpmponent t txa+r~ir and destEPler fasteners arecomplete and at no tame shot any ids t design bads be to anyr comp€annent han 5 npuTn tics and assumes no responsibi y the andinstallation of routs 8; Iles ' is furnished sut ect to the Ott twit)by TP ‘,..:A.►in t3+CSl of which will be furni d upon request. GENERAL NOTES, otherwise rust: t- This taased only t art para meters shcawn and tori an nnduat building component Applicability c desk par aeterrs and prig. incorporation'of comp is tie n'sponsibi y of the building desgner: 2, the top and bottom�to be laterally a o.c,scot at 10'o.c.respec#iv r tri braced through their by o� ` such assplywood ` t ' ) t8C) 3. 2x ging or refired w shown 4-4. 4, bstait sort truss is the responsibility of reepe cxuttra r. 5 assumes�s arc to be teed in a non-cerros environment, and.are for"dry condion'of use. 6. Design asrrs fug bearing at a supports shown. or wedge i# necessary. 7. acmes adequate drainage is prtrtir t . 8. sh l tie tocabd on both faces of tri ,and so their center hoes ani withcarder des_ 9. a of plate I irx:hes. 10 For basic connector r design vat see ESR-1311,£S i T cj. 0 PR(, CIS k i. GIN `o t ,. . 41. 011EGON ', 14. 2 '°,.ft *P 513 ,k EXPIRES' This design prepared from computer input by 111111111 IIIAIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-206) 187 1-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=( -82) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 238V -65/ 172H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -198/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 8'- 2.8" -10/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" 3 -1 MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 0 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. B.501-77 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. o I � O I 0, /- I IMOMMINIMMIIMMIll f o� l�PEUM qr.O -� M-3x4 .6 y ), 6-00 2-02-12 PROVIDE FULL BEARING;Jts:1,4,2,31 _co pRope JOB NAME : 5017-D POLYGON - ADJ1Scale: 0.4472 CI`', /// / ``l��Zl l� �0 WARNINGS: GENERAL NOTES,unless otherwise noted: t,� M 9 ,P E 1f, 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• ADJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stabili dud construction 2 Design assumes the top and bottom chords to be laterally braced at - ty n8 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r Ae""""" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). t DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON ZU SEQ. : 612 0 9 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lf 4,, 0,, design loads be applied to any component. and are for"dry condition"of use. ©. � 7 L# TRANS I D• 412 9 0 3 p po ly 6 Design full bearing et all supports shown.Shim or wedge if �8` t { 5.Com uTrus has no control over and assumes no res nsibill for the 8)n 1a��- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII(I III VIII VIII VIII VIII VIII IIII IIIITPIANICA in BCS(,copies of which wit be furnished upon request. -9.(Digits ines incidte size ejoi ptlate inrinches. MiTek USA,Ir C./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 r 1111II# This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-5=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-208) 187 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=( -81) 33 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 456V -72/ 230H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -188/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -, MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.452" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.677" MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" 12 MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 8.50 p 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. <r Wind: 140 mph, h=23.5ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, cv (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r", load duration factor=1.6, i I Truss designed for wind loads in the plane of the truss only. o 0 2►m 5►t '-i/- IN-3x4 .0 b y y 1-06 6-00 2-02-12 'PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5017-D POLYGON - ADJ2 ��, ccy,-,� s , Scale: 0.4561 �/ WARNINGS: GENERAL NOTES,unless otherwise noted: E,&,r&, ///(.r// ,� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T 92,i P E.. i""" Truss: ADJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,�^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et .^ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. 2cx Impact sheathing such las bracing cing required where drywell(BC). r rr , Po b 9 3. Impact bridging or lateral required where shown++ !. Q SEQ. : 612 0 9 71 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. e OREGON `, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^V TRANS I D: 412 9 0 3 design loads be applied to any component. and are for"dry condition"of use. !h r� vA �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if L.� 14 fabrication,handling,shipment and installation of components. necessary. 11/ R1:110..** WR 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 11/ R rl y` �V 111111111111111111111111111 9 8 Plates shall be located on both faces of truss,and placed so their center TPIMfTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. its indicate MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E e in inches. 10.FFor basic conneictoze rplf atetdes design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6780) 1494 1- 8=(-1092) 5202 8- 2=(-368) 1790 2- 3=(-5376) 1234 8- 9=(-1082) 5152 2- 9=(-878) 232 BC: 2x6 KDDF ST3- 4=(-4386) 1034 9-10=( -846) 4246 9- 3=(-618) 2730 WEBS: 2x4 KDDF STAND; A; LOADING 2x4 DF STAND A LL = 25 PSF Ground4- 5=(-5304) 1206 10-11=( -780) 3936 9- 4=(-376) 324 Snow (Pg) TC UNIF LL( 50.0)+DL( 19.0)(= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=(-5139) 1102 11- 6=( -778) 3928 9-10=(-526) 2418 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 920.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( 0) 64 10- 5=(-194) 702 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V 5-11=(-240) 98 ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT EASOC TOS. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY CUE TO THE BEINIAL 0'- 0.0" -1251/ 5638V -98/ 90H 5.50" 9.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -787/ 3578V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2. D- •ua[dna_. tiio •t-MiiMattaj •�� '>t li!!!L'il AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL = 0.030" @ 7'- 12.0" Allowed = 0.633" J.- Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.086" @ 7'- 12.0" Allowed = 0.844" nails staggered at: MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" *** HANGER TO APPLY CONC. 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.010" @ 13'- 1.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.5" 6-00-11 1-05-10 6-00-11 NOTE:Design assumes moisture content does 'f ,' ,' T not exceed 19% at time of manufacture. 3-03 2-09-11 1-05-10 2-09-11 3-03 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 ,`M-6x6 8.50 p Q 8.50 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ��=gyp load duration fforowi1.6, �V Truss designed for wind loads in the plane of the truss only. M-3x5111111111Fr 11 M-3x5 5 044,111 o o o i tri M-5x10 M 5x10 Q i �/�/' ® �C®� ® I '__ o �" 10 u 7 I cA i 1'• 8 9 i o M-3x6 M-7x8 M-4x8 M-1.5x3 *** 3104# 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 .1 ), .1 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 °:-1 JOB NAME : 5017-D POLYGON - B3Scale: 0.3314CI� ��f � �d WARNINGS: GENERAL NOTES,unless otherwise noted: PE 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 '' * + r- T r�u S S: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 17 2.204 compression web bracingmust be installed where shown+. incorporation of component is the responsibility of the building Resigner. p2.Design assumes the top and bottom chords to be laterally braced at .�a�p 3.Additional temporary bracing to insure stability during construction 2'o.0.and at 10'o.c,respectively unless braced throughout their length by .f/°""' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '. CC'DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* C?REGO�IJ, SEQ. : 6120972 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. 7 W fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 f Al 3;41R41‘11° . 2�*N design loads be applied to any component. and are for"dry condition"of use. 4 F 1R4 A T RAN S I D 412903 8.Design assumes full bearing at all supports shown.Shim or wedge If fy\-,,,,i- TRANS 5.CompuTrus has no control over and assumes no responsibility for the necessary. '1'! "R }.L`„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 I 111 (IIII(IIII VIII VIII IIII 1111 IIII TPI/WfCA In 13051,copies of which will be furnished upon request. g lines coincide iat sizejoth joint plate incenter inches. MiTekUSA,Ino./COmpuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 I 1111111 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 + TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 101 TC LATERAL SUPPORT <= 12"0C. DON. LOADING 3-4=( -52) 0 BC LATERAL SUPPORT <= 12"01. DON. 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" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -55/ 188H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -149/ 250V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desirn checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF 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" 4 ,, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" 12 3 MAX TC PANEL LL DEFL = 0,103" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.114" @ 3'- 5.0" Allowed = 0.673" 9.50V ') MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. W 01 o Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, w' Truss designed for wind loads in the plane of the truss only. on o o II. 1 5�� -/ M-3x4 ,1 b ), y 1-00 6-00 0-09-08 PROVIDE FULL BEARING;Jts:2,5,3I JOB NAME : 5017-D POLYGON - BDJ PRofi,s, Scale: 0.5095 w� ,A�I � cS/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an Individual 4' !92•SPE r" Truss: BDJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: EE 3.Additional temporary bracing to insure stability during construction laterally Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � continuous sheathing such as plywood ething(re and/or dryweil(BC). .- ' ' - DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ititi 1:C. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7` OR GO SEQ. : 6120973 if \� A., fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, •l TRANS I D• 412903 design loads be applied to any component. and are for"dry condition"of use.m 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assues full bearing at all supports shown.Shim or wedge if /} 14 2 ' fabrication,handing,shipment and installation of components. necessary. , �+ 7.Design assumes adequate drainage is provided. hp tp� t.. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l!l IIII I I IIIIIIII(IIII IIIA VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InC./COmpuTrug Software 7.6.6(1 L)-E 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek( EXPIRES; 2 1i Q IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3643) 1229 1- 8=( -946) 2872 8- 2=( -530) 1767 5-12=(-2577) 1018 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2872) 1013 8- 9=(-1832) 5111 8- 3=(-2593) 1026 12- 6=( -525) 1758 3- 4=(-5224) 1921 9-10=(-2154) 5980 3- 9=( -171) 902 BC: 2x6 KDDF STLOADING 4- 5=(-5215) 1917 10-11=(-2154) 5980 9- 4=) -867) 344 WEBS: 2x4 KDDF STANDNDR LL = 25 PSF Ground Snow (Pg) 5- 6=(-2876) 1015 11-12=(-1828) 5102 10- 4=( -7) 448 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V6- 7=(-3648) 1231 12- 7=( -948) 2876 14-11=( -174) 908 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DLI 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V LOOCATIO'- ONS" -783/REACTIONS2468V -51/REACTIONS SS IZE"ZE SQ.IN KD(SP(CIES) 95 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 23'- 9.5" -785/ 2471V 0/ OH 5.50" 3.95 KDDF ( 625) TC CONC LL) 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.196" @ 11'- 10.7" Allowed = 1.144" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.392" @ 11'- 10.7" Allowed = 1.525" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.053" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.089" @ 23'- 4.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3-10-03 16-01-02 3-10-03 in the plane of the truss only. 1 11 1 3-06-10 3-11-07 4-04-11 1 4-04-11 1 3-11-07118.803-06-10 1 1 11118.80# 1 12 12 8.50 7Q 8.50 M-4x8 M-4x8 M-3x8 M-3x8 M-3x8 6 5 4000t3 T2 I_4 - 0 1 CDI _ . f 1-- 8 10 r 11 12 a7 i o M-3x8 M-5x6 M-3x4 0.25 M-3x4 M-5x6 M-3x8 Io M-7x8(S) y )' b y y b ), 3-06-10 4-02-15 4-01-03 4-01-03 4-02-15 3-06-10 y J., 23-09-08 �, ,�D PRD cis JOB NAME : 5017-D POLYGON - Cl Scale: 0.2715 �illP i�� WARNINGS: GENERAL NOTES,unless otherwise noted. p 1.Builder and erection contractor should be advised of all General Notes 1.This design 1s based only upon the parameters shown and is for an individual O Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown it. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability Burin construction 2 Design assumes the top and bottom chords to be laterally braced at ty 9 2'o.c,and at 10'o.c.respectively unless braced throughout their length by a DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �. OREGON C SEQ. : 6120974 4.No load should be applied to any component until after all bracing and 4.Installation of Puss is the responsibility of the respective contractor. A fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L. 'k'.., ,-S design beds be applied to any component. and are for"dry condition"g use. .0 7 4 co-, 9 8 Design assumes full bearing at all supports shown.Shim or wedge If p,. A.q TRANS I D: 412903 5.Comp tion,has no control over and assumes no responsibility for the necessary. " 'R y � V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of Puss,and placed so their center upon incide with 111111 I III IIIII IIIII IIIII IIIII IIIII IIII IIII e in Inches. MTek SA,Inc.SCSI, /CompuT us which Software 7 B 6(1 L)-E request 0.lines Fornter Ines. 9. bats isic cot size plf ateint design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 i2015 I 1E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -59/ 294V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -66/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" T T MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.2" Allowed = 0.197" MAX BC PANEL TL DEFL = -0.003" @ 2'- 0.6" Allowed = 0.197" 12 8.50[77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /- 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 o Truss designed for wind loads o o in the plane of the truss only. 4 o'ni o o/- (NI f(N O /- o o 111114 M-3x9 ; ), y 1-00 3-10-08 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - CJ1 a,t0 PRo e Scale: 0.6967 _v > `� j4 WARNINGS: GENERAL NOTES,unless otherwise noted: e.. t: uj/f�i r 67. f14. „ 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:92.0 PE 1� Truss: CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �wr�. DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous uact sheathing such las b aywgoe suired where s and/or drywell(BC). f r A ra" Po ty 9 3.I2xn Impact bridging or lateral bradng required where shown++ rye. SEQ. : 6120975 4.No load should be applied to any component until after all bracing and 4.Design ss of truss is the responsibility of the respective contractor. ,`+"• fasteners are complete and at no time should any loads greater than 5.Design assumes busses era to be used in a noncorrosive environment d OREGON .., TRANS I D• 412903 design bads be applied to any component. and are for"dry condition"of use. Hi 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 } '7 14 �,� �^^ etfabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateadobothdtface isprovided.truss, and A R r.y �� IIII I I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on faces of truss, placed so their center C d"1 TPINVTCA In BC51,copies of which will be famished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForrts basic connectorncate ize of plalate In inches. te design values see ESR-1311,ESR-1988 (Mak) EXPIRES:12/31/2015 (IIIIIIIIIIIII This designMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 59 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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 326V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -59/ 103V 0/ OH 1.50" 0.13 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 / MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 8.50[7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting N system and components and cladding criteria. 0 or.; Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oI (All 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. mo o i- 1 1 M-3x4 s- ), y bb 1-00 3-10-08 0-01-03 'PROVIDE FULL BEARING;Jts:2,4,3I '�"�0 PROP 's JOB NAME : 5017-D POLYGON - CJ2 Sale: 0.6641 .5 �`l/lZl7 �d-. WARNINGS: GENERAL NOTES,unless otherwise noted: c7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' 7,92$S E 1"-- Truss: Truss• C J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 00/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. P 9 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by `p DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). o' W.. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.1.* �t, SEQ. : 6120976 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 . W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L..h 4/ �O\ design loads be applied to any component. and are for"dry condition"of use. ,S/ }' 14.. Q" T RAN S I D• 412 9 0 3 6.Design assumes full bearing at all supports shown.Shim or wedge if p �'` fi 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'rl "'['s pt tS v fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1- J-t t t...1.- 6. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII'III'III'III TPek U A in nc./ copies of which will furnished upon request. 9.DIgitcoincide oinciate sizeofptlate tin erinches. M'Tek USA,InC./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-170) 145 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -55) 24 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 211V 0/ OH 1.50" 0.27 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" MAX TC PANEL TL DEFL = -0.005" @ 1'- 11.5" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 8.50 2 Design conforms to main windforce-resisting r o system and components and cladding criteria. o '' Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ,, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 rn o ridllNMIMIMIIMIMIIIII o ►� 510241 -, M-3x9 b b y y 1-00 3-10-08 2-01-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - CJ3 ,t, PRo s Scale: 0.5401 Cp• -_I` IN S,/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �' ' �`�l/lrl -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 '92,0P E 1-- Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. v^ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at .•"' DES. BY: EE is the respansiMlity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � r DATE: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such las bracing cing re aired where Cs shown drywell(BC). ....."411.10 Aa" Po LY 9 3.Zx Impact bridging or lateral required where ++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, if_ ,c/ SEQ. : 6120977 TRANS I D• 412903 design bads be applied to any component and are for"dry condition"of use. A 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if <1) '7 F ,�,� �"' fabrication,handling,shipment and Installation of components. necessary. 6.This design is famished subject to the limitations set forth by7 Design assumes adequate drainage is provided.? t I IIII I I III VIII VIII VIII VIII IIII III IIII 8.Plates shell be located on both faces of truss,and placed so their center 1 1 TPINVTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-238) 213 3-4=1 -88) 60 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 298V -66/ 202H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -179/ 2B9V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF 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" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" �0 MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" 0 12 8.50 p MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. Lo, o 3 o Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of �o (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), ou 0) load duration factor=l.6, of �� Truss designed for wind loads `� in the plane of the truss only. rn /- I ►� 5�� M-3x4 f- b b b b 1-00 3-10-08 9-01-03 [PROVIDE FULL BEARING;Jts:2,5,3,41 p P R Q� 'Ss JOB NAME : 5017-D POLYGON - CJ4 Scale: 0.4651 �c3'� �yGIN 4iT O GENERAL NOTES,unless otherwse noted: /'�� 1 WARNiNeS: ((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 � ± `P Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional tem nary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / w' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W SEQ. : 6120978 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j. , design loads be applied to any component. and are for"dry condition"of use. 4< 'N' ty-4. TRANS 1 D 412903 6.Design assumes loll bearing at all supports shown.Shim or wedge if {� !i S 5.f amp tion,has no control over and assumes no responsibility for the necessary. b I V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'i fl. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII IIII IIII IIIITPI WUCA in BCSI,copies of which will be furnished upon request. 9.lines scoincide liwith Jointtice ter lines. . 10. MITekUSA,Inc./COfnpuTfusSoftware7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 280 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -59) 27 ' BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -12/ 304V -85/ 256H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -170/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -144/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 10.0" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" 12 4 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50 p Ij NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o o', Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of o( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r I load duration factor=l.6, 0 1 3 Truss designed for wind loads °p in the plane of the truss only. 1( rn 0 1 f o 1 s- ►=� 6►� 0 M-3x4 /- ), ), b y 1-00 3-10-08 6-01-03 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - CJ5 Scale: 0.3991 �c,'t<' � }�rv}fi��``�siMY � WARNINGS: GENERAL NOTES,unless otherwise noted: CA/ 1//2+/ .y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "' '1920 0 P E r.. Truss: CJ5 and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ` , 'J 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as 04 plywood ing(TC)and/or drywall(BC). s,+" ,41.0" DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fa rc SEQ. : 612 0 9 7 9 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. 