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Plans (107) mitlclrr SL✓ Sr(k)z- MiTekr MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-A PLAN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504797 thru K1504865 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 9,0) PR£3F-k-S c 89782PE 9 OREGON 1:94_y0'9fiv 15 ' PAUL 'S /E- )" ` ?z( 1( 316 —" -' November 3,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-1x2 az equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 9-02-08 7-03 T T T 12 I IM-4x4 12 14.00 7 3 /// N14.00 NII o N A1011111111111111 N Glioniimiimmiiimmimilmilmimi= —,5 0 1 M-3x4 �y A��pp/� c � �� f Il V4',4,.SI 11-00 16-05-08 1-00 $r .��GINE�c/4 rpm :97821'E ,-- JOB NAME : 17—A PLAN — Al • �,. Scale: 0.2531 'vr /�/�_,,Q INWARNINGS: GENERAL NOTES, unless otheo'se noted. E...�.z.� / 1.Builder and erection contractor should be advhed oral General Notes 1.The design h based only upon the parameters shown and is for an individual SI •REGON h" Truss: Al and Waminge before construction commences, building component.ApplicabilityV 2.2�4 compression web bracing incorporation of component responsibility proper '.�A/ Q'' g must be Installed where shown+. porwnl Is the reeponsibAfty of the building y 1 �, 3.Addftbnel temporary bracing to Insure Nebllfty during censtrudbn z Design end names the hp and bottom chord.to be laterally braced at 9 'Q Pt Is the responsibility permanent bnedng of c c.c. at 10 o.e reepedhely unless braced throughout their length by /R�_- of the erector.Additional continuous sheathing such as plywood sheathing(TC)anmor drywaNBC). "1. l'fA t1.� DATE: 11/2/2015 the overall structure h the responsibay of the building designer. 3.24 Impact bddging or lateral bracing required where shown !'^ UL {e Cr EQ.: K 15 0 4 7 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. Wieners are complete and at re time should any bads greater than 5.Design assumes trusses are to be used in a non-corroNve environment, TRANS ID: LINK design bads be applied to any component. and.re hr'dywndhlon of use. y �+ pfd/!� ){]/�4w 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes NW beefing al el supports Mown.Shim or wedge If EXPIRES. 12/31/20 1 V fabdoetbn,handling,shipment and Installation of components 7.Design ssumes adequate drainage is provided. November 3,2015 S.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of trues,end placed Sc their center TPiWTCA In SCSI,copies of which will be Nmished upon request. lines coincide with folnt center lines. MiTek USA,Inc./Com uTrus Software 1 7.6.6 L 9.Digits Indicate size of plate b Inches. F ( )£ 10.Far basic connector plate design values see ESR.1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 309 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-694) 217 7-8=(-115) 266 7-9=1-286) 492 WEBS: 2x4 KDDF STAND 3-9=(-529) 296 7-5=(-179) 255 LOADING 4-5=(-519) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" 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" -170/ 820V -302/ 349H 5.50" 1.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-02-08 7-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f ' ,( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-08-10 4-05-14 4-05-14 2-09-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.019" @ 9'- 2.5" Allowed = 0.777" 'I f 'I MAX TL CREEP DEFL = -0.022" @ 9'- 2.5" Allowed = 1.036" 1212 7 M-4x6 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.00 7\14.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 44.0„ 8 Y Design conforms to main windforce-resisting 'TI system and components and cladding criteria. Wind: 140 mph, h=26ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 411111" I • M-1.5x3 0 m O N of M-3x4 M-3x8 M-3x4 � D PR e y l 9-02-08z 7-03 yNGINc� /p 1-00 16-05-08 k, 89782PE <" JOB NAME : 17-A PLAN - A2 Scale: 0.2372 ", V1 WARNINGS: GENERAL NOTES, unless otherwise noted i.-rk� O„( � 1.Bulkier and erection contractor should be advised oral General Notes 1.Tnls design is based only upon Be parameters shown end is for an individual V I V Truss: A2 and warnings before conabuction commence. building component.Applicability of design parameters and proper t. 2.2.4 compression web bracing mast be metalled where shown«. incorporation or component lathe responsibility of the building designer. Vq Cy�,r .,1 '' 3.Additional temporary bracing to tenure stability during conaWction 2.Design etlassumes the tap and bottom Mohs to he aterally braced at a"[ _t'G/ Is the rospatrNMq f the erector.Additional I bracingof 2'0.0.end at 1 d o n.respectively unities braced throughout rheic length by y„ (l' ry a permanent continuous sheathing such as plywood sheathing(7C)and/or drywaRBC). P 1"1 DATE: 11/2/2015 the overall structure lame reaponalblllry of the building designer. 3.20 Impact bridging or lateral bracing required where Mown«« 4.No bad should be applied to any component until after ell bracing and 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K 15 0 9 7 9 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non.aorroays environment, TRANS ID: LINK designmadebeappteetoanycomponent• 8.and Designnter"city Bef ualau rte shown.shim orwed e# 5.CompuTrns has no control over and assumes no responsibility for thenecessary.wmea bearing atsupports g EXPIRES: 12/31/2016 fabrication,handling,shipment and installation ofcomponents. 7.Deeignassumes adequate drainage Isprovided. November 3,2015 S.Thla design is furnished subpd to the limitations sat forth by S.Plates shell be located on both faces of truss,and placed so their center TPW4TCA In SCSI,copies of which MAI be furnished upon request. lines coincide with Joint center line. 0.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1114113(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 39-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 141613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8=(-910) 3618 8- 3=( -2) 152 11- 7=( -768) 3592 BC: 2x8 KDDF #14BTR 2- 3=(-6114) 1354 8- 9=(-910) 3618 3- 9=1 -140) 390 7-12=(-5872) 1330 WEBS: 2x9 HOOF STAND; LOADING 3- 4=(-5894) 1909 9-10=(-900) 3708 9- 4=( -758) 3332 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=(-662) 2966 9-10=1-2466) 696 208 DF SS B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6079 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'-. 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 970.8)+DL( 340.2)= 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=( -182) 636 BC LATERAL SUPPORT <= 12"01. DON. ADDL: BC CONC LL+DL= 3970.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1188/ 5292V -293/ 34111 5.50" 8.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.59 KDDF ( 625) 'ter ( 2 ) complete trusses required. Join together 2 ply BOTTOM CHORD CHECKED FOR DS PAC LIOE LOAD. TOP 9 with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: XXICO9" oc in 1 row(s) throughout 2x4 top chords, ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" c in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.096" @ 5'- 10.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 1' ' 1' MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" 12 12 M-5x6 Design conforms to main windforce-resisting 14.00 7 N 14.00 system and components and cladding criteria. /// 5 5.0„ Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, @ HANGER BY OTHERS TO APPLY Truss designed for wind loads CONC. LOAD(S) EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 M-3x4 + LATERALLY BRACE TO ROOF DIAPHRAGM. )' + 2,49 WEB BRACING IS REQUIRED, t\ M-3x5 e M-4x8 M_Sx16 4ic, 01 CD /': IIIIMBIIIIIIMI Yso NE Il,�a I M-185x3 M-7x12 -M-10x10 M-9x10 M-3x10 12 L cPRQp o J. y34708 @ , y y <° 04 GINE 1�s�r 3-02-04 2-08 3-04-04 3-09-03 3-05-13 �~ .,' ' i-00 16-05-08 y 782P -7_,.. Wedge required at heel(s) JOB NAME : 17-A PLAN - A3 �`�/�'"'� MRScale: 0.2010 I to. y/<:.'.7::° '" {/ (��j WARNINGS: GENERAL NOTES, uNeas otherwise noted ✓/r„-*'`EGON U'� Z}.: I.Budder and erection contractor should be advised of est General Notes I.This design h based only upon the parameters Moven end la for en IndiNdual .a'1� /T� ¢`. Truss: A3 and Wendngs before construction commences. building component.Applicability of daalgn parameters and proper 77 ��ll _+ 2.2u4 compression web bracing must be Instalbd where ahovm e. bcorparation of component Is the roaponelbply of the building designer. i 3.Additional temporary bracing to Maw.stability during construction 2 7estgn assumes the top and bottom chords to be laterally braced et PA U L vs is the responsibility of the arocle,.Additional permanent bracing of 7 o.c.and at 1tl o.c.respectively unless braced throughout their length by `R DATE: 11/3/2015 the overall timbre Is the responsibility of the budding designer. continuous sheathing or aucn as plywood re ofrad where shown n dryrvel(BC>. g 3.2s Impact bridging or hterd bredng ty or B,where oa contractor.