7L OREGON �l, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -7 1x ^V design loads be applied to any component. and are for"dry condition"of use. �1 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 2 b"f fabrication,handling,shipment and installation of components. necessary. s p t f1�, B.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedn assumes on on both faate ces of truss,and placed so their center 't'� L� v I IIII I I IIII III VIII VIII IIII IIII III IIIITPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center ones 9.Digits indicate size of plate in inches. MiTek USA,Ino/COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-359) 336 3-4=(-239) 199 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -91) 56 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 307V -101/ 303H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -168/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -191/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.7" -67/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 MAX TLLADEFLFLE-00I00002"I@IT-i LL=0.0" llowed O 8= 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.9" 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. i to Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N W load duration factor= I 0 o Truss designed for wind loads o OD in the plane of the truss only. rn 3 1 11 rn 0 1 r 6... 1 o M-3x4 .1 y .1 b 1-00 3-10-08 7-11-03 PROVIDE FULL BEARING;Jts:2,6,3,4,5 JOB NAME : 5017-D POLYGON - CJ6 PRt�,� os Scale: 0.3996 �� ill:///r. /0�� WARNINGS: GENERAL NOTES,unless otherwise noted: pc 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 7 92.0PE E Truss• CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bredng must be installed where shown t. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �+ po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „/ !! CC DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tM 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y meq_OREGON, +.<, SEQ. : 6120980 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / q k �0. design beds be applied to any component. Design are for"dry condition"gf use. TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.ndareassumes full bearing mail supports shown.Shim or wedge if Q 4, �Q+ fabrication,handling,shipment and Installation of components. 41R % p Po 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM?CA In BCSI,copies of which will be furnished upon request. Digs coincidenwith jointaete inches. in ches ' 9.Dies nicat size off pcto In . M iTek USA,InC./CofnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 416 2x4 KDDF #1fiBTR Ti 2- 3=(-1041) 426 9-10=(-2150) 4969 1- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 KDDF #10TR LOADING 3- 4=(-5505) 2261 10-11=(-2850) 6658 9- 2=1 0) 230 12- 6=( -377) 1643 WEBS: 2x4 KDDF STAND; LL = 25 PIE Ground Snow (Pg) 4- 5=(-6680) 2738 11-12=(-2737) 6417 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=(-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x4 KDDF 41&BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 0.0" TO 35'- 8.0" V 6- 7=( -60) 64 10- 4=(-1444) 769 2x4 KDDF STUD C BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 4-11=( 0) 240 TC LATERAL SUPPORT 24"OC. UON. TC CONC LL( 83.3)+DL( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1143/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For han ger specs. - See approvedVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 g P plans MAX LL DEFL = 0.334" @ 18'- 6.3" Allowed = 1.738" MAX TL CREEP DEFL = -0.612" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.102" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.152" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1-11-11 33-08-05 1-11-11 15-08-05 18-00 1-f08-0f2 6-08-14 6-08-14 6-X08-14 6-08-14 7-00-06 12 x+106.70# T 4 8.50 17M-4x6 M-5x6(S) 4x6 M-63 10 =-_M-6x6 -M6x6 M-6x10 M-3x6 ' M 7x8 6 7 N A •a + B \ + \/NI A+ A ,o 8**9 10 '(1,/ 12 *q3 M-3x4 -M-4x4 0.25 M-4x6 M-6x8 M-8x10 :=M-8x8(S) ), ), b 3" l y 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 35-08 y JOB NAME : 5017-D POLYGON - D1 ,S� N Q 6s Scale: 1/8" WARNINGS: GENERAL NOTES,unless otherwise noted: 1,4 :9:211:: -+6,„ 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 , I+Trus s: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during constmcticn2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional pe manent bracing of a o.c.and at 10'o.c.respectively unless braced throughout their length byEIScontinuous sheathing such es plywood airething(re s end/or drywall(BC). r, ,- ""DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ SEQ. : 6120982 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. EON /��fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, IX ._TRANS ID• 412903 design loads be applied to any component. and are for"dry condition"of use. G� AS.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifd .� "� fabrication,handling,shipment and installation of components. necessary, � ` R 'C' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �y IIII I VIII VIII VIII IIIA VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center r'i TPINVTCA In SCSI,copies of which will be famished upon request, lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E9.10.FForits basicicate connectorplze of alate In Inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIII Ts PAChiIFICdLnesigprRepBared from computer input by UMBE - C LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -620) 214 9-10=(-182) 201 9- 1=(-1551) 412 6-13=( -939) 300 2x4 KDDF #1&BTR Ti SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-745) 2471 1-10=( -320) 1268 13- 7=( -73) 820 2- 4=( -517) 203 11-12=(-894) 3323 10- 2=( -17) 158 7-14=(-2467) 616 WEBS: 2x4 KDDF STAND;NDR LONDIOG BC: 2x6 KDDF ST4- 5=(-2739) 674 12-13=(-833) 3204 10- 4=(-2233) 580 14- 8=( -191) 106 2x6 KDDF 1(2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3335) 774 13-14=(-563) 2122 4-11=( -18) 664 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2454) 579 11- 5=( -730) 207 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -56) 63 5-12=( 0) 160 12- 6=( 0) 272 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -236/ 1488V 35'- 8.0" -192/ 1508V -120/4/ 13 OH 5.50" 2.41 KOH ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 6.3" Allowed = 1.737" MAX TL CREEP DEFL = -0.313" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.046" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.076" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-11 31-08-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f TT load duration factor=l.6, 3-11-11 13-08-05 18-00 Truss designed for wind loads f - 1-08-02-03-09 4-05-05 6-08-14 6-08-14 6-08-14 7-00-06 T in the plane of the truss only. 4 '( T T T fff 2-00 T '( 12 8.50 p 3 M-4x6 M-3x8 M-3x4 M-5x6(S) M-3x4 M-3x8 M-1.5x3 2'y 4 5 6 7 8 iM-4x4 ... LG rr /.. 8 O 1 O Jf + II 0 o N A A t rn W 1:3° fg+* 10 11 12 13 41.4 M-1.5x3 M-3x4 0.25' M-3x4 M-3x8 M-4x10 M-7x8(S) .1 .1 , )' )' 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 J., 35-08 JOB NAME : 5017-D POLYGON - D2 Scale: D.1„1 vii/ 4G WARNINGS: GENERAL NOTES,unless otherwise noted -xc] 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 u' = $P E c Truss• D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brad must be Installed where shown+. Incorporation of component is the responsibility of the building designer. P n9 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'pc,and at 10'o.c.respectively unless braced throughout their length by i ilrse " DES. SY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �q .- DATE: 11/21/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON /, 118 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. "'� 1h ^V SEQ. : 6120983 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ��A Si y Z�\ S, design bads be applied to any component. and are for"dry condition"of use. V i'' y A. P TRANS I D• 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if !J 5.CampuTrus has no control over and assumes no responsibility for the necessary.RIO- 6. t \„ V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'i tl 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPA in BCSI,copies of which will be furnished upon request. y (ines coincide Digits Indicate size)ointtlate InrInches. M(Tek ek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LBM88R 1181213CIF5pATIONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1051) 367 9-10= WEBS: 2x4 KDDF STAND ( 294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 3- 4=(-1921) 541 10-11=(-325) 1919 9- 2=( -2) 421 LOADING 4- 5=(-1512) 460 11- 7=(-361) 1628 9- 3=(-1066) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1924) 499 3-10=( 0) 412 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2146) 526 10- 4=( -59) 157 TOTAL LOAD = 42.0 PSF 4-11=( -647) 200 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -186/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -194/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.738" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 19 08 10 9-11-11 load duration factor=1.6, ( Truss designed for wind loads 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 in the plane of the truss only. 1 4 T T T T T 12 M-5x6(5) 12 8.50 p M-4x6 M-4x68.50 M-3x4 V QNIIIIIIIIIIII M-15x3+ 6in 11 1.64mmM-1.5x3 M-3x8 0.25' M-3x8 M-3x57** o M-5x8(S) ), y 1, b ), 5-07-12 10-02-04 10-02-04 9-07-12 .1 35-08 y JOB NAME : 5017-D POLYGON - D3 E PR(1P Scale: 0.1757 N. f_i )N S� WARNINGS: GENERAL NOTES,unless otherwise noted: �4,? v`gaii /„'y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92 0 PE r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. r� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at .^" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by 45 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O. .. DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. : 612 0 9 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, �}� v tx A. design loads be applied to an component. and are for"dry condition"of use. �"' r'1� �. TRANS I D: 412903 5.Ca puTrus has nocontrol over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If db k 1 4, °' "�' fabrication,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequate onne both drainage iso truss,and �"�T n i y �. VIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located both faces of truss, placed so their center `7 i"t f.. TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in inches. 10.FFor basic connector its icate size oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIEIIIIIIIII This desiLUgnMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 435 10-11=(-134) 181 10- 1=(-1451) 468 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 11-12=(-385) 1809 1-11=( -286) 1149 2- 4=(-1061) 423 12-13=(-429) 1914 11- 2=( 0) 430 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1926) 629 13- 9=(-440) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=( 0) 425 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 12- 5=( -59) 157 TOTAL LOAD = 42.0 PSF 7- 8=(-1926) 602 5-13=( -655) 209 8- 9=(-2146) 626 7-13=( -136) 752 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -210) 193 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 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.737" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 15-08-10 11-11-11 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T 5-09-08 2-02 03 4-06-02 6-08-05 4-06-02 2 02-03 4-08-08 5 01 01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, 1' ( )' T Truss designed for wind loads 6-00 10-00 in the plane of the truss only. T f 3 6 f f 12 M-5x6(5) M-4x6 12 8.50 p M-4x6 M-3x4 0.525" 7 Q 8.50 o M-3x5 M1.5x3 i +, + e cs 0 i '0, O 1 rn 1M BI W • C f f- 0** 11 T 12 13 ++9 0 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 i M-5x8(S) y ), 1, 1' /' 5-07-12 10-02-04 10-02-04 9-07-12 b l 35=08 Scale: 0.1717 y�j� �G,N Q �6,�f JOB NAME : 5017-D POLYGON - D4 w f1f / , WARNINGS: GENERAL NOTES,unless otherwise noted: (,� � �PE 1••" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 92$Truss: D 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+, Incorporation of component is the responsibility of the building designer. P 2.Design assumes the top and bottom chords to be laterally braced at ��r 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A/.ilw1100 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). WW'- //�"" DATE: 11/21/2 014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a OREGON u,/ S E Q. : 6120985 CC 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. y A� 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� "7fi 1' ��.. design loads be applied to any component and are for"dry condition"of use. -7 F , (�ty. TRANS I D 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if nn�. V 5.CompuTrus has no control over and assumes no responsibility for the necessary. `�'I`'�1-?`I l„ V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. n b B.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 11110 I III VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. 9.IDigitsines cindiclate sizeith jof plate oint tin eriliiches. nes. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIIIIIIIIIIII This dFICesignLUMBER prepBared from computer input by - C LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2140) 467 1- 8=1-289) 1680 8- 2=( 0) 281 6-11=(0) 281 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1672) 490 8- 9=(-290) 1679 2- 9=(-469) 237 WEBS: 2x4 KDDF STAND 3- 4=1-1250) 462 9-10=1-170) 1324 9- 3=1-153) 613 LOADING 4- 5=(-1250) 462 10-11=1-288) 1619 9- 4=1-219) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1672) 490 11- 7=1-287) 1621 4-10=1-218) 107 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2140) 467 5-10=1-153) 613 TOTAL LOAD = 42.0 PSF 10- 6=(-470) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -214/ 1498V -236/ 236H 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -214/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" NOTE:Design assumes moisture content does 13-11-11 7-08-10 13-11-11 '( not exceed 19% at time of manufacture. 7-02-13 6-08-14 3-10-05 4-00-08 6-06-12 7-02-13 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 p 8.50 3 M 3x9 SM-4x6 Q 6 50 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), duration factor=l.6, .1(1ss designed for wind loads in the plane of the truss only. M-3x4M-3x4 2 6 o G } ;+ t. rn o k4 944 0494 B d o *f 8 9 10 11 7 o M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 M-3x5(S) y y /' 1, 1, 7-01-01 6-06-12 8-04-07 6-06-12 7-01-01 y y 1 15-08 20-00 y 35-08 JOB NAME : 5017-D POLYGON - D5 <<, PRo . 1s Scale: 0.1825 i\ �/ t�� WARNINGS: GENERAL NOTES,unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9.Z PE ^ Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by .rrl06, DATE: 11/21/2019 the overall structure Is the responsibility of the buildingdesigner. 2u Impact sheathing such l b acing re sheathing(TC)where s shownor drywell(BC), r+r r oe; tea" bePo ty 9 3.Installation n tmpact bridging or hlerel presto required where ec ++ .� CC SEQ. : 6120986 4.No bad should m applied to any component until after all bracing and 4.Instal n ass of truss Is the obe use the respective contractor. t,+ fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON\ bu TRANS I D: 412903 design bads be applied to any component and are for"dry condition'of use. �I �. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © �F 2,� ^�^ fabrication,handling,shipment and Installation of components. esessary leos 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassumes adequate bothc drainage is provided. 2*n 111111111111111111111 Vr 8. email be withhjoin on terfaces of truss,and placed so their center +:+i bt TPIMlTCA in BCSI,copies of which will be famished upon request. lines coincide joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E10.ForasiInc connectocate sizer plf alate in inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111111This LUMBER-BC TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 578 1-10=(-3B2) 1687 10- 2=( 0) 281 TC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-1672) 604 10-11=(-383) 1685 2-11=(-469) 229 BC: 2x4 KDDF ST3- 4=( 0) 0 11-12=(-255) 1327 11- 3=(-177) 624 WEBS: 2x4 KDDF STANDNDR LOADING 3- 5=1-1250) 550 12-13=(-387) 1619 11- 5=(-231) 137 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1250) 550 13- 9=(-386) 1621 5-12=(-231) 137 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 6- 7=( 0) 0 7-12=(-177) 623 8=(-1672) 604 12- 8=(-469) 229 TOTAL LOAD = 42.0 PSF 8- 9=(-2140) 578 8-13=( 0) 281 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1498V -237/ 237H 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -290/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" 15-11-11 3-08-10 15-11-11 MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" T NOTE:Design assumes moisture content does 7-02-13 6-06-12 2 02 03 1� 10 0 6-06-12 7-02- 13 not exceed 19% at time of manufacture. ( T 1�-10 OS 02 0Design conforms to main windforce-resisting 14-00 14-00 system and components and cladding criteria. T q 6 T 12 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M 4X6 M-3x4 M-4x6 Q 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 17 3 5 1 load duration factor=l.6, yr Truss designed for wind loads in the plane of the truss only. I M 3x4 s-3x9 o z t 0 13 *9 0 '� -i** 10 II M 3x8 M 1.5x3 M-3x5 0 6 M-3x5 M-1.5x3 M-3x8 M-3x5(S) 1 b ) ). b b 7-01-01 6-06-12 8-09-07 6-06-12 7-01-01 b b 1 15-08 20-00 b * 35-08 \NtO PR OPE- JOB NAME : 5017-D POLYGON - D6 Scale: 0.1688 �`i%%1 goy WARNINGS: GENERAL NOTES,unless otherwise noted: t,>; 11 P E t"' 44 17 1.Builder and erection contractor should be advised of all General Notes 1.This building conmponent Applicability of n theparameters parameters and andis proper an individual Truss• D6 and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. Aroor 2.254 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced al ✓ . 3.Additional temporary bracing to insure stability during construction 2'o.c,and et 10'o.c.respectively unless braced throughout their length by !� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impactlbridging ar lateral bracing required where shown++ective contractor. "17 • OREGON 4.No load should be applied to any component until after all bracing and 5.DesignI ation of assumes trusses are s is the to be used In a noof the n-corrosive ve environment, �'11t Z ' SEQ. : 6120987 fastenersare complete and at no me should any loads greater than and ra for"dry full bearing of use. /+( T k 14 �� A. design loads be applied to any component. 8. diar r"dassumes full bearing u all supports shown.Shim or wedge if y. TRANS I D: 412903 5.CampuTrus has no control over and assumes no responsibility for the necessa ` � fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 1111111111 11111 11111111111111111111 IIII IIIITPI A in copies of which will be(7.6.6(1 upon request. 9 lines Dig is coini late size joint center lae( inches. 10. lines. MiTek USA,Inc./nC./COmpuTfuS Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 I�IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 465 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9 3=( -71) 499 WEBS: 2x4 KDDF STAND 3- 4=(-1374) 471 10-11=(-171) 1386 3-10=(-656) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1375) 466 11- 7=(-268) 1600 10- 4=(-359) 1190 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1903) 479 10- 5=(-654) 289 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2116) 445 5-11=( -52) 493 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 11- 6=(-251) 206 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 1498V -324/ 3170 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" 17-10 MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" ( 17-10 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" T T MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 T 12f T f T f T MAX HORIZ. LL DEFL = 0.044" @ 35'- 2.5" 8.50 M-9x6 12 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" Q 8.50 NOTE:Design assumes moisture content does 9.0" 4 ,f, not exceed 19% at time of manufacture. '° Design conforms to main windforce-resisting 7 4.4.1141N system and components and cladding criteria. M Sx6(S) M-5x6(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, 5 Truss designed for wind loads oc 1* in the plane of the truss only. 0 co 0 M- 1.5x3 A ,M-1.5x3 - Allikk '..;.r.. .............,,..,...,,...,....... WA o o M-3x5 M-3x4 18.25" 11 eo M 3x9 M-3x5 0 M-5x8(S) .1 1. y ), 9-01-05 8-08-11 8-08-11 Cl Cl 9-01-OS 35-08 1-00 b 1-00 JOB NAME : 5017-D POLYGON - D7 ,i),0 PR(?p .. Scale: 0.1635 Co� ' / IN 6'f WARNINGS: GENERAL NOTES,unless otherwise noted N. v j//i� f"F' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T92.`['1 t� q\-- Trus .. s: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper r r�E 2.2u4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. .+' DES. BY' EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0a, arrlr. DATE: 11/21/2 019 the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheathing such las bracing requiredres shown drywell(BC). /r�rr Aa*^" S �1 ty 9 3.In Impact bridging or lateral bracing where shown++ -90 Cr EQ. : 6120988 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibisty of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G i1_OREGON L4 ,*5f TRANS ID 412903 design loads be applied to any component and are for"dry condition"of use. r/ 4 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '��` �' 2,d fabrication,handling,shipment and installation of components. necessary. ��. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. M`"R n I i I IIIIII IIIA VIII 11111111111111111111111111 r 8.Platesecoincidencil be with jointn on bothainess of truss,and placed so their center r 1 4 TPs in BCSI,copies of which will be famished upon request. lines loo center lines. 