+• SEQ. : K 15 0 4 7 9 9 4.No bad should be applied to any component until toeller all bredng and 4.Installation of Sue.Is the responsibility ity in a noncorrosive environment. EXPIRES: 1 2�3 / Q 1 TRANS I D: LINK design bads be applied o any component. and are for'dry condition.of use. 5.CompuTnn hes no control over and assumes no responsibility for the 8.Design assumes Ng bearing at all supporta shown.Shim or wedge p s ry. November 3,2015 fabrkellon,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is fumlahed subject to the limitation set forth by 8,Plates shell be located on both faces of buss,and placed co their center TPIM?CA In 6051.copies of which will be furnished upon request. lines coindde with joint center linea. 9.Digits Indicate Be,of plate In Inches. MITek USA,Ino/CompuTrus Software 7.6.6(1L(E 10.For basic connector plate design values see E5R-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-07-08 5-07-08 1' 1' 'I NOTE: DESIGN ASSUMES SHEATHING ACE. 12 IIM-4x4 12 19.00 V 2 N 14.00 1411 On �ti cO PROF*, J. 1 l l c`� •,.,‘.461N -• r0� 1-00 11-03 1-00 4t' :9782PE �v' • JOB NAME : 17-A PLAN - B1 Vir Scale: 0.3985 to, 40 WARNINGS: GENERAL NOTES, Glass otherwise noted' f�yr — REGON�d. Q` I.Builder and erection contractor should be advised of all General Notes I.This design b basad only upon the peramelera Moven end la for an individual .A �Q Fig y:A lj V Truss: B1 end 1Nami gs before condmdion commences. building component.Applicability of dedgn parameters and propel 7 s al f { 2.2x4 compression web bracing must be Installed where shown•. Incorporetlon of component Is 8w reepondblNy of the building designer. //{ \l 3.Additional temporary bracing to Insure stability during conehuctbn 2.Design a.summ the lop and bottom chordate be laterally brood at `. .A.U C"�� la the roepondbi f Ms erecter,Additional permanent bracing f 22 o.c.and et t P e.c.reephdsely unless braced throughout Meir length by L NY o g° continuous sheathing such as plywood sheathing(7C)andkr drywal(BC). DATE: 11/3/2015 Be overall wudure a the responsibility of Me building designer. 3.2r Impact bridging or lateral bracing required where shown.. SEQ.: K 15 0 4 8 0 0 4.No load should be applied to any component untl after all bracing and 4.Insolation of truss Is the responsibly of the respective contractor. fasteners are complete and at no time should any loads greeter than H.Design assumes bosses are to be used Ina non-corrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design loadbeapplied foany component. Dnegnasst esfulb a of supports wedge 5.Cemputmshes nocontrol over and assumes noreepenstalNyfor the l•m mlbearin 1 tau ri.dgvn.Bhlmerwed If November 3,2015 aaary. fabrication.handling.shipment and ineelatkn of components. 7.Design assumes adequate drainage la prodded. 8.This design is furnished subject to the limitations col funh by it.Mates shall be looted on both feces of tenses,and paced es their center TP WOFCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center line. S.Digits indican dye of pats in inches. MITek USA Inc.lCompuTrus Software 7.8.6(1L)-E 10.For beak connector plate deeign values sea ESR-I311,EBR•1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 196 6-7=(-212) 212 6-2=(-609) 228 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-405) 145 7-8=( -21) 29 2-7=( -34) 217 WEBS: 2x4 KDDF STAND 3-9=(-905) 195 7-3=( 0) 221 LOADING 4-5=( -6) 146 7-9=( -39) 217 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-B=(-609) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 654V -222/ 222H 5.50" 1.05 KDDF ( 625) 11'- 3.0" -70/ 659V 0/ OH 5.50" 1.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 12'- 3.0" Allowed = 0.100" 5-07-08 5-07-08 MAX TL CREEP DEFL = -0.002" @ 12'- 3.0" Allowed = 0.133" 1' ' f MAX TC PANEL LL DEFL = 0.168" @ 2'- 10.7" Allowed = 0.520" 12 12 MAX TC PANEL TL DEFL = 0.410" @ B'- 9.5" Allowed = 0.780" M-4x6 19.00 7 \14.00 MAX HORIZ. LL DEFL = -0.002" @ 11'- 1.3" 34.0" MAX HORIZ. TL DEFL = 0.002" @ 11'- 1.3" P1 S l I Design conforms to main windforce-resisting system and components and cladding criteria. 