9. ches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor baits sic connector size f ate desiglate In n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design BER prepared-BC from computer input by IIIIIIIIIIIIII 1&BTR LOAD DURATION TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 65 2-10=(-251) 1804 3-10=(-251) 206 TC: 2x4 KDDF # INCREASE O0 1.C.1.15 2- 3=(-2116) 445 10-11=(-171) 1513 10- 4=( -51) 493 BC: 2x4 KDDF TSPACED 24.0" 3- 4=(-1902) 479 11-12=(-171) 1385 4-11=(-654) 289 WEBS: 2x4 KDDF STANDNTR LOADING 4- 5=(-1374) 466 12- 8=(-263) 1599 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1374) 466 11- 6=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1903) 479 6-12=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=(-2116) 445 12- 7=(-251) 206 8- 9=( 0) 65 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -281/ 1612V -329/ 329H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 17-10 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" 17-10 fMAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" T 6-01-13 5 09 09 5-11 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" f 5-11 f 5-09-04 T 6-01-13 f MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12 12 MAX HORIZ. LL DEFL = 0.043" @ 35'- 2.5" e.so p M 4x6 '7,18.50 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 4.0" NOTE:Design assumes moisture content does 5 not exceed 19% at time of manufacture. *S% Design conforms to main windforce-resisting M-Sx6(S) M-Sx6(S) system and components and cladding criteria. .25" 0M-25x6 2Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 47 )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ° Truss designed for wind loads in the plane of the truss only. 0 M 1.5x3 M 1.5x3 3 rn 0 I I n `e'w- 12 9 o l0 1 M-3M-3x5 ' o 0 ,�M-3x5 M-3x4 u.25" x9 M-5x8(S) .6 ), y 1 )' 9-01-05 8-08-11 8-08-11 9-01-05 y y 1 00 b 35-08 1-00 1 ��,p P R Qpe�� JOB NAME : 5017-D POLYGON - D8 Scale: 0.1572 `� .0,1 /,-, c....;.. WARNINGS: GENERAL NOTES,unless otherwise noted: [,� OPE 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 and Warnings before construction commences, building component.Applicability of design parameters and proper Trus s D 8 2,2x4 compression web bracingmust be Installed where shown+. Incorporation of component is the responsibilityof the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �+'r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). /,� r MOW.w DATE• 11/21/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -17 OREGON (5 �W 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. : 6120989 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, Gf {� �� end are for"drycondition"of use. O. 14 Q` design loads has applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 412903 5.CompuT us no control over and assumes no responsibility for the 1.- necessary. "�. fabrication,handling,shipment and installation of components. T,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 Iilllll I111111111111111111111 II VIII VIII VIII VIII VIII 11111111 TPek U A In nc./ copies of which ft 11 be furnished upon request. y lines tscoiin indicate sith Joint of plate cIn enter lines.MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 70.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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C, WEBS: 2x4 KDDF STAND 2- 3=(-3257) 814 19-15=(-592) 2321 3-15=(-542) 170 11-21=( 0) 250 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25LOADING 4- 5=(-1875) 645 16-18=(-314) 1567 4-16=(-466) 174 .0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8-10=(-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 POE Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 M-1,5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 0-06-07 2-02-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 15-11-11 3-08-10 T T 15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09 4-06-04 4 06 09 1-07-12 9-08 03 3-00-07 5 06 12 6-02-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 'f T T T T ( f f f f 12_00 MAX LL DEFL = -0.102" @ 13'- 7,0" Allowed = 1,737" f12-00 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" 12 M-9x6+ M-4x6+ T T MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" M-3x8 12 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 8.50 p M-3x4A111111111116 4.11..........NO.25" Wind: 4.11..........4.11.......... Q 8,50 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ, TL DEFL = 0.110" @ 35'- 2.5., M-4x6 NOTE:Design assumes moisture content does M-5x6(Snot exceed 19% at time of manufacture. 0.25M-5x6(5) Design conforms to main windforce-resisting system and components and cladding criteria. 140 mph, h=25,5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, ,-, �c; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, M 3x4 Truss designed for wind loads 3 in the plane of the truss only. • M-3x6 �i� rn 1 2xwed e 15 �" ---�_` o 4 is M-3x8 01 17 19 eu 21 3 o o M-5x6 o M-1.5x3 M-5x6 0.25' M-1.5x3 M-3x5+`� I M-1.5x9+M 1.5x9+ M 5x8 0 = 3.75 M-5x8(S) 12 1 1 1 1 1 1 1 1 1 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 1 1 1 1 2=05-08 10-11-12 22-02-12 y 00 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D9 oh V PIQ�F Scale: 0.1504 c� -`///(N `r0 WARNINGS: GENERAL NOTES,unless otherwise noted: <451 NJ.f ,rile i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. ±92®`P G. T+" Truss: D 9 and Warnings before construction commences. building component.Applicability of design parameters and proper L. 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction •2•Design assumes the top and bottom chords to be laterally braced at .r^ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c. as plywood unless braced throughout their length by 41.0000. DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuousxsheathing such bracing re sheathing(TC)red where s and/or drywall(BC). / r Po ty 9 3.In Impact bodging is laterale ponsibi ity of the where shown+* �,... SEQ. : 612 0 9 9 0 4.No load should be to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7L A_ \� �44/ TRANS I D: 412903 design loads be applied to any component. and are for"dry condition"of use. �h q., \t*.T 4 2Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V -7 fabrication,handing,shipment and Installation of components. necessary. 6.This design is furnished subject to the imitations set forth by8.Designlatesassumes adequate onne drainagecis provided.a. �"`r'7 `�� 1 1111111 III VIII VIII VIII P1 VIII IIII IIII 8.Plates shall located both faces of truss,and placed so their center TPIMlTCA in BCSI,copies of which will be famished upon request. lines coincide with joinpt late center lines. M iTek USA,InC./COmpuTrus Software 7.6.6(1 L)-Z9.10.Forits bas cindicate conneize of ctor plate desigin nches.P 9 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1875) 645 16-1B=(-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD - 42.0 PSF 8-10=(-1351) 554 21- 12=(-398) 1636 1-21=1-399) 1635 7- 18=( -34) 300 0) 80 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 NOTE:FLATT9 BRACING AT E4SOC UON. FOR 10-11=(-1770) 616 18- 8=(-123) 124 ALL TOP CHORD AREAS NOT SHEATHED19- 8=( -71) 139 BOTTOM CHORD CHECKED FOR A 20 PSF LIMIIBC STORAGE 12-13=( 2150) 58365 B-20=(-435) 140 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-20=1-156) 652 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-0-1' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-08-10 13-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 f MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 2-09 4-06-04 4-06-04 1-07-12 4-08-0302-03 5-06-12 6-02-13 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" T T 4-08-03 , 2-02-03 T MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12 00 12 00 T f T MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" 12 M-3xf9 9 12 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" M-9x6 Q 8.50 NOTE:Design assumes moisture content does 8.50 7 M-4x6 M-3x8 g 5 6 84 0 not exceed 19% at time of manufacture. M-5x6(S) ...� Design conforms to main windforce-resisting M-Sx6(S) system and components and cladding criteria. 0.25" rn 0.25" Wind: 140 mph, h=25.Sft, TCDL=9.2,8CDL=6.0, ASCE 7-10, of �. 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� + + ^'c load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M-3x4 3 �M 3x6 __c' 9 1pp ,-1-. i _� xwedge M 3x9 M-3x8 )-181: i �3o M-5x6 ? 321iic,M 15x3 M-5x6 0.25' M=15x3 M-3x5 M-1.5x9+M-1.5x4+ M-5x8 a 3.75 M-5x8(S) 12 2-05-08 9-06-04 4-08 1-11-09 4-11-02 5-06-02 5-06-12 6-01-01 y y 2-05-08 10-11-12 22-02-12 y 00 1 b 1-00 35-08 1-00 �� wRQF�s� JOB NAME : 5017-D POLYGON - D10 Scale: 0.1504 ,,`i(WoE' WARNINGS: GENERAL NOTES,unless otherwise noted: (t* ±9 ,P {' 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• D10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown r, 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 po ry g b 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /', rr.,. die DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(TC)and/or drywalt(BC). DATE: 11/21/2019 the ova all structure Is the responsibility of the building designer. 3.2x Imppactbridging or lateral bracing required where shown v r ,4 OREGON �4 SEQ. : 6120991 4.No load should be applied to any component until after all bracing and 4.Installation of truss is theresponsibllty of therespective connector. y ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,/,... 'Zi,, a design loads be applied to any component. and are for"dry condition"of use. 4 '7 j A t�. TRANS I D: 412903 6 Design assumes full bearing at all supports shown.Shim or wedge if p,f�y 5.fabrication, hes lin,shipment over and assumes no responsibility.for the .necessary. '"!'i RIO.. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPA in BCSI,copies of which will be furnished upon request. 9 (ines Digits coincide ate sizejoint plate In lines.. 10. n MiTek ek USA,Ino./COfnpuTfus Software 7.6.6(1 L)-E 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3258) 693 11-12=(-480) 2296 3-12=(-538) 174 7-17=(-424) 113 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 523 12-13=(-314) 1786 12- 4=( 0) 292 8-17=(-153) 653 LOADING 4- 5=(-1876) 526 13-15=(-200) 1568 4-13=(-465) 194 17- 9=(-376) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-1459) 484 14-16=( -7) 50 13- 5=(-234) 862 9-18=( 0) 250 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1568) 511 16-17=(-205) 1564 13- 6=(-492) 164 TOTAL LOAD = 42.0 PSF 7- 8=(-1352) 466 17-18=(-306) 1638 6-15=( -23) 286 8- 9=(-1772) 504 18-10=(-304) 1640 14-15=( 0) 80 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSE Ground Snow (Pg) 9-10=(-2160) 476 15-16=(-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=(-106) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 214H 5.50" 2.58 KDDF ( 625) For hanger specs. See approved plans 35'- 8.0" -224/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 11-11-11 11-08-10 11-11-11 fNOTE:Design assumes moisture content does 2-09 4-06-04 4-08-07 105-09 5-02-10 5-02-10 5-06-12 6-02-13 not exceed 19% at time of manufacture. T T T T T f T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 8.50 1 s M-36x4 M-3x8 M-4x6eQ 8.50 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, NM=5x6(5) ... (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), M Sx6(S) load duration factor=l.6, 0.25" Truss designed for wind loads q in the plane of the truss only. O, ,o.. 0.25" o +. 9 Iks3 .+ 4 0 + 0 o, M-3x4 3 • M-3x6 v 12 .e i. o 2xwedge M-3x4 M-3x8 0 1s14 16o ie 1i* o M-5x6 OM-1.5x3 M-5x6 0,25 t M-1.5x3 M 3x5 0 M-1.5x4+M-1.5x4+ M-5x8 a 3.75 M-5x8(S) 12 2=05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 y 3, y 2-05-08 10-11-12 22-02-12 1-00 35-08 y JOB NAME : 5017-D POLYGON - D11 pRop fs Scale: 0.1510 C3' ..AGI NPL, �/ WARNINGS: GENERAL NOTES,unless otherwise noted: C(,p /1:/27/ 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Qz .92`®PE r" Truss: D 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheething(TC)and/or drywell(BC). NOW,. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ilf SEQ. : 612 0 9 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respobe ty of the respective contractor. .�G` OREGON /, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, '7 ^V TRANS I D• 412903 design loads be applied to any component. and are for"dry condition"of use. h S.CampuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "0 14ty fabrication,handling,shipment and Installation of components. necessary. (y,C. 7.Design assumes adequate drainage is provided. 'f!' �y r�t i �' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l l t'S 1 1.. III I I III VIII IIII VIII VIII VIII IIII IIIITPIA TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. MiTek USA,inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31,/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-13=(-732) 2598 13- 3=(-185) 839 10-19=(-196) 833 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3318) 955 13-14=(-667) 2345 3-14=(-592) 278 19-11=(-117) 134 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 678 14-16=(-610) 2522 14- 4=(-166) 911 2x4 KDDF #1&BTR A LOADING 4- 5=( 0) 0 15-17=( -29) 118 14- 6=(-992) 300 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1761) 604 17-18=(-554) 2371 6-16=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2514) 817 18-19=(-520) 2121 15-16=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2140) 716 19-12=(-455) 1604 16-17=(-528) 2269 8-10=(-1560) 551 16- 7=( -81) 220 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=(-162) 146 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-1981) 625 7-18=(-360) 64 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2127) 640 18- 8=( -6) 345 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-873) 269 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -323/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -279/ 1498V 0/ OH 5.50" 2,40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" 9-11-11 15-08-10 9-11-11 NOTE:Design assumes moisture content does 2 09 5-00-08 2-02-033-05-09 5-03 4-09-12 1I' T 02-033-10-04 3-11-05 not exceed 19% at time of manufacture. T T T T T T L-02-0 f ' '1 Design conforms to main windforce-resisting 8-00 8-00 system and components and cladding criteria. M-5x8(S) 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 5 9 Q 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 850. M-4x6 load duration factor=1.6, M-3x4 0.25" M-3x9 0 4x6 Truss designed for wind loads ` 6 0 , in the plane of the truss only. o M-1.5x3 i 1 o M-3x5 A t 3 m .. ^� o M3x6 _ T1 A o � '3 2xwedge M-34x8 0 1615 17 m 19 **12 -, M-5x6 of M-1.5x3 M-3x8 0.25�� M-3x8 M-3x5 1 M-1.5x4+M-1.5x4+ M-5x8 ..3.75 M-5x6(S) 12 2-05-08 5-02-04 5-11-04 b 4-11-08 4-08 4-09-12 7-07-12 l y 2- 05-08 10-11-12 22-02-12 b 1-00 35-08 JOB NAME : 5017-D POLYGON - D12Scale: 0.1445 �Lr tNGIN w 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 C .9210 PE c Truss• D12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown-r-. 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 borism chords to be laterally braced at DES. BY: EE p ry 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by dr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 11/21/2014 the overall structure Is the responsibility 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 all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 6120993 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� t 2 4. design loads be applied to any component, and are for"dry condition"of use. L.4 ) 1 4 °� TRANS I D• 412903 8.Design assumes full bearing at all supports shown.Shim or wedge If {3 5.CompuTrus has no control over and assumes no responsibility far the necessary. ryry T"' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided R f-t I I\" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA In BCSI,copies of which will be furnished upon request. 0. (Digi nidicate sizelof plate inrinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-637) 2598 11- 3=(-156) 839 16- 7=( -13) 345 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3318) 807 11-12=(-581) 2345 3-12=(-590) 294 7-17=(-873) 238 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 541 12-14=(-477) 2522 12- 4=(-144) 911 8-17=(-179) 833 2x4 KDDF #1&BTR A LOADING 4- 5=(-1761) 503 13-15=( -23) 118 12- 5=(-992) 271 17- 9=(-129) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2514) 685 15-16=(-436) 2371 5-14=( 0) 285 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 602 16-17=(-388) 2121 13-14=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1560) 462 17-10=(-373) 1604 14-15=(-415) 2269 8- 9=(-1981) 510 14- 6=( -50) 205 LL = 25 PSF Ground Snow (Pg) 9-10=(-2127) 530 15- 6=(-162) 146 NOTE: 2x4 BRACING AT 24"0C UON. FOR 6-16=(-360) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -247/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 19-08-10 7-11-11 Design conforms to main windforce-resisting T system and components and cladding criteria. 2-09 5-02-11 5-05-09 5-03 4-09-12 4-04-08 3-10-04 3-11-05 T '( T 1' T T T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) load duration factor=l.6, 8.50 p M 4x6 M-3x4 0,25" M-3x4 M 4x6 Q 8.50 Truss designed for wind loads 5 6_ 7 in the plane of the truss only. N NN___79 oM-1.5x3 1 M-3x5 A0r,M-3x6o � Ao�' 12xwed e 12r�19: I /a M-5x6 9 M 3x6 csM-1135x3 M-3x8 0.25'6 M-3x8 M-3x5 ti' o M-1.5x4+M-1.5x4+ M-5x6(S) . 3.75 M-5x8 12 l l l l l l l l )2-05-0 y 5 -02-04 5-11-04 l 4-11-08 4-08 4-09-12 7-07-12 l l )2-05-08 10-11-12 22-02-12 1-00 35-08 l JOB NAME : 5017-D POLYGON - D 13Sale: 0.1706 < N 0 �s/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4 /1�(://i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4: ' .92 0 OPE. r''' Truss: Dl 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ate. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SrARlrr.= "�""�� DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown* y/ 4C, ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 0 SEQ. : 6120994fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, .4„ V OREGON�N ! b A. TRANS I D• 412903 design loads be applied to any component. 6.Design assumand are for es fulldbeadn of all supports r3�� 4. S.CompuTrus hes no control over and assumes no responsibility for the 9 g ppods shown.Shim or wedge if C 14 ,- bo fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth by7.Designlaesassumes adequateatedon both drainage iso truss,and. 'L`a 1^s}Y �,,. IIII I I III I III VIII III I III I(IIII IIII IIII 9 1 8. Digits shall be located both faces of truss,and placed so their center +lit 4 TPIMffCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' EXPIRES:12/31,2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-11=(-2038) 5418 11- 3=( -602) 1690 15- 8=( -380) 1154 BC: 2x6 KDDF #1&BTR 2- 3=(-6808) 2396 11-12=(-1840) 4884 3-12=( -640) 246 8-16=(-1672) 904 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5164) 1894 12-13=(-2578) 6210 12- 4=( -710) 2188 16- 9=( -618) 2136 2x4 KODF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4194) 1584 14-15=( -152) 376 12- 5=(-2618) 1316 9-17=(-4404) 1898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V5- 6=(-7530) 3110 15-16=(-2410) 5784 5-13=( -660) 1714 17-10=( -310) 230 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V6- 7=(-7458) 3080 16-17=(-1544) 3584 14-13=( 0) 112 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V7- 8=(-6734) 2782 13- 6=( -524) 392 8- 9=(-4818) 1946 13- 7=( -348) 814 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -58) 68 13-15=(-2616) 6450 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-15=(-1174) 716 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1038/ 3041V -88/ 162H 5.50" 4.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1245/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. rOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' J,- Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -i'- 0.0" Allowed = 0.100" \/'�/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" /AV/�\ 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.239" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.949" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.076" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.119" @ 35'- 4.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 29-08-05 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-09 3-00-08 3 09-19 3-11-10 4-11-08 5-09-11 5 06-03 5 09-11 load duration factor=1.6, vertical(s) are exposed to wind, 1 T 320# 1 Truss designed for wind loads 12 M-5x6(S) in the plane of the truss only. 8.50 7 M-4x6 M-3x4 M-1.5x3 0.25" M-3x4 M-3x8 M-1,5x3 5 6 7 8 9 10 a M ;;;411111111111111r1411111111111111111111r.' . cli 0lVir-'-- i- ' M o o . M 3x6 ., Q V- 12xwedge 12 r_. 13' e 14 15 1� o -_-_.M-6x6 M 3x8 o M-7x8 M-4x12 0.2546 M-3x8 M-1.5x9+ M-1.5x9+ M-1.5x3 M-7x8(S) a 3.75 .1 * 12 * b 1 / / 2-05-08 -02-04 7-11-04 y 5-01-04 8-05 8-06-12 y b 2-05-08 10-11-12 22-02-12 l 1-00 35-08 JOB NAME : 5017-D POLYGON - D14 toPROre Scale: 0.1647 , 1.N/� q `( WARNINGS: GENERAL NOTES,unless otherwise noted. 4 . .g r g E 44 '�1r 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual J ff Truss: Dl 4 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporarybracingto insure stability duringconstruction 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 f,++ x ! it DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON lCC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibidty of the respective contractor. ^V SEQ. : 6120995 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, �i design bads be applied to any component and are for"dry condition"of use. X41 �'' 1 4 '?- 1?..,, TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.aDesign ndnecessary.ssumes full bearing at all supports shown.Shim or wedge if q� fabrication,handling,shipment and installation of components. 'v/�4"h RIO- 6. pm P° 7.Design assumes adequate drainage is provided. +l 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 IllI VIII VIII IIIII III I VIII IIIIIIIIIIIIITPIMITCA in BCSI,copies of which will be furnished upon request. 9IDIgits indicate sizes coincide with ofplate innt rInches. MITekUSA,Inc./CompuTrusSoftware+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IZitt SIlZQ1.J IillIIi11 ThisPACIFIC desigLUMn BER-Bprepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX) MEMBER FORCES- ) 9W6-5=) 0) 18 BC: 2x4 KDDF #1&BTR 2-3=( 0) 65 5-7=(-85) 96 5-3=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3-4=(-133) 24 5-7=(-85) 148 3-7=( 0) 50 LONDIOG TC LATERAL SUPPORT <= 12"0C. UON. 3-9=( -33) 36 3-7=(-157) 90 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 352V -34/ 113H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -94/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 5.6" Allowed = 0.078" 8.50 MAX BC PANEL TL DEFL = -0.002" @ 3'- 12.0" Allowed = 0.164" MAX HORIZ. LL DEFL = -0.006" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 5.6" I NOTE:Design assumes moisture content does M-4x6 not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. o 110' I Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o ll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7 Truss designed for wind loads pp in the plane of the truss only. o� 7►-� m� M-1,5x3 N BO M6-3x4 M-3x4 M-3x5 1 ). y b 2-03-12 3-01-13 0-06-07 b b / 1-00 b 2-05-08 3-06-08 PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5017-D POLYGON - DCJ2 0OPRUF Scale: 0.5479 $<5> wccJ WARNINGS: GENERAL NOTES,unless otherwise noted: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 72 4 1/27 /4r- 1, "oc Truss: DCJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper t LL 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuousiactsheathing such l acing required when e)and/or dryweli(BC). r rr,• Ira t�. Po N 9 3.t2xo Impact bridging or lateral bracing required where shown++ -110 * Fy,... S E Q. : 6120996 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 4.0 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, ", OREGON � TRANS ID: 412903 design loads be applied to any component, and are for"dry condition"of use. i 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '�, ) 7 4 2„Q. ^ fabrication,handing,shipment and installation of components. necessary. 6.This design is tumished subject to the Imitations set forth by7.Design assumes adequate drainage isruns.provided. y IIIIII IIII VIII VIII 1111111111 III VIII VIII IIII IIIIr 8.ties incil be withn on both ss otruss,and placed so their centerR TPI/WTCA in BCSI,copies of which will be furnished upon request. Noes coincide joint center lines. M iTek USA,Ino./COfnpuTrus Software 7.6.6(1L)-Z9.Digits indicate size of plate in Inches. 10.For basic connector plte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111111This LUMBER-BC BTR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS1-2=( 0) 65 2-6=(-138) 172 6-5=1 0) 18 TC: 2x4 KDDF 61LOAD DURATIONINCREASE" 0.0.0 1.15 2-3=(-263) 57 5-7=(-218) 267 5-3=( 0) 51 BC: 2x4 KDDF ST&NTR SPACED 299..0" 3-4=( -73) 59 3-7=(-284) 232 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. 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 BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 395V -51/ 159H 5.50" 0.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 5.6" -11/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -63/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.013" @ 2'- 3.8" Allowed = 0.259" T 1' MAX TL CREEP DEFL = -0.016" @ 2'- 3.8" Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.015" @ 5'- 5.6" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 5.6" 8.5017 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 4x6 I load duration factor=l.6, II Truss designed for wind loads m in the plane of the truss only. 4O 0 I O s- ' 'm M-3x9 M-1.5x3 of 6 0 M-3x4 M-3x5 'PROVIDE FULL BEARING;Jts:2,7,4' to pRope 1 1 1 1 2-03-12 3-01-13 0-06-07 1 ) 1 1 1-00 1 2-05-08 3-06-08 1 6-00 JOB NAME : 5017-D POLYGON - DCJ3 Scale: 0.4837 �� fi SIN , WARNINGS: GENERAL NOTES,unless otherwise noted: T.C `P 44 -11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper .,r^ Truss: DCJ3 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „rNr,r •Ass'..'" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / rC DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � �t,. 4.No loade should arbe applied to any time should untily after all eater g and 4.5.Desi Ilation of n assumes trusses aIs the re to be responsibility of In a non-corrosive he env environment, ��©• /-A1 i, 1 ' �� ^V SEQ. : 6120997 fasteners are complete and at no time should any loads greater than end ere for"dry condition"of use. l design loads be applied to any component, 6.and assumes full bearing at all supports shown.Shim or wedge If f}�C* i f�j TRANS I D: 412903 5.CompuTrus has no control over end assumes no responsibility for the necessary. c y�t fabrication,handling,shipment and installation of components. �,Design assumes adequate drainage is rovlded. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center upon s coincide with joint center lines. 11111111 III IIIA VIII IIIA VIII'VI'I'I 1111 TPINVTCA MiTek SAinIBC./CompuT S iSoftware r 6 CSI,copies of whch will be hed L)-Z request. 1 I9.For D g ts basic co?0ctore size of late In inches. plate design values see ESR-1311,ESR-1988(MiTek) i EXPIRES:12,31,2015 IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(-101) 156 7-6=( 0) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-239) 47 6-8=(-160) 242 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-162) 130 3-8=(-257) 170 LOADING 4-5=( -58) 25 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 383V -6B/ 207H 5.50" 0.61 KDDF ( 625) 5'- 5.6" -8/ 126V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -137/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f 5 MAX LL DEFL = 0.010" @ 2'- 3.8" Allowed = 0.254" -, MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" 12 MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 8.50 p NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting '1 system and components and cladding criteria. m m o Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 01 t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oI `n load duration factor=1.6, o1 M-9x6 Truss designed for wind loads fl 3 in the plane of the truss only. 111111112611*....- rn A9N m I 9 PAIo M-1,5x3 1 .63.1...w2 0 4 o M-3x4 M-3x5 1, ,1 .1 y 2-03-12 3-01-13 0-06-07 , ,1 /, 1, 1-00 , 2-05-08 5-06-03 , y 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : 5017-D POLYGON - DCJ4 Scale; 0.3619 p' p pN rrItts OF`'i� WARNINGS: GENERAL NOTES,unless otherwise noted: ,, /UP 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' '920 S P E cr." Truss: DCJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ",e , .Ar!.. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4 OREGON fRCr SEQ. : 612 0 9 9 8 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 412903 design loads be applied to any component. and are for"dry condition"of use. LA_/ 74 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge if ',.0 14 1?.. fabrication,handling,shipment and installation of components. necessary. �` 8.This design Is furnished subject to the limitations set forth7.Designlatesassumes adequateatedon bothfaces drainage isotrus,provided. `✓( ` t` �. VIII I III VIII VIII VIII VIII VIII IIII IIII 9 I by 8.Plates shall be located faces of truss,and placed so their center Ib TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines,9.Digits Indicate size of plate In inches. MiTek USA,11C./Compulrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/'2015 II II II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 14168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=( -84) 149 7-6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 98 6-8=(-133) 231 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-9=(-236) 199 3-8=(-296) 192 LOADING 4-5=( -90) 59 TC LATERAL SUPPORT <= 12"OC. DON. 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" -26/ 377V -85/ 256H 5.50" 0.60 KDDF ( 625) 5'- 5.6" -7/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -64/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' 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" 9-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T - MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" f 5 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.339" i( MAX HORIZ. LL DEFL = 0.010" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 8.507 Design conforms to main windforce-resisting system and components and cladding criteria. rm 0 o Wind: 140 mph, h=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, of Truss designed for wind loads 1 in the plane of the truss only. 0 M-4x6 3 NEMOMMEMMEMM „ �o A. r,� o 8►- . ,, o ' M-1.5x3 iM23x4 0 o M-3x4 M-3x5 f- ,1 1 .1 1, 2-03-12 3-01-13 0-06-07 b b /' /, 1-00 2-05-08 7-X6-03 ,, y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : 5017-D POLYGON - DCJ5Scale: 0.3336 �5'� ,,GIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '((�]]rrr/r��P/iT7 1-27 pC 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ✓ 0 OPE Truss: DCJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporarybract to Insure stabilityduringconstruction 2•Design assumes the top and bottom chords to be laterally braced at .fir• bracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r 4�, "'"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). �." DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON CC 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. 7 W SEQ. : 6120999 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� �� \ design bads be applied to any component and are for"dry condition"of use. TRANS I D• 412903 8.Design assumes full bearing at all supports shown.Shim or wedge If {3„ 5.CompuTrus hes no control over and assumes no responsibility for the necessa f"'�y tb-� i �'' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. -'"fI i�.S \_.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI k U Ain BCSI,copies of which will be furnished upon request. 9.linescoincide indicate with zejointtlate inriliiches. EXPIRES: p �}jry•t qn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) CI1 I RES:12/3 1/201. IIIIIIIIIIIIII Th PAis dFICUMBEeLsign prepared from computer input by CIR-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER -100) 9WR 8- 7=( =1 1- 3=( 0) 65 2- 9=(-157) 160 7- 3=( 0) 18 BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 4=(-291) 151 7- 9=(-157) 248 3- 9=( 0) 50 LOADING 4- 4=(-291) 257 3- 9=(-269) 167 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-154) 125 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -54) 25 TOTAL LOAD = OVERHANGS: 12.0" 0.0" 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 379V -103/ 307H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.6" -13/ 123V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -175/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -137/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -22/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f 6 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 = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.014" @ 5'- 5.6" 12 8.50 p NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 4 I o Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 3 411110211011*...... o M-1.5x3 , 1 M 3x9 MJ3x9 M-3x5 b b 1 J- 2-03-12 3-01-13 0-06-07 1-00, 2-05-08 9-06-03 l y 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,9,4,5,61 JOB NAME : 5017-D POLYGON - DCJ6 �RQF Scale: 0.2909 WARNINGS: GENERAL NOTES,unless otherwise noted: �(, �l J�t/ 1.Builder and erection contractor should be advised of ail General Nates 1.This design is based only upon the parameters shown and Is for an individual •92 0 0 P E 1... Truss: DC J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,✓ ° DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4114 DATE: 11/21/2019 the overall structure is the responsibility of the buildingdesigner. lx impact sheathing such las bracing requirede sheathing(TC)where s and/or drywall(BC). a., P° b 9 3.2x Impact bridging or lateral bradng where shown++ SEQ. : 6121000 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor 4, 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. A OREGON b ^tF TRANS I D: 412903 design loads be applied to any coop onent. and are far"dry condition"of use. �l 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � 'q}f 4 { fabrication,handing,shipment and installation of component. necessary. yr 6.This design is furnished subject to the Imitations set forth by7.DesignPlates shall be assumes adequate on drainage h cis truss,a. S IIII I III VIII VIII VIII VIII VIII IIII IIII TPIiWTCA in BCSt,copies of which will be furnished upon request. 8 nes coincide with joinf ptt center lelinesg of and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z late In Inches. 10.For9. basic its ic conneccate size tor design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111This LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-4=(0) 02-3=(-85) 49 BC: 2x4 KDDF #1031R SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -102/ 406V -19/ 86H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -91/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.119" MAX BC PANEL TL DEFL = 0.007" @ 1'- 8.5" Allowed = 0.339" MAX BC PANEL LL DEFL = 0.014" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" '( MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 NOTE:Design assumes moisture content does 8.50 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 :;-' Truss designed for wind loads in the plane of the truss only. M N 0 0 I f 3 4 0 M-3x4 f 1-06 PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME : 5017-D POLYGON - DJ1 Scale: 0.6119 ,`3AGN /P 4 pit/ 1 X44ill 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 !920 0 PE r Truss• DJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 corn pression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. �r p2.Design assumes the top and bottom chords to be laterally braced at srrlalr►. 3.Additional temporary bracing to Insure stability during constmdion y o.c.and at 10'o.c.respectively unless braced throughout their length by r ;. . .•��a�"'''°'"' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON-111 b �!, CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `}"� P� j4 W SEQ. : 61210 01 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, -if and are for"dry condition"of use. P design loads be applied to any card assut. 8.Design assumes full bearing al e8 supports shown.Shim or wedge If A TRANS I D: 412903 5.Comp tion,has no control over and assumes no responsibility for the necessa R D t ice\ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI k CA BCSI,./ copies rwhiSh Will arfurnished 7.6. (1 uponL)-E request. 9.lines basic indicate size of plate de with joint cin enter values TCAUSA,In o,7COmps ofwhich Software rni had L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) EXPIRES:1Z/3i% 0 VI''''M1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 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" 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 = 0.122" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" '1 1' A- 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.50 17 j NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ', load duration factor=l.6, ,s, i Truss designed for wind loads o ro in the plane of the truss only. M o u7 7/- .,,./- O cD M-3x4 A- 1• 1, y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - DJ3 �� ° PRQFs Scale: 0.5141 C� ](jJ,�N/ �/ WARNINGS: GENERAL NOTES,unless otherwise noted: <{,r�� //�/ jq 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Q' ! 2`�o- { Truss: DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at d DES. BY EE 3.Additional temporary bracing to insure stability during construction " ✓ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ething(re and/or drywell(BC). ,/f ppr DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ p SEQ. : 6121002 It 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 OREGON�� 4, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ^, TRANS I D• 412903 design bads be applied to any component and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 fabrication,handling,shipment and Installation of components. Desessary. . i le 5. 6.This design is furnished subject to the limitations sat forth byg7.Plates assumes adequateododrainageciso provided., �j�»,t` 1.. I'VIII I III VIII VIII VIII VIII VIII'III Ilii 9 ) 8 Plates shall be located on both faces of truss,and placed so their center a(t r TPIM/ICA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 37BV -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. q -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.448" Z MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL6.0, ASCE 7-10, o, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), odfirussdesignedforo6windloads in the plane of the truss only. r y ,l ,1 3- 1-0 o 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 v0 PR JOB NAME : 5017-D POLYGON - DJ4 INI $ Scale: 0.4653 �CJ� . �, WARNINGS: GENERAL NOTES,unless otherwise noted: a.9��"�/ pr- ` 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 4t' ' $t"E r Truss• DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' 4,40101.1r DES. BY: EE 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 po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** � t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i` ^4/ SE • 6121003 fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used In a noncorrosive environment, �L '/f +X .6* 4• • and are for"dry condition'of use. ' 14 TRANS ID: 412903 design beds a no to any card assn 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus hes no control over and assumes no responsibility for the necessary. b�y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �r7 RRIt -. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon s coincide with joint center lines. IIIIII VII I III(IIII VIII VIII VIII IIII IIII M Te USA,Inc./CompuTrus TPI/VVTCA in BCSI,copies of (Software 7.6 6(1 L)E request. 1g Farb Indicatecoector plalate in inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=)I) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-267) 244 TC LATERAL SUPPORT <= 12"0C. UON. 3-9=( -98) 45 LONDIOG BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) 0'- 0.0" -22/ 375V -84/ 246H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" --55/ 391V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AX 4 ->' MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1333" MAX TC PANEL LL DEFL = 0.047" @ 3'- 4.9" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o, 0 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=l.6, ,1 o Truss designed for wind loads of O1 in the plane of the truss only. 00 rn 0 of .. 5�� -y M-3x4 /- ). ) ,6 b 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - DJ5p PRQF e Scale: 0.3942 - (N �0 WARNINGS: GENERAL NOTES,unless otherwise noted: �L4�� `/f,fI,il/ f l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92$$P E Truss: DJ5 and Warnings before construction commences. building component.Applicability of design parameters and prover 2.2x4 compression web bracing must be installed where shown u. 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 1' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. 20 Impact sheathing such as b acingoe sheathing(TC)when and/or dryweil(BC). ae po ty 9 3.In Impact bridging or the lateral bracing required where shown++ SEQ. : 6121004 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thresponsibility of the respective contractor. .t , fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON Na A„,4," TRANS I D• 412903 design bads be appied to any component. and are for"dry condition"of use. L D1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 - fabrication,handling,shipment and installation of components. necessary. , ,��. 6.This design is famished subject to the Imitations set forth 7.DesignPlates shall be assumes adequatedooth c drainage is provided.and }j 4 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon by 8, 6 nes coincide with joint ppt center toes.9. s of truss, placed so their center 4- M iTek USA,Inc./CompuTru6 Software 7.6.6(1 L)-E late in triches. 10.Digits rrbaisicicate size connectorof plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31 x'2015 IIIIIIIIIIIIII This desig LUnMpreparedBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-387) 367 3-4=(-227) 182 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -86) 61 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -121/ 360H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -223/ 345V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.2"13'- 11.7" --70/ 176/ 11V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5 /- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '/ rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.052" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" 12 NOTE:Design assumes moisture content does 8.5017 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. )11 c. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL6.0, ASCE 7-10, o o (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I 0� Truss designed for wind loads i in the plane of the truss only. /z,zv 5 ), .1 k 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 440 PR ape. JOB NAME : 5017-D POLYGON - DJ7 Scale: • 0.3262 ,5� C`` 1fkiS w� J1izi7 °-� WARNINGS: GENERAL NOTES,unless otherwise no ted: nnc-1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' .92 S O r E r Truss: D J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be com installed where shown+. incorporation of component is the responsibility of the building designer. P 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by °'" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'ASP.- DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 ,4 , W SEQ. : 6121005 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` � design loads be applied to any component. and are for"dry condition"of use. i bb, TRANS I D• 412903 6.Design assumes full bearing at all supports shown.Shim or wedge If �'`p ( S CompuTrus has no control over and assumes no responsibility for the necessary. ^',r'T C'y`I1,,,,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1 R 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(I III VIII VIII VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be fumished upon request. g.(Digits Indicate sizejof plate Inrinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • I 11111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.0. 2-3=(-451) 431 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-283) 240 LOADING 4-5=(-166) 131 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 414H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -235/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -150/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -21/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 8-01-08 7-10-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /- VERTICAL DEFLECTand coran ponents aON 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" 5 MAX TC PANEL LL DEFL = 0.051" 8 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 198 at time of manufacture 8.50 p Design conforms to main nd cladding criteriawindforce-resisting . system M-3x5(5) o Wind: 140 mph, h=26.