4" 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=1.6, Truss designed for wind loads in the plane of the truss only. 1111111111„ M-3x4 M-3x4 1: 1 � co rn O 0 ti 1 F -/N 6'- 748 M-1.5x3 M-3x8 M-1.5x3 1 1 y 5-07-08 5-07-08 �o PR 5F� .1-001 11-03 y1-001 ' �4C'�IN ,�C' LV w ' :9782PE 'r' JOB NAME : 17-A PLAN - B2 ,,, -.,r• Scale: 0.3116 ,Tr 811.11 WARNINGS: GENERAL NOTES, unless otherwise noted L,. 40 'v Truss: B 2 1.Builder and erection contractor Mould be advised of as General Notes 1.This design is based only upon the parameters shovel end Is for an individual -Si OREGON N. and Wardngs beare construction commence. bending component.Applicability of design parameters and proper 4, 2.2x4 compression web bracing must be Installed where Move., incorporation of component h me responsibility of the building designer. ^ � 3.Additional temporary bracing to taute stability during construction 2.Design mamas the top and bottom chards to be laterally breed et '1 Is the responsibility of the ereIXar.Additional permanent bracing of 7 au.end at 1 e o.o.r.apectcey unless braced throughout their length by DATE: 11/2/2015 the overall structure I.the re Nbq of building designer. 20 irnp o t Mgingior such a.acing re sheathing(TG)s enmor drywaA(Bc>. PAUL j^ � won M e3.za Impact bridging or latent bracing required where Mown.e A SEQ. : K 15 0 4 8 O 1 4.No bad Mould be applied to any component unto after an bradng and 4.Instagatbn of buss la me respob a sy of the respecdva contractor. fasteners are complete and Al no time Mould any loads greeter than 5.Design assumes trusses are b be used In a noncanoNve environment, TRANS I D: LINK design loads be applied to any component. and.re or My condition"of use. 5.compuTrus nes no control over and assumes no responsibility for me 6.Design assumessnfulbearing at al supports Mown.Shim or wedge If EXPIRES: 12/31/2016 febdcetion,handling,shipment and Installation of components. 7.Design:wmes adequate drainage is provided. NOV@I11t.. 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both tacos of truss,and placed w their center TP WOFCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 1 L 9.Digits indicate size of piste in Inches. P ( )-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-993) 449 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-484) 525 6-7=(-357) 500 1-6=(-419) 482 WEBS: 2x9 KDDF STAND; 3-4=( -24) 11 6-2=( -32) 221 2x6 KDDF 42 A LOADING 2-7=(-497) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 59W -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 *' For hanger specs. - See alTseted ,tans 5-02-12 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed= 0.492" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.009" T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.006" 12 MAX TC PANEL TL DEFL= 0.040" @ 2'- 4.6" Allowed= 0.742" M-1.5x3 9 14.00 3 MAX HOAR. LL DEFL = 0.009" @ 10'- 1.5" M-3x5 MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" �� NOTE: WEB BRACING SHOWN + MAY BE ON OPPOSIDE OF Design conforms to main windforce-resisting MEMBER TO ALLOW FOR CLEARANCE OF GABLE STUDS. system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads MM-3-3'4C5 in the plane of the truss only. M-3x4 11 �,f Truss designed for 4x2 outlookers. 2x4 let-ins /r o of the same size and grade as structural top o chord. Insulae tight fit at each end of let-in. A .1 ; Outlookers must be cut with care and are ,.r permissible at inlet board areas only. , M-3x4 I I / s'-M-1.5x3 M-3x4 M-3x4 � „ Ore �A G' l 5-02-12 1 4-10-12 0-07-08 iS./ �yG�NE�- 1; J., 10-09 0-00 08 8.782PE c' JOB NAME : 17-A PLAN - Cl 'e • ., " Scale: 0.2331 V x WARNINGS: GENERAL NOTES, 545,5 otherwise noted: +/��► �'/f///�OREG°NYM}},,©��Q= 1.Builder and erection oonlredor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for en Individual "°rf1 A�y y:A'tom ¢. . Truss: Cl and Warntngs before construdlen commences. building component.Applicability of design pelmets.and proper 7 f 1 J 2.244 compreeton web bracing must be installed where shown". Incorporation of component Is me responsibility of the building designer. Ci 3.Additional temporary bracing to Imre stability during construction 2 Design assumes the top end bottom chords to b•laterally braced al 'th by A U t s`,: is the responslbilhy of the erector.Additional permanent bracing of c ntinuo sasheelhingrsu�as respectively eheethlng(TC)throughout drywall( BC)).. 1_ DATE: 11/3/2015 the overall structure la the responsibility of the building