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o i load duration factor=1.6, N Truss designed for wind loads " 3 in the plane of the truss only. o 0 4.. MMMIIMMIMMMIIIMMMIIM 0 cp M-3x4 1 l l 1 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,6f JOB NAME : 5017-D POLYGON - DJ8 �� 9,03 PROFe Scale: 0.2723 / � � /0 WARNINGS: GENERAL NOTES,unless otherwise noted' �L,$ //t j�//PE l' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ^92 0 0 I'9200 Truss: DJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+,ctlon Incorporation of component Is the responsibility of the building designer. 3Additional temporary bradng to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE .is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood requiredething(re end/or drywall(BC). r+''r�u Po ty 9 3.In Impact bridging or lateral bracing where shown++ �, �, SEQ. : 6121006 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 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, 'SQL 'id TRANS I D' 412903 design bads be applied to any component. and are for"dry condition'of use. /� q y 4 2.0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI beefing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. esessary. 6.This design Is furnished subject to the limitations set forth by7.Designlatesassumes b el adequatedodrainage iso avisand � +'i 1 s IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss, placed so their center 4 t i. TPI/VYTCA In SCSI,copies of which will be famished upon request. lines coincide with5.Def scenter Ines. MiTek USA,Iflo./COfnpUTrus Software 7.6.8(1 L)-E9.10.FFor basicits iconnectcate size or platete in inches. design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 1111011 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF )#1&3TR SPACED 24.0" O.C. 2-3=(-507) 487 3-4=(-333) 292 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-229) 190 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -85) 50 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -155/ 4650 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -245/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -157/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -193/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -65/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) 8-01-08 9-07-07 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- MAX LL DEFL = -0.002" @ -1lind0flr'c' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1 0 " Allowed = 0.133" MAX TC PANEL LL DEFL = 0.050" @ 3 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2 11 " Allowed = 0.673" MAX HORIZ. LL DEFL = -010" 17'- 8.2" ,,/ MAX HORIZ. TL DEFL = -010" 17'- 8.2" NOTE:Design asmesoisture content does not exceed 198t te of manufacture. 12Design conforms to main e resisting 8.50(7 system and components and cladding criteria. Wind: 140 mph, h=26.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ,�, load duration factor=l.6, M 3x5(S) r Truss designed for wind loads o �® in the plane of the truss only. ro r_, 3 rn 0 o Fo M-3x4 b y ), y 1-00 6-00 11-08-15 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - DJ9Scale: 0.2473 �� v; G1 /0 tiw WARNINGS: GENERAL NOTES,unless otherwise noted: 4 611Th ' 21' 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 � =7G`OP E r Truss• DJ9 and Warnings before construction commences. building component.Applicability of design parameters and proper f f/ 2.2x4 compression web brad must be installed where shown+, Incorporation of component is the responsibility of the building designer. P ng 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'a.c.respectively unless braced throughout their length by „.. 46000.P , DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). / -If DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 9 OREGONb‘ 40 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. �A}_. W S E Q. : 6121 007 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,G� "', o., 4. design loads be applied to any component and are for"dry condition"of use. Q 1 4_ ty. TRANS I D 412903 6.Design assumes full bearing at all supports shown.Shim or wedge If f 5.Comp tion,has no control over and assumes no responsibility for the necessary. '#"f, 'L'a t�}.��„ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +l fl 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 IIIIIII III(IIII VIII(IIII VIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be(7.6.6(1 upon request. 9.Mines coin crate sizede with joplate in i inches.center lines. n ITek USA,InC./CompuTrus Software 7.8.6(1 L)-E 10.Far basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 I 1IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-001- 2=( 0) 63 2-11=(-3114) 11919 11- 3=( -2208) 8499 16- 8=( -1797) 7263 2x6 KDDF SS T2, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-14952) 3948 11-12=(-5925) 22389 11- 4=(-13560) 3636 B-17-(-11658) 3186 BC: 2x6 DF 2400E 3- 4=(-11919) 3177 12-13=(-8292) 31152 4-12=( -2091) 8505 17- 9=( -2430) 9459 WEBS: 2x4 KDDF #1&BTR; LOADING 4- 5=(-23553) 6273 13-14=(-9111) 34176 12- 5=( -8874) 2427 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-31737) 8487 14-15=(-9111) 34176 5-13=( -969) 4269 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 9.00 V=(-31515) 8442 15-16=(-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"0C. BOB. TC UNIF LL( 71.9)+DL( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0° 11=(-23190) 6201 16-17=(-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 6.0" TO 27'- 3.13° 11=(-13191) 3492 17-10=(-3432) 13191 6-15=( -3069) 843 BC UNIF LL( 0.0)+DL( 28.8)- 28.8 PLF 0'- 0.0" TO 27'- 3.0°1V=(-16542) 4332 15- 7=( -984) 4347 BC UNIF LL( 420.8)+DL( 286.2)= 707.0 PLF 7'- 0.0" TO 27'- 3.0" V 7-16=( -9018) 2454 NOTE: 2x4 BRACING AT 24"01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 85.9)+DL( 24.1)= 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 85.9)+DL( 24.1)= 110.0 LBS @ 23'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 2953.0 LBS @ 6'- 0.0" 0'- 0.0" -2461/ 9342V -52/ 59H 5.50" 13.94 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -1- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.369" @ 13'- 7.5" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.878" @ 13'- 7.5" Allowed = 1.756" ***HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = 0.086" @ 26'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.166" @ 26'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3-06-15 20-01-02 3-06-15 '[ ( Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2-06-14X 3-11-08 3-09-12 J-03-0b (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-0'r-1-09-122r T3 11-08cr 2106-1`r4 T load duration factor=l.6, T 4116 T T T T +'110# Truss designed for wind loads 12 12 in the plane of the truss only. 8.50 p M 3x10 Q 8.50 M-7x8(5) M-3x8 r M-5x10 3 M- x8 5 6\0.25"7 M- x8 9i M-5x10 M 5x10 /�� ' I '1 1`I o eismillmr7AbicamMirommilammaygommlrarTmmEMMommiMs o M-5x10 rn ,,,,-c, e 1 - 12 13 14 5 16 17 10 o O M-5x8 0.25 M-6x8 1 0 M-6x8 M-6x8 M-4x6 M-3x6 y ) ***12953# y yMSHS-y 18(S)y 3-03-0f 3-09-12, ,I, 3-08 ,, 2�-10-0y6 y J, l 2-10-06 3-08 3-09-12 3-03-06 1-00 27-03 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-D POLYGON - El �� Scale: 0.1029 C�'<'(, e)jl(�f� S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: C{7 Vy�/'(.rl/j '7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .7 92"P E r Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .•" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectdvey unless braced throughout their length by DATE: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. 2x sheathing such las bracingpywgoed sheathing(TC)where Cs and/or drywall(BC). + IIS Po tY 9 3.2x Impact bridging or lateral required whershown++ � 4'. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the rasponsdbilty of the respective contractor. OREGON !,� SEQ. : 6121008 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, � "�J TRANS I D• 412 9 0 3 design loads be applied to any component. and are for"dry condition'of use. t A. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if y14 .� "'" s. fabrication,handling,shipment and installation of components. necessary. , { ft.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage is provided. �. 11111111111111 VVby 8 Plates shall be located on both faces of truss,and placed so their center +l rt TPINVICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Hnes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or basiits c connectocate slze r plf alate In inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111110111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=(-376) 357 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 169 3-4=( -79) 55 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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) 0'- 0.0" -22/ 238V -112/ 303H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -154/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -60/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" 0 MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.006" @ 13'- 6.8" MAX HORIZ. TL DEFL = -0.006" @ 13'- 6.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 8.5017 id system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o o Truss designed for wind loads o in the plane of the truss only. I o 0 0 of 2 0 o r-+ V rn 0 i 0 ,, f o 1►. 5._� o M-3x4 .1 ), ), 6-00 7-07-08 PROVIDE FULL BEARING;Jts:1,5,2,3,41 0PROFe JOB NAME : 5017-D POLYGON - EDJ Scale: 0.3244 ,C3' c�Gini `�4, GENERAL NOTES,unless otherwise noted: 41,l �� / 1 WARNINGS: T z Pc- 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.�G�s t G 1- Truss: EDJ and Warnings before construction commences. building component.Applicability of design parameters and proper / do/' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabil) during construction 2.Design assumes the top and bottom chords to be laterally braced at p h' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), y++ 14/19,1 d DATE: 11/21/2 014 the overall structure is the responsibility 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 all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,}_ W 61210 0 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� 'If �\ `4 SEQ. t Designand assumeor"dry full condition"of use. ©< i 4,., T` TRANS I D• 412903 design bads be appced to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if � ` 5.CompuTrus has no control over and assumes no responsibility for the necessary. �'`,,1:z t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '^'-t 1-7.t \, 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII(IIII(IIII VIII(IIII IIII IIIITPI WTCA in BCSI,copies of which will be famished upon request. y IDigits Indicate sizeth joi plate incenter i lines.. p MiTek USA,lriciCompuTrus Software 7.6.6(1 L)-E 10.For bases connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 1-2=( 0) 65 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-63) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 293V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -59/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.3" 0/ 30V 0/ OH 5.50" 0.05 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.059" 1-11-11 MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" T T MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.5" Allowed = 0.179" 12 8.507 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting , system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 0, I Truss designed for wind loads o in the plane of the truss only. 1 o rn o/- ,,i fN 1 O BTAIIIIIIIIIIIIIIIIIIIIII 1 f M-3x4 ), ) y 1-00 3-07-04 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - EJ1 oPRope Scale: 0.6481 Cof_ � WARNINGS: GENERAL NOTES,unless otherwise noted: 'GAJ ..) f`!" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual P 9 ,PE r' T ru S s: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 4 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY' EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�r. DATE: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r!v /13""""" Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6121010 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibulty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -7 iJ_OREGON�� TRANS ID: 412903 design loads be applied to any component. and are for"dry condition"of use, r7�1 S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ` -7 7 4 �'� fabrication,handing,shipment and installation of components. necessary. `}, 8,This design Is furnished subject to the imitations set forth by78.Destign assumee!soca atled an drainage is rovided. Cr�PPR t I IIII I III VIII VIII VIII IIIA VIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. 8 linese coincide with Joint center Loess of truss,and placed so their center C L1 9.Digits Indicate size of plate in Inches. MJTek USA,InC./CompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This desiLUMgn preparedBER-BC from computer input by IIIIIIIIIIIIII LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 02-3=(-83) 58 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 POE 0'- 0.0" -51/ 324V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 4.5" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -63/ 99V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF 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" 6.50 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. O or Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load o duration designedfforo6 wind Truss loads in the plane of the truss only. rn rn M-3x4 y b 1-00 3-07-04 0-04-07 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-D POLYGON - E J2 Scale: 0.6691 �� tN /// / WARNINGS: GENERAL NOTES,unless otherwise noted: 14.:' '_„'g ,P E {" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss• E J2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }`fes, e DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(BC). r DATE: 11/21/2 014 the overall structure is the responsibility 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 all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6121011 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, and are for"dry condition"of use. L"b '�� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. f�� y�� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 VIII 11111 11111 VIII 11111 VIII IIII IIII TPA USA,B copies of which will be furnished upon request. 9.lines Digits coincide sizethjoint plate cIn enter lines.MiTek ek Inc./c./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 II/II I 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: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" 0.0. 2-3=(-170) 144 3-4=( -55) 25 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 311V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" /- 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.269" 12 MAX BC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.179" 8.50[7 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ, TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting N system and components and cladding criteria. o ') o0 I Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 r o( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn o,-- oA- o �� 5►� M-3x4 A- 1 1 1 1 1-00 3-07-04 2-09-07 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - EJ3 tPRQFfi Scale: 0.5901 Co�`� /]('j1,IN) ...ttt��e`�/ WARNINGS: GENERAL NOTES,unless otherwise noted: <,C !{t/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' `92**P E r Truss: EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, : IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-239) 212 3-4=( -88) 60 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -11/ 297V -66/ 202H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -180/ 2B8V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" s MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" Z MAX TC PANEL LL DEFL = 0.006" @ 2'- 2.3" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ct, Wind: 140 mph, h=23.4ft, TCDL4.2,BCDL6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c. load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. PAummimmENII _,1 loam 11102145 ,1 y /- 1, 1-00 3-07-04 4-04-07 PROVIDE FULL BEARING;Jts:2,5,3,41 PROP JOB NAME : 5017-D POLYGON - EJ4 Scale: 0.4651 �C3 �yGIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �t i1.JZ/7 -? 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �' '.9211.41 PE r and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: EJ4 2.2x4 compression web bracing must be installed where shams+, incorporation of component is the responsibility of the building designer. / P 2.Design assumes the top and bottom chords to be laterally braced at .fir 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.c.respecrively unless braced throughout their length by Wf ✓.1""" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M OREGON �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. =s/ A_�J ,i SEQ. : 6121013 fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, tri #f"T ZQx\ i design bads be applied to any component. and are for"dry condition"of use. 4 14... ty TRANS I D 412903 6.Design assumes full bearing u all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. n i fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill .r')�{.I 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPINVICA In EICSI,copies of which will be(7.6.6(1 upon request. 9.linesDigitscoinnincide with dicate sizejointtlate in cennes. ter 10. MITek USA,Inc./nC./CO f pUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11111111 f 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 279 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-172) 136 LOADING 4-5=( -59) 27 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" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 302V -85/ 256H 5.50" 0.48 KDDF ( 625) 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -171/ 261V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8,2" -144/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f 5 _, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.0" Allowed = 0.179" 12 4 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.5o p 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o kr, Wind: 140 mph, h=24.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o t load duration factor=l.6, co 3 Truss designed for wind loads in the plane of the truss only. rn 0 I /- O O M-3x4 /- /, ), /, 1, 1-00 3-07-09 6-09-07 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - EJ5 <e, Q/r (9 �5 WARNGScale: 0.3991 rll41/ NI S: GENERAL NOTES,unless otherwise noted: 44 /f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1' m 2`i P E. r' Truss: EJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be instalied where shown+, incorporation of component is the responsibility of the building designer. r^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at J DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced throughout their length by �/�11r DATE: 11/21/2 014 the overall structure Is the res nsibili of the desl ner. xIactsheathing suchr las bracing ywgoe suead where s and/or drywell(BC), Jr�" SEQ. responsibility building 0 3.2x Impact bridging or lateral required where shown++ ;* S EQ : 612 1 0 14 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 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, `V TRANS I D' 412903 design loads be applied to any component. and are for"dry condition'of use. �j A4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q �` 14 �.�* fabdcation,handling,shipment and Installation of components. Desessary. �St1+ 6.This design Is famished subject to the limitations set forth by7.Design assumes adequate drainage is of provided. �j i �. I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center r l S 4 TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. M(Tek USA,InC./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 334 3-4=(-234) 197 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -90) 55 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" 2.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 306V -101/ 302H 5.50" 0.49 KDDF ( 625) 3'- 4.5" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -169/ 245V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -189/ 297V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.0" -76/ 111V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.2" 12 MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.2" 8.50 p y NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i( ,,, Design conforms to main windforce-resisting o system and components and cladding criteria. t 0 o ' Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads 3 in the plane of the truss only. 0 rn 0 PIAMMIMMMIM 1111�� -/o - 6►z. 'o M-3x9 A- .1 b ,l b 1-00 3-07-04 8-04-07 PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - EJ6 Scale: 0.3556 w `GIN7 >0,� WARNINGS: GENERAL NOTES,unless otherwise noted: ry�y �p�` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` 7.92 S i t E ' Truss: EJ6 and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'sc.and at 10'o.c.respectively unless braced throughout their length by ..e 4 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). / DATE: 11/21/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a SO QREGON fW ; 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. : 6121015 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, h. .4 .s A. and are for"dry condition"of use. d 4 design bads be ao can to any component. 6.and assumes full bearing at all supports shown.Shim or wedge if ,�'f TRANS I D: 412903 5.Comp tion,has no control over and assumes no responsibility for the necessary. 1''e t`� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center BCSI,copies of which will be furnished upon IIIIII VIII ILII VIII VIII VIII VIII IIII IIIIM TTe SAIANTCA�IDc ICompuTrus Software 7.6.6(1 L)E request. late in inches. 10.lines FFu basic connector oplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 illftilig This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 393 3-4=(-286) 249 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-157) 121 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 304V -117/ 349H 5.50" 0.49 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 8.2" -181/ 254V 0/ OH 1.50" 0.33 KDDF ( 625) 7'- 8.2" -177/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 8.2" -138/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 13'- 6.4" -16/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) q 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" N MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.006" @ 13'- 5.7" 12 MAX HORIZ. TL DEFL = -0.006" @ 13'- 5.7" 8.5017 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ,l �o system and components and cladding criteria. i i -, o r+ Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 rn 0 o.4' DIMIMINIMMIlli o M-3x4 ,L ), ; ), 1-00 3-07-04 9-11-03 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - EJ7 �,t0 PRop - Scale: 0.3270 �AGiN +. .41 WARNINGS: GENERAL NOTES,unless otherwise noted: ,,,.,:;„,<,.., l ill Lx/ I !)ry 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' T92,10PE S✓ Truss: E J7 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. -.:+` 46 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to he laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(FC)and/or drywall(BC). .,,+ �'we"A .,. DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*..- 4. SE 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON 4t/ 4. : 6121016 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L '1 \1X A. design loads be applied to any component and are for"dry condition"of use. / +� Q TRANS I D: 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if f 14 er t�4 5.CompuTrus has no control over and assumes no responsibility for the necessary. f' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t+ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y 1-`" IIIIII IIII IIII VIII I II IIII III'IIII III TPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with joint acenter lines. 9.Digits Indicate size of plate in Inches. M iT6k USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:1Zrr 1/2©15 IIII III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 N N O ,-: ro 2 _ 111111111111 tr in ,- h _� o _��4 -, ,r 1 M-3x4 f- 1 i J. 1-06 8-00 JOB NAME : 5017-D POLYGON - I1 O PRopes Scale: 0.6296 c.J� !, GIN .6> WARNINGS: GENERAL NOTES,unless otherwise noted: 444 v��rj� � t 3. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' '.9G 0•f E r Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /0'/'/' 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a✓ DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r , DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ /`" 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ^$'!L y OREGON ^��.4/ SEQ. : 6121018 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / 9 r 1 GON h, design loads be applied to any component and are for"dry condition"of use. /� TRANS I D: 412903 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 �✓ �` necessary. `,}y/_(�*. t fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "C{i f t.`,•b 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII VIII(IIII VIII(IIII IIII IIII TPINVTCA in BCSi,copies of which will be famished upon request. lines coincidenictwith jointfain linche. 9.Digits indof plateeto Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 111111 111 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-103) 86 3-4=( -7) 3 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: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5,50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 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 = 0.013" @ -1'- 6,0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 12 NOTE:Design assumes moisture content does 4.00 v not exceed 19% at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. AWind: 140 mph, h=l5ft, 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. ti 1 0 N M O f '� Z l0 1 2 � ��5 -i M-3x4 M-1.5x3 1 ), ). 7-08-04 0-03-12 ,1 ), / 1-06 8-00 JOB NAME : 5017-D POLYGON - I2 s � pRQfi Scale: 0.5046 C3 �yG/i' �/� WARNINGS: GENERAL NOTES,unless otherwise noted: �4tj l//P 1C 1'.r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92*•�7 L" r" Truss: I 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4 DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImpact sheathing such l bracingas cing requirede sheathing(TC)rwhere shown+drywell(BC). r�r�rr 1a""" Po ty 9 3. bridging or lateral where ++ �, SEQ. : 6121019 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `,� fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, �L �, ^�✓ TRANS I D: 412903 design loads be applied to any component. and are for"dry condition'of use. fh �� 4 O �� 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 �,r 2. fabrication,handing,shipment and installation of components. necessary. pq� 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes adequateated bothfaces drainage is provided., 'vJ�t" y S F� IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 8 Plates shall be located on of truss,and placed so their center 4 TPIMffCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Bnes. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"01. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"oC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00u,- -,, Lel r � o 1 i 1 o 2 3 0 I N ,/- 1 1 o 10 f 1 ��4 M-3x4 b ), 1 1-06 4-00 PROF JOB NAME : 5017-D POLYGON - 13 Scale: 0.7067 ,5 !�, GENERAL NOTES,unless otherwise noted: MY 1r, 4✓ e it IZ// 17 Bul WARNINGS: 9 Ec r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual � « �.P G. Truss• I 3 and Warnings before construction commences. building component.Applicability of design parameters and proper. y 2.204 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building desgner. 1' P 2.Design assumes the top and bottom chords to be laterally braced at e � 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by + aaA""' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dein len BC). f . DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � .�N f, 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. CC W SEQ. : 6121020 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L+4 ��i 2�N „A, design loads be applied to any component. and are for"dry condition"of use. v" '7 1 r v,T 6.Design assumes full bearing at all supports shown.Shim or wedge if f1T TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. '9 `�� fabrication,handtng,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center III VIII VIII VIII HMI VIII IIII ill TPI/WfCA in nc./ copies of which will be furnished upon request. 9.IDiedsindicatelde with size of ptlate incenter inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII IIII III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 1 3-4=( -82) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 1 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF it DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -68/ 206H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -195/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ IV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 - 4 --, 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 = 0.072" @ 2'- 11.8" Allowed = 0.449" r MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" 12 MAX HORIZ, LL DEFL = -0.002" @ 5'- 11.2" 8.507 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. w, 0, o1 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, om o Truss designed for wind loads io - in the plane of the truss only. cm I ►.1 5109:2N - M-3x4 J J J J 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME 5017-D POLYGON - J4 .�� ° �Ro �s Scale: 0.4651 Cj ! ](('jIN /�Atr.* 'Y WARNINGS: GENERAL NOTES,unless otherwise noted: 44.E v/!1+^/ r t 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . .92eI P E 1"` Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,2x4 compression web bracing must be Installed where shown♦. Incorporation of component is the responsibility of the building designer. Allel/r 3.Additional temporary bracing to Insure stability duping construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), ,'.".' ' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'i' A OREGON�� A.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, "�✓ S EQ. : 6121021 design loads be appfied to any component. and are for"dry condition"of use. f ,t� TRANS I D: 412903 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all sapped shown.Shim or wedge if Q ' 14 2,4,c1 lio- fabrication,handling,shipment and installation of components. Desessary.esign assumes adequate drainage is provided. .41h' f^d}��.V 7.D 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +"i fl I IIII I III VIII VIII VIII VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 10. p �+ M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:Er�7(12/311 .01.12/31/2015 I VIII IIIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 245 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=) -98) 45 TC LATERAL SUPPORT <= 12"OC.. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -80/ 212H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -224/ 376V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.7" -53/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.672" /- 3 MAX HORIZ. LL DE FL = -0.003" @ 9'- 10.9" MAXHORIZ. TL DEFL = -0.003" @ 9'- 10.9" 41/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce resisting 8.50 1;77 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �( No in the plane of the truss only. 0 oLi, O I I I' f� 0 0 I 1.---1.7,04�� o M-3x4 .1 b ,1 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 �t0 PR(1pe JOB NAME : 5017-D POLYGON - J5 Scale: 0.3946 ,o• GINy(fi./�Jf�l �0 WARNINGS: pr� GENERAL NOTES,unless otherwise noted: 415 ///:/ II N/(t l -S7 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 =7G, PE Truss• J5 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,/� 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterallybraced at DES. 8Y' EEpo ry2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREG4I�Jix C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,q_ SEQ. : 6121022 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G� ""7�t_ 2�N S_ design loads be applied to any component. and are for"dry condition'of use. y` j tyT TRANS I D 412903 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1"R t� rt fL 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 1111111 1111 11111 VIII 1111101111111111 TPI k U Ain BCSI,copies of which will be furnished upon request. 9.IDIgitsindicate lincide with joint laatte inri lines. . M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 g.For basic connector plate design values see ESR-1311,ESI-1988(MITek) EXPIRES:12131/2015 IIIIIIIIIIIIII 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-327) 307 1-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-155) 112 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -98) 24 LOADING BC LATERAL SUPPORT <= 12"OC. DON. - 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -97/ 261H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 364V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -113/ 182V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 11'- 11.7" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP net(-5 COND. 2: Design checked for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psi) uplift at 24 "Sc spacing. -, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.059" @ 2'- 11.8" Allowed = 0.498" ° MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" 3 MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 it NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8.507 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, „o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of 2 0 load duration factor=l.6, o i Truss designed for wind loads ' oC' in the plane of the truss only. m 0 i w rn 0 t .t grAMIIIIIMIMMIMMIEMMIIM -f M-3x4 * y * 6-00 5-11-11 PROVIDE FULL BEARING;Jts:1,5,2,3,41 JOB NAME : 5017-D POLYGON - J6 �� pUF e' Ss Scale: 0.3559 c .-A'] WARNINGS: GENERAL NOTES,unless otherwise noted: ¢C,C 1(./t// ` 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7920 0 P E 1+ Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �^ .�r DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,/t�" continuous sheathing such bracing required e uiret where s and/or drywell(BC). -16 DATE: 11/21/2014 the a responsibility structure is the rector. of the building t designer. 3.co Impact bridging thi or lateral br lywo rd sheat where shown r. + 4.No toad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6121023 OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7j A_ t ^W TRANS I D• 412903 design loads be applied to any component. end are for"dry condition"of use. !. q S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �} 14 n {h . fabrication,handling,shipment and Installation of components. necessary. �y 6.This design is furnished subject to the Rnetations set forth byT.Designlaesassumes adequate onne drainagehcis of truss, and ` V I IIII I I III VIII VIII VIII IIIA VIII IIII IIII 6 Plates shall be located both faces of truss, placed so their center rl TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. M iTek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E9.10.FForits basic connectorncate size oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-387) 368 1-5=(0) 0 SPACED 24.0" O.C. 2-3=(-227) 182 BC: 2x4 KDDF #1&BTR 3-4=( -86) 61 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -115/ 311H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -221/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -165/ 263V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -67/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.066" @ 2'- 11.9" Allowed = 0.672" 4 MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 3 system and components and cladding criteria. 8.50 p 4i Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, n Truss designed for wind loads .n of in the plane of the truss only. O m i o M i O O I 2 „ O r� CD O O1 5.--. o M-3x4 3, 3' > 6-00 7-11-11 PROVIDE FULL BEARING:Jts:1,5,2,3,41 ROp Scale: 0.3138 <0 ..\G,IIN 'lq,„ /0 JOB NAME : 5017-D POLYGON - J7 � �il � WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 7 92 4'OPE 1-- Truss: J7 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 p 9 2.Design assumes the top and bottom chords to be laterally braced at fir. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c,respectively unless braced throughout their length by .r' , 01040O'" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or d ywali(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1.0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' , SEQ. : 6121024 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, 47 4., N ,. design bads be applied to any componenC and are for"dry condition"of use. '7 'J t� te, 6.Design assumes full bearing at all supports shown.Shim or wedge if (� TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. f��f i fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl C>t.1.� 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 IIII VIII VIII VIII VIII VIII VIII IIII IIIITPIiWTCA In BCSI,copies of which will be furnished upon request. 8 llinesscoincide Indicate sizewith Jooint f e ter byes 10, . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII TPACIhis dFICesignLUMBER prepBared from computer input by - C LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-451) 431 1-6=(01 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2-3=(-283) 240 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-166) 130 BC LATERAL SUPPORT <= 12"0C. UON. LONDIOP 4-5=( -57) 26 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 240V -133/ 3640 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -233/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -152/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -144/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -19/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /- 5 -/ [COND. 2: Desi.n checked for net(-5 .sf) u.lift at 24 "oc s.acin.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does 777 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, of o Truss designed for wind loads in the plane of the truss only. rn . 6 M-3x4 1 ), 6-00 9-11-11 1 1PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME •. 5017-D POLYGON - J8 PROF rs Scale: 0.2856 CJ i WARNINGS, GENERAL NOTES,unless otherwise noted: C,U~ n/I/ ( 'A-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ±92 0•PE r Truss: J8 - and Warnings before construction commences. building component.Applicability of design parameters and proper L. of 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stab illy du ng construction 2.Design assumes the top and bottom chords to be laterally braced at �y° is the responsibility of the erector.Additional permanent bracing of continuous and st 1a h n suchrespas ply unless braced(TC)and/o their length) ✓Irate"" DATE: 11/21/2 014 the overall structure is the res nsibili of the desi ner. 2uIactsheathing r l bracing ywgoe sheathing(TC)where s and/or drywail(BC). + yHw, responsibility building 9 3,2z Impact bridging or lateral required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. FO fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OR E: N�� S EQ. : 61210 2 5 d TRANS I D• 412903 design bads be appfied to any component. and are for"dry condition'of use. n 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If "17- 4�' �" fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Hmitations set forth7.Designlaesassumes adequateon c drainage is truss,a y ` I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located both faces of truss,end placed so their center L l+ TPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with Joinppt late center Ones. 9. itscate size in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For baisic connecoroplate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 • This design prepared from computer input by 1E1111This LUMBER-BC TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-507) 487 1-6=(0) 0 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 292 BC: 2x4 KDDF #1&BTR 3-4=(-229) 190 9-5=( -85) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 249V -149/ 412H 5.50" 0.40 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -243/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -147/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) 13'- 11.2" -185/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -62/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 11-07-07 6-01-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.060" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.010" @ 17'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5(S) 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 p 0. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,,,V Truss designed for wind loads ithe plane of the truss only. I -I ,, I I CuC-I Cu O? PAMMIMIIIINIMIIMINIMIMEN on M-3x4 l J' )- 6-00 11-08-15 PROVIDE FULL BEARING;Jts:1,6,2,3,9,5I 0 P R opE, JOB NAME : 5017-D POLYGON - J9 Scale: 0.2476 �,� �Gi 'd WARNINGS: GENERAL NOTES,unless otherwise noted: !,� a 924 SPE { 1. and W andn erection contractor should be advised of all General Notes I.This building conmponent Applicability ofn the pdesignters shownparameters and proper nd is for an individual r G Truss: J9 end Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. / 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced atf " 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughouttheir length bye�rr DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ OREGON t, 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. =7 .. ,I � 2P, i- 14 �^ i SEQ. : 6121026 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cre to be used In a non-corrosive environment, v^�/ r end are for"dry condition"of use. �, design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 55 TRANS I D: 412903 5.CompuTms has no control over and assumes no responsibility for the necessary. 41 !"1 RILN-fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TpIN A in copies of which will (7.6.6(1 upon request. in MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines ca thjoittochy Digits joint nes Fr basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12?n1% 015 11 11111 IIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -62/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL KOND. 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.119" 'r T MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 8.50 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n load duration factor=l.6, 0 I Truss designed for wind loads 0 o in the plane of the truss only. o m N C 011111111111111111111111 M-3x4 .1 3 y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - K1 � ,�� PROF�rs Scale: 0.6960 40Ci\ 4/Ca // N/ ,<y- r/ WARNINGS: GENERAL NOTES,unless otherwise noted Lrr /j f��+ 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 C . T.92`OPE r Truss: K1 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 braiding designer. ,. ^ 2.Design assumes the top and bottom chords to be laterallybraced at J DES. BY EE 3.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). Am cc DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y SEQ. : 6121027 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .�,�/ OREGON� �4 , fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ^V TRANS I D: 412903 design loads be applied to any component. and are for"dry condition"of use. �` S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �r 14 �. . fabrication,handling,shipment and Installation of components. neessary. `v/`" { 7.Designlatesassumesadequateone both drainagecisotru ,provided. ptt 1{ U. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R RML. IIIIII VIII(IIII VIII(IIII VIII(IIII III IIIIM Te SA,lnoJCompuT I,copies of which will be furnished upon us Software 7.6 6(1 L)E request. 10.For basic connectoro oplate design values see ESR-1311,ESR-1988(MiTek) lines coincide with jint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 111111 IIII 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 333V -31/ 102H 5.50" 0.53 RDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -50/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 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/290, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF 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" 8.50 MAX TC PANEL LL DEFL = 0.032" @ 2'- 5.4" Allowed = 0.285" 7 -, MAX TC PANEL TL DEFL = 0.030" @ 2'- 5.4" Allowed = 0.427" f MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" `' MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" ,' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting cc: system and components and cladding criteria. 0 I Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), „ ri duration o� in the plane of the truss only. m o o/- t o f 4 -,' O M-3x4 A- .1 J• y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,4,31 �q P R Q�F� JOB NAME : 5017-D POLYGON - K2 Scale: 0.6620 �� 4/ 7/[17 ��,�N s/0 GENERAL NOTES,unless otherwise noted: V[�/ 7/ * WARNINGS: 920 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '� ^� ®P E Truss• K2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradn must be installed where shown ti. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p ry ng ty 9 2'o.c,and at 10'o.c.respectively unless braced throughout their length by rpm, , DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/er drywell(BC). / " DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ A/ OREGON C(/" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "9 _ SEQ. : 6121028 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 'L/a 4j 2�u design loads be eppI d to any component. and are for"dry condition"of use. fly TRANS I D 412 9 0 3 6.Design assumes tut bearing at all supports shown.Shim or wedge if ti ` 5.CompuTrus has no control over and assumes no responsibility for the necessary. s V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. `y-14 E 11-`"' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(IIII VIII(IIII VIII IIIIIIIII IIIITPAin BCSI,copies of which will be furnished upon request. 9.(Digits indicate sizeoincide with ejoijoint plate Inrinches. cente10. MiTek ek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111011This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -17/ 69H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" fMAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" T 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 7- 3 -7 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. of rn 0 0 1 o o 1 o,.,- (..) o M-3x9 /- 1, 1, /, 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME : 5017-D POLYGON - SJ1 . PRO 6, Scale: 0.6508 r.4 S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: V`i1/4// * 417 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 ;920 P E Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper t- 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the respons bility of the erector.Additional pe manent bracing of 2'o.c.and at 10.0.hin respectivey unless braced throughout their length by . 4 6000.. DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImactsheathing such las bracing required where s shownor drywell(BC). Po ty 9 3.In Impact bridging or lateral bradng ++ SEQ. : 6121030 110 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /�� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, \� �"N TRANS I D• 412903 design loads be applied to any component. and are for"dry condition"of use. f 'J S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if /© 'IP' 1 4 2° - fabrication,handling,shipment and installation of components. Desessary. 6.This design Is furnished subject to the hmltabons set forth by7.Plates assumes adequatelocatedodrainagecis of truss, and t 1 l 1111111111111111111 8.Plates shall be n on both faces of truss, placed so their center t 4 4 TPINVTCA In BCS!,copies of which will be famished upon request. lines coincide with joint center Gnes. 9.Digits indicate size of plate in Inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111PACIFIC LUMBER-BC 1-2=( 0) 65 2-9=10) 0 LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 2-2=(-80) 59 TC: 2x4 KDDF #16BTR SPACED 24.0" O.C. BC: 2x4 KDDF #168TR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 322V -34/ 113H 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.8" -6/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.2" -58/ 94V 0/ OH 1.50" 0.15 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 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 BOTTOM CHORD CHECKED FOR LOADS ACT LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.052" f MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.069" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 ,i Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 1 load duration factor=l. or Truss designed for wind loads o� in the plane of the truss only. m 1 o 0 oiorid000000000/ �� 4 M-3x4 * * ,1 * 1-00 1-11-08 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3I � t0 PR apes JOB NAME : 5017-D POLYGON - SJ2 Scale: 0.6736 5 ,IN7 42 `�� WARNINGS: GENERAL NOTES,unless otherwise noted: �' ;g P 1.Builder and erection contractor should be advised of all General Notes 1.This building cois mp based only Applicabilityhe of parametersaparameters shown add Isfor an Individual 1.- Truss: S J2 and Warnings beforewbracing commences. Incorporation of component is the responsibility of the building designer. per 2.2x4 compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end et 1g'o.c.respectivey unless braced throughout their length by �,,,/'r�tar+, g continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DES. BY: EE the overall aponsuctur is the eespon.Additioft ear ilding esacin of QR �N t, DATE: 11/21/2019 No leadoctere is the responsibility ompnfthentil after rill racir. 4.Intmpactbion of truss dging ors the lateralb responsibilityedngy of the wheretve co+r . ^V 4.No bad should m lets an to at any time should until ager ell bracingrthan and 5.Design assumes trusses ae o be sed in a non orrrrosive environment, I,. 4,Al 1 4 (aN ..L_ SEQ. : 61210 31 fastenere are complete and no time should any loads greater and ere for"dry condition"of use. design cads be applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge if ilei n t TRANS I D: 412903 6.Comp lion,has no control over and assumes no responsibility for the necessary. :eV- -'4'r�f y`t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI/ A in SCSI,copies of which will be furnished upon request. nes. MITekUSA,IncComps Software dL)-E lines center 9. Indicate eplate inhes For basic connector platedesign values see ESR-1371,ESR-1988(MiTek) EXPIRES: 2Io 112Q1' 1 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-04-00 GIRDER SUPPORTING 9-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 AD TC: 2x9 KDDF #1&BTR LODURATION INCREASE = 1.15 (Non-Rep) 1-2=(-192) 210 1-4=(-84) 113 2-4-(-257) 233 BC: 2x6 KDDF #1&BTR 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 96.9)+DL( 85.9)= 182.8 PLF 0'- 0.0" TO 6'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) SINGLE MEMBER AS SHOWN. 0'- 0.0" -144/ 800V -71/ 144H 5.50" 1.28 KDDF ( 625) HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0" -172/ 763V 0/ OH 5.50" 1.22 KDDF ( 625) WILL HAVE 1.5" MAX. NAIL PENETRATION. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-00-04 0 03 12 MAX TC PANEL LL DEFL = 0.181" @ 3'- 2.3" Allowed = 0.429" ,( MAX TC PANEL TL DEFL = -0.162" @ 3'- 2.5" Allowed = 0.644" 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 8.50 F27 M-1.5x3 3 -/ MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 2 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o ,0 Truss designed for wind loads 0 0l in the plane of the truss only. 0 o ti c o/- m o� 1:. 4 M-3x4 M-3x8 6-00-04 0-03-12 y y 6-04 JOB NAME : 5017-D POLYGON - W1 �,`� c,O P of I Scale: 0.9908 r�� / WARNINGS: GENERAL NOTES,unless otherwise noted: / PE 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 (" T92./P G ("' Truss: W 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 041011.P. p ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,.+�f, 4;. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC y f SEQ. : 6121032 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. .�yGOREGON� �),. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 W TRANS 1 D: 412903 design loads be applied to any component. and are for"dry condition"of use. h S.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�r 1 4 2. 4 fabrication,handing,shipment and Installation of components. necessary. `V!`'. ` �^ 7.Design assumes adequate drainage is Provided. i.. 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 RPM 1111111 IIII VIII 1111 IIIA VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES: 2r/a1f+ Q15 1111111111 This desig LUnMBEpreparedR-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-85) 116 3-5=(-258) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-195) 213 3-4=( 0) 0 WEBS: 2x4 KDDF STAND 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 = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -77/ 409V -82/ 171H 5.50" 0.65 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.0" -65/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 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/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.184" @ 3'- 2.3" Allowed = 0.448" 6-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.672" .( T T MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 12 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" A- 8.50 7 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .o Truss designed for wind loads o in the plane of the truss only. 0I o .-i to 0 N o o/- All 'r grAMINIMIIMINIMIIMIMMIEN of f �� ►� 5 ci M-3x4 M-1.5x3 A- /' b b 6-00-04 0-03-12 ,1 l' b 1-00 6-04 JOB NAME : 5017-D POLYGON - W2 Scale: 0.4482 <ID 14.,Kcc, 1N `�/ GENERAL NOTES,unless otherwise noted: �Cf 9 0 1 WARNINGS: a 92!0[-E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: W2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. ,+'4R P 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ✓ � DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). f 0', (,_ DATE: 11/21/20 1 4 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. "'� SEQ. : 6121033 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cormsbe environment, �f 7{j Y ©N design loads be applied to any component. and are for"dry condition"of use. 4} j A �.. TRANS I D: 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if I ` !J f 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` a`.��„ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ishe upon IIIIII VIII(IIII VIII VIII(IIII(IIII IIII IIIIM Te SAnIncJCompuTrus I,copies of whISoftWafa 7ch will be ^6.6 (1 L)-E request. 1lines coincide vrith joint center Rnes. 0.For baits sic of nectore size of plalate in Inches. te design values see ESR-1311,ESR-7988(MITek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #153TR 1-2=(-397) 104 5-6=(-68) 98 5-1=(-367) 149 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-386) 88 6-3=(-13) 229 1-6=( -21) 217 3-9=( 0) 65 6-2=( 0) 178 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 395V -108/ 79H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -81/ 550V 0/ OH 5.50" 0.88 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 10'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 10'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 6'- 8.5" Allowed = 0.416" MAX TC PANEL TL DEFL = 0.114" @ 6'- 6.2" Allowed = 0.624" 4-01-08 5-07-08 I -( MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" 12 12 8.50 p IM-4x4 MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" N8.50 2 4.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. iiDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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. 0 0 11.-3;3x9 4444 0 411111111111 uo f 44 0 r u7 0 , laIllibm.„....._ 0,00 0 M-1.5x3 4 o M-3x4 M-3x4 1 y 3-11-12 5-09-04 b b b b 9-09 1-00 JOB NAME : 5017-D POLYGON - X2 �, .ovRdFF Scale: 0.4411 '<° ' c/Orf WARNINGS: GENERAL NOTES,unless otherwise noted: 4,51 v JI/2/ "lam 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 1:.. '92 0•P c- Truss: X2 and Warnings before construction commences, building component.Applicability of design parameters and proper 7 ,�Y•F-G 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. ,/ ,yr DES. BY EE 3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at ! I' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impact continuous sheathing suchr las bracing required sheathing(TC)red where s and/or d ywall(BC). J `� P° ty 9 3. Impact bridging or lateral bracing where shown++ ,� �, ,S EQ. : 6121034 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. J Y 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, 41'1,1 b *v TRANS I D: 412903 design bads be appted to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 3' 14 7P' -F- fabncatian,handling,shipment and installation of components. necessary. �„ 6.This design is fumished subject to the limitations set forth by7.Plates assumes adequate onne odthi faces istrus,provided.n 'Yjh`ty `f t IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both of truss,and placed so their center r'f 4.L• TPIMffCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ones. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. orr1ts basic connectocate size rplatete in desi nches. n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111E111This LUMBER-BC TRUSS SPAN 9'- 9.0" INC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-349) 104 4-5=(-64) 88 4-1=(-368) 148 TO: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-3B6) 90 5-3=(-14) 224 1-5=( -20) 219 BC: 2x4 KDDF TNDR 5-2=( 0) 178 WEBS: 2x4 KDDF STAND LOADING 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 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 0'- 0.0" -47/ 396V -98/ 75H 5.50" 0.63 KDDF ( 625) 9'- 9.0" -50/ 423V 0/ OH 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.066" @ 6'- 8.5" Allowed = 0.416" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.169" @ 6'- 6.2" Allowed = 0.624" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" 9-01-08 5-07-08 ' NOTE:Design assumes moisture content does T 12 not exceed 19% at time of manufacture. 12 8.507 IIM-4x9 ..c18.50 Design conforms to main windforce-resisting system and components and cladding criteria. 24.0" , zi„ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I M 3x9 '0p c, 0 I rn uo o i , f f 4t►Zo 5 ��3 I M-1.5x3 M-3x4 M-3x4 i * * 3-11-12 5-09-09 b b 9-09 p P R OF�r� JOB NAME : 5017-D POLYGON - X4 Scale: 0.9918 �`il�plo /t7, WARNINGS: GENERAL NOTES,unless otherwise noted: L,y- P/E 1.Builder and erection contractor should be advised of all General Notes 1.b is e9 component.Apased plicability ofn the parameters shown ters and proper individual r"- Truss: X4 and Warnings before construction commences. 40 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown". 2.Design assumes the top and bottom chords to be laterally braced at Ire 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(FC)and/or drywail(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..-+ OREGON (C 4.No toed should be applied to any component until after all bracing and 5.Installation esi I o assumef s trusss is es ae re to be responsibility of the respective nce oseve environment, 74, q., 4 fi(�N _1A S E Q. : 6121035 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. G 1yT design loads be appied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if +. { TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. t �,5 L. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill be ished upon 11111 1111 11111 11p1 11111 p111 11111111 ill TPI/VVTCA in MiTekUSA,lncSCompuTf s I,copies of Ich Sowware7n6.6(1 L)-E request 10 coincide with joint center lines. Digitslinebasicicon ectorof plate in inches. plate design valuessee ESR-131 1,ESR-1 988(Wok) 9. EXPIRES.12/31/2015 CHIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-09-00 STUB HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 6=(-168) 568 6- 3=1 0) 151 BC: 2x4 KDDF #1&BTR 2- 3=(-789) 225 6- 7=(-139) 449 6- 9=( -35) 146 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-568) 203 7- 8=( -22) 37 4- 7=(-182) 135 LL = 25 PSF Ground Snow (Pg) 4- 5=(-540) 184 7- 5=(-130) 486 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 5- 8=(-627) 194 BC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 7'- 3.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 7'- 3.0" TO 9'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 9'- 9.0" OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR V L 0'- 0.0" -200/ 757V -56/ 88H 5.50" 1.21 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 9'- 9.0" -184/ 645V 0/ OH 5.50" 1.03 RIDE ( 625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 7'- 3.0" OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 4'- 0.0" Allowed = 0.442" MAX TL CREEP DEFL = -0.024" @ 4'- 0.0" Allowed = 0.589" 3-11-11 3-03-10 2-05-11 '( 12 41288 41289 '( MAX HORIZ. LL DEFL = 0.003" @ 9'- 7.3" 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 7.3" 8.50 p Q 8.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 M-6x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0 5 o o MN o of All OO . 1 t� t �� 1 6 7 8 M-3x4 M-3x4 M-3x4 M-1.5x3 .1 / ). 1, 3-09-08 3-11-07 2-00 / 1, 1-00 9-09 b JOB NAME : 5017-D POLYGON - XH1o PRoxs Scale: 0.4549 t{j1 / s`� 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 Q .(92„ 1 E f Truss: XH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildin designer. continuous2xImpact sheathing such as bracing required when C)and/or dryweli(BC). ar be Po ty 9 g 3.In bridging Is lateral ity of the respective shown+a SEQ. : 6121036 4.Noloadsarelcmleeflantoonotmesholdaomponent nylloadafter alleatdngand 5.Designtionofestristeeretobeiuseoftaeoe-corrosiecenvirn OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �L A_ 0\ i.�^t„r TRANS I D: 412903 design loads be applied to any component and are for"dry condition"of use. "J t S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �<) �/'" 14 2- necessary. "�- fabrication,handling,shipment and Installation of components. Ds �}, 6.This design Is famished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. h t I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center t TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joinppt late center lines. MITek USA,Inc./CompuTrus Software 7.6.6(11.)-E9. In inches. 10.Dor basiits c connectorcate size mf plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 This FdesIC LUignMBER-BpreparedC from computer input by IIIIIIIIIIIIII LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 02-3=(-63) 34 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 HE 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.118" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" T ( MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, CD Truss designed for wind loads o, in the plane of the truss only. rn r o � O N �4 01.-=-1111. M-3x4 1 b y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,4) pR Scale: 0.6965 \C�KcY, m QFCf� JOB NAME : 5017-D POLYGON - XJ1 111P � WARNINGS: GENERAL NOTES,unless otherwise noted: t�• � ®P ' 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 ioef and Warnings before construction commences. building component.Applicability of design parameters and proper y Trus s XJ1 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporarybracingto Insure stabilitydodo construction 2.Design assumes the top and bottom chords to be laterally braced at �r>�aW►• 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r/', rr DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 1 DATE: 11/21/2 019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+a 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -t OREGON SEQ. : 6121037 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. ! Q.. Q) design loads be applied to any component. .Design assumes full bearing at all supports shown.Shim or wedge if /�1 y TRANS I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibility for the necessary. T�� ` t. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIIA VIII VIII VIII VIII IIII IIII TPI/WUCA In BCSI,copies of which will be furnished upon request. 9.lines Pr Digits Indicate size of plate terinches, values MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 62 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 332V -30/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 1O1V 0/ OH 1.50" 0.16 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" 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 = 0.031" @ 2'- 5.3" Allowed = 0.283" 3-11-11 MAX TC PANEL TL DEFL = 0.029" @ 2'- 5.3" Allowed = 0.424" T T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 8.50 p 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, O o Truss designed for wind loads N in the plane of the truss only. 0 0 I O� ri I m ON o,,- 0 liPAAIIMIIIMINIMIIMMI o� 4►1 -/ M-3x4 ,1 1, ), 1-00 4-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - XJ2 PRO �r Scale: 0.5759 to _Xc. IN )Ag-,T /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �t{ J vjill ig/i( ( /4.- I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92.0 PE �r-. Truss: XJ2 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 designee .r a 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .�^ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.such a respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). r-40 p° ty 9 9 3.a Impact bridging or lateral bracing required where shown++ ly„ SEQ. : 61210 3 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON �`� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosIve environment, A. TRANS ID: 412903 design loads be applied to any component. ty and are for"dry condition"of use. ��4. � 14 2� � S.Com uTrus has no control over and assumes no res nsibili for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. Desessary. p 6.This design Is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '�IL:^'ty t^� f �, IIII I III VIII VIII IIII VIII VIII IIII IIII 8 Plates shell be located on both faces of truss,and placed so their center rl 1 Y l TPINVTCA In BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines.M ITek USA,InC./COmpUTrus Software 7.6.6(1 L)-E e In Inches. 10.For�basic iconnector plate otdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII 11 This desig LUnMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 126 3-4=( -50) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 320V -42/ 133H 5.50" 0.51 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -103/ 207V 0/ OH 1.50" 0.27 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.5" -11/ 25V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR LOPSF 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" f -,, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.8" Allowed = 0.285" 8.50 p ' MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.8" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.8" MAX HORIZ. TL DEFL = -0.001" @ 5'- 5.8" 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. M Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , ,- load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. a,o�- m o 5►' y 0 M-3x9 f .6 ) b 1 1-00 9-00 1-06-08 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - XJ3 Scale: 0.5693 5 �%%/N/ 4IPTY o WARNINGS: GENERAL NOTES,unless otherwise noted: Iry f� / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .' .9 'PE c Truss• XJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper / • 00, 2.2x4 compression web bracingmust be Installed where shown*. Incorporation of component is the responsibility of the building designer. ,r P 2.Design assumes the top and bottom chords to be laterally braced at yam. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "O'"� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/�r'P.` (r DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+I. OREGON �1, S E Q. 6121039 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �` design bads be applied to any component and are for"dry condition"g use. �� x# �� ' TRANS I D 412 9 0 3 6.Design assumes full bearing u ail supports shown.Shim or wedge if ` 5.CompuTrus has no control over and assumes no responsibility for the necessary. M •R 1-�� l„ RP fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center _ IIIIII VIII(IIII(IIII(IIII VIII VIII IIII IIIITPIMIU Ain SCSI,copies of which will be furnished upon request. 9.IDigitcoincide iidiciate sizejoint late In cennes. ter MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-51) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. psf) uplift at 24 "oc spacing. 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.119" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" ( fMAX BC PANEL LL DEFL = 0.008" @ 2'- 9.0" Allowed = 0.258" MAX BC PANEL TL DEFL = -0.022" @ 3'- 4.3" Allowed = 0.344" 12 8.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), u load duration factor=l.6, o Truss designed for wind loads o' o, in the plane of the truss only. 0 0 N o rn 1 0/- N 1 o 1 /- o �� ►314 M-3x4 .1 .i y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-01 JOB NAME : 5017-D POLYGON - YJ1 O�, p PRop. Scale: 0.6393 !_1j �J WARNINGS: GENERAL NOTES,unless otherwise noted: 4{J vl�/./j�/ r `�. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92 0`P E 11 tr Truss: YJ1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web braang must be Installed where shown., incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown.. tr SEQ. : 61210 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' ' OREGON E4/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 412903 design loads be applied to any component. ty and are for"dry condition"of use. .4., 'if 4'J �' Q D A. S.Com uTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if V 3 fabrication,handing,shipment and Installation of components. Desessary. provided. n ti 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is f +l `L„Y I IIII I I III VIII VIII VIII IIIA VIII IIII IIII 8 Plates shall be located on both faces o truss,and placed so their center 7PI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joinf ppt center lines. 9.M MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E late in inches. 10.FForlbasic ts iconnector cate size oplate 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'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 347V -34/ 113H 5.50" 0.56 KDDF ( 625) 3'- 10.9" -118/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.083" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.110" 3-11-11 MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" '� MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.9" Allowed = 0.344" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 8.50173 , MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I (' Design conforms to main wuomai resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, "' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=1.6, o Truss designed for wind loads o r:t in the plane of the truss only. 0 M o o C 1110114 1 A-- 0 M-3x9 A- * 1- 1-00 1-00 6-01 PROVIDE FULL BEARING;Jts:2,3,4I DPRQPk's JOB NAME : 5017-D POLYGON - YJ2 Scale: 0.5768 �5� �c�G�N s WARNINGS: GENERAL NOTES,unless otherwise noted: n 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >9>r P E 1-- Truss: -- T ru s s• YJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.244 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Allif, 3.Additional temporary bract to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally t theiraced at �r��r p ry er . 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a`r +r►Ja"'"". DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). •✓ DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREON. t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q ^V SEQ. : 6121042 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, , , > N. design loads be applied to any component and are for"dry condition"of use. ,(A. 1 4 t�. TRANS I 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if A I A rs 5.CompuTrus has no control over and assumes no responsibility for the necessary, �r'i RRIL t\ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f-1 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/VWCA in n ./ which request. M Te USA,IcCompuTrus Software 7.66(1L)E IrbSncide with joint center Ines, 0FIndicatecosize nncctoorpltedesign values see ESR-1311,ESR-1988(MIT(*) • EXPIRES:12/31/2015 10 01111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-124) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PS1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 403V -51/ 159H 5.50" 0.65 KDDF ( 625) 5'- 10.3" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 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" 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 = 0.120" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.113" @ 3'- 4.8" Allowed = 0.670" T T / 3 -,. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 78.50 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0, load duration factor=l.6, rnofTruss designed for wind loads oroin the plane of the truss only. r0un rno/- c o 3, 3, ), 1-00 6-01 PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5017-D POLYGON - YJ3 to.c.,0 PRape,Ss Scale: 0.5138 co AG()I '"a,, 4, WARNINGS: GENERAL NOTES,unless otherwise noted 41,r /II+'I , ! - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T.92"P E r Truss: YJ3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood rquired where s +drywell(BC). !- DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yP 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6121043 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'� �� `�✓� design loads be applied to any component. and are for"dry condition"of use. 1�, TRANS I D: 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 ✓ T 5.CompuTrus has no control over and assumes no responsibility for the necessary. �1- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'vl .' A- 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 } III I III IIIII II III IIIIII III IIII TPI/WTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,IDc./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-O8 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-10=(-1074) 5236 10- 3=( -10) 108 BC: 2x6 KDDF #15BTR 2- 3=(-6810) 1486 10-11=(-1074) 5236 3-11=( -120) 364 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6762) 1538 11-12=(-1088) 5340 11- 4=( -600) 2790 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5290) 1258 12-13=(-1066) 5240 4-12=(-2304) 562 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-5294) 1258 13-14=(-1300) 6198 12- 5=(-1404) 5920 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-6614) 1504 14- 8=(-1312) 6250 12- 6=(-2084) 512 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-8170) 1804 6-13=( -534) 2454 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( 0) 64 13- 7=(-1126) 280 ADDL: BC CONC LL+DL= 3016.0 LBS @ 6'- 0.0" 7-14=( -416) 1966 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1031/ 4618V -144/ 144H 5.50" 7.39 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP 16'- 5.5" -1518/ 6698V 0/ OH 5.50" 10.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-02-08 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 8-03 MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.050" @ 5'- 10.3" Allowed = 0.777" 3-04-09 2-09-03 2-01-04 2-01-04 2-09-03 3-04-01 MAX TL CREEP DEFL = -0.136" @ 5'- 10.3" Allowed = 1.036" f f 1' 1' T T 1' MAX LL DEFL = -0.001" @ 17'- 5.5" Allowed = 0.100" *** HANGER TO APPLY CONC. 12 12 MAX TL CREEP DEFL = -0.001" @ 17'- 5.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 8.50 M-4x6 Q 8.50 4.0" MAX HORIZ. LL DEFL = -0.016" @ 16'- 0.0" 5 MAX HORIZ. TL DEFL = 0.035" @ 16'- 0.0" �A NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x5 M-3x5 Design conforms to main windforce-resisting system and components and cladding criteria. 0 d� Wind: 140 mph, h=23.Sft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, `, M-3x5 M-3x5 Truss designed for wind loads 3 7 0 in the plane of the truss only. I4,,, 4k M-5x10 M-5x10 th_ cA' - 10 11 12 13 14 = • 9 I o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 ), **)+3018# ) ) ) ) 3-02-13 2-07-07 2-04-12 2-04-12 2-07-07 3-02-05 ) ) 1, 3,1-00 16-05-08 WEDGE REQUIRED AT HEEL(0). 1-00 JOB NAME : 5017-D POLYGON - Z GIRD ��, o pRo� 6 Scale: 0.3152 GJ GIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �q �I"1/7 'v, � 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ` R 920 IPE r- Truss• Z GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional tempora bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at ai . ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t�, 'a ✓ Ila""" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). ,./ t`' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v* OREGON I�N a +y� 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. SEQ. : 6121045 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, q4 V,9 NNS design bads be applied to any component and are for"dry condition"of use. !' y TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A� 0 ��' �+ necessary. `l% h fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. R FI}5, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIIb IIIb TPIMlICA in SCSI,copies of which will be famished upon request. git coincideictwith joint center Ines. 9.Digitssdsize of plate in inches. In . r+ MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 mmmmimmiimiliiimmiiiiminiminniimmiiiiiiii 111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 16-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 8=(-307) 1372 8- 3=( -30) 438 BC: 2x6 KDDF #1&BTR 2- 3=(-1802) 500 8- 9=(-396) 1511 8- 4=(-262) 195 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1372) 447 9- 6=(-298) 1372 4- 9=(-262) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1372) 447 9- 5=( -29) 438 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1802) 500 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 5.5" V 6- 7=( 0) 65 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 5.5" TO 16'- 5.5" V BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 16'- 5.5" V NOTE: 2x4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 5.5" 0'- 0.0" -342/ 1433V -100/ 100H 5.50" 2.29 KDDF ( 625) 16'- 5.5" -342/ 1433V 0/ OH 5.50" 2.29 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.030" @ 10'- 5.5" Allowed = 0.777" MAX TL CREEP DEFL = -0.059" @ B'- 2.8" Allowed = 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" MAX TL CREEP DELL = -0.003" @ 17'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.018" @ 16'- 0.0" 5-11-11 9 06-02 5-11-11 T 1' ,' T NOTE:Design assumes moisture content does 5-09-08 2-05-09 2-05-09 5-09-08 not exceed 19% at time of manufacture. f 12 f+320# T +1320# Design conforms to main windforce-resisting 8.50 p M-4x6 M-4x6 Q12 system and components and cladding criteria. 8.50 f- M 4x4 5 Wind: 140 mph, h=21.3ft, 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. rn 0 M 0 Ell O p 715158 ® rh 9 - 7 i 9 M-3x9 M-3x4 0 b y y 5-09-08 4-10-07 5-09-08 .6 k 1 b 1-00 16-05-08 1-00 JOB NAME : 5017-D POLYGON - ZH1 ,c _co pRo s Scale: 0.3152 -C".. _�'tw/1OIN c9.4.,� WARNINGS: GENERAL NOTES,unless otherwise noted: C,(/� / ZjiM9 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 ryl 72`0 P E. (•" Truss: ZH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #�lrs�r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,ttlRlil!.. Je0"" DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 61210 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � .( � fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, [ TRANS I D: 412903 design loads be appbed to any component. and are for"dry condition"of use. 6. 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 © 2. "'�^ fabrication,handling,shipment and installation of components. necessary. ,r ` �+ 6.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage Is provided. 4 �»,1^� ` 4. IIIIII I III VIII VIII(IIII IIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r'i i'-1 t� TPIMlfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines.9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by II11111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-157) 592 10- 3=( -50) 239 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-835) 310 10-11=(-231) 649 10- 5=(-122) 139 3- 4=( 0) 0 11- 8=(-173) 592 5-11=(-122) 140 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-592) 316 11- 7-( -50) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-592) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-835) 309 8- 9=( 0) 65 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -187/ 805V -101/ 101H 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -187/ 605V 0/ OH 5.50" 1.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0-03-01 rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1` VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-03-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1330-g-027-11-11 O- -02 7-11-11 MAX TL CREEP DEFL = -0.026" @ 8'- 2.8" Allowed = 1.036" T .)' '1 1' MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" 5-09-08 2-02-03 2-02-03 5-09-08 IMAX PANELLL DEFL = -0.035" CREEP3 � T T T T @ 13'- 4.0" Allowed = 0.399" 6-00 MAX HORIZ. LL DEFL = 0.004" @ 16'- 0.0" 6-00 1 ,( MAX HORIZ. TL DEFL = 0.008" @ 16'- 0.0" ( 4 6 12 NOTE:Design assumes moisture content does 8.50 2 Q12 8.50 not exceed 19% at time of manufacture. M-9x6 4x6 Design conforms to main windforce-resisting 3 M-3system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, �AIu1 kik16 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 m rn 0c tullIN I M 3x9 10 II M 3x9 9 0 M-3x4 M-3x9 ,1 1' ,i ), 5-09-08 9-10-07 5-09-08 l ,l y1-00y 16-05-08 1-00 ,t0 PRO4, JOB NAME : 5017-D POLYGON - ZH2 At 61.9 Scale: 0.3129 `i%1 /0 iliP WARNINGS: GENERAL NOTES,unless otherwise C,- . P E, r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Z H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bred must be Installed where shown+, Incorporation of component is the responsibility of the building designer. p n9 2.Design assumes the top and bottom chords to be laterally braced at arf� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/' r /Iaa"�""^^'"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,r i. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 16 OREGON �ltr 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. ^V SEQ. : 6121047 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, d Z design loads be eppfied to any component. and are for"dry condition"of use. ��6` -7- 1!� - TRANS I D 412903 responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge If �}I t7 5.CompuTrus has no control over and assumes no for the necessary. il R 1. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the firrtitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111 VIII VIII VIII VIII 11111 IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. 9 (Digits coincide dt size th of plate inint rInches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ' V(((((III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 296V -17/ 68H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -111/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.118" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" 1-11-11 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" T T MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.507 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting / 3 -/ system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=l.6, o:11 Truss designed for wind loads 0, o in the plane of the truss only. 0 i I N o o i or- of PIAIIIIO : s- : o 4 1 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME : 5017-D POLYGON - ZJ1 '<'cr- SA) Scale: 0.6354 G1IINE /(, WARNINGS: GENERAL NOTES,unless otherwise noted: 'J 1 r// I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ' ;920$P E. 1'"r Truss: Z J1 and Warnings before construction commences. building component.Applicability of design parameters and proper iP/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �.+`' ., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .�ea1� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓/P0"►. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch es plywood sheathln C and/or d ll BC. }rte! PA's' 9lT s rywe( ) / DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 ^r L�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •�7 OREGON (Q, SEQ. : 61210 4 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Q;+ 2/ ,bt �. design loads be applied to any component. and are for"dry condition"of use. / +�.� .}„ TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6{ �� fabrication,handling,shipment and installation of components, necessary. p 7.Designlatesassumes atedadequate dry co isprovided.furnishedon faces of truss,and placed so their center VIII II II III VIII VIII III VIII(III(IIITPI VYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 1111101 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ij1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-83) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 346V -33/ 111H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -113/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-I1 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T 1' MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 8.50 7MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" /- 3 -f MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ,,, Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, 0 o Truss designed for wind loads I rn in the plane of the truss only. 0 M O f O M-3x4 .1 ). b 1-00 6-00 00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - ZJ2 Scale: 0.5654 �c�, , v yiti,$, WARNINGS: GENERAL NOTES,unless otherwise noted `^9��/ /$$ "lam',,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 P Truss• Z J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 18'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d II BC. ' g(T ) rywa( ) /' . r�,., DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 4 C 4No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. '�7 OREGON 4(f SEQ. : 6121049 fasteners. are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L". 4L!' . ., design loads be applied to any component. and are for"dry condition"of use. / '7$, 2 TRANS I D: 412903 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 Q 14 1p necessary. tt fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �Fi 1:1 `t.1"' 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 IIIIII IIII(IIII VIII IIII IIII VIII IIII IIIITPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerte In lines. , 9.Digits indicate size of co inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIA'''''III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 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" 9 -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 = 0.122" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" T f /- 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.50 p 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,n load duration factor=l.6, of Truss designed for wind loads o, o in the plane of the truss only. o I M O al '- I M-3x4 A- ,1 b )- 1-00 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - ZJ3 Scale: 0.5141 `c�� GPN tJFr i� WARNINGS: GENERAL NOTES,unless otherwise noted: 4/4 /// / 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4t' T.' 92$_OPE Truss: Z J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,jr, 2.204 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "rs . DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.r^- is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d well BC. PN 9R s ry ( ) -rn DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /," It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. "17 A OREGON�� I, S EQ. : 6121050 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. / '�y .2- "t- ic TRAN S I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge if 4141. necessary. L.• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R (�,," 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i IIIIII I III'IIII(IIII'IIII'IIII'IIII IIII IIII TPIANfCA in BCS',copies of which will be furnished upon request. git coincideIitwith jointfpate in inches.9.Digits ndsize of plate to Ones. y�7�j.r q C MiTekUSA,InC./CompulrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 2/31 2015 (III III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 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 DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ IV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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 TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.448" 0 MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 8.507 3 MAX HORIZ. IL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a` o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of of load duration factor=l.6, 00 ,a Truss designed for wind loads 1 in the plane of the truss only. rn o/- O'�t Soma 0 M-3x4 .1 ) ). 1 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-D POLYGON - ZJ4 ,�`�° P 04�' Scale: 0.4653 .CO GIN "9/ cS iir WARNINGS: GENERAL NOTES,unless otherwise noted: w /I/ � 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `9211.P E r' Truss: Z J4 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,+0J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d wall BC. Ply her ) ry ( ) ,. tr DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ # 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. -i OREGON (L SEQ. : 6121051fasteners are complete and at no time should any loads greaterthan 5.Design assumes trusses are to be used In a noncorraslee environment, yr„ �Z7d N1) A design bads be applied to any component. and are for"dry condition"of use. / '7 TRANS I D: 412903 5.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail suppo is shown.Shim or wedge if `} 14 �th fabrication,handling,shipment and installation of components. necessary. i;,�'' T- 7.Design assumes adequate drainage is provided. -'r, 'R!'1f}�4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center rl lines coincide with int nter Ines. IIII I HIM(IIII(IIII III I II II VIII III MiTek USA,lnc.lCOmpul S(Software 7.6.6(11)-E request. 10.For basic connectoroplateedesign values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. TPI/WTCA in BCSI,copies of EXPIRES:12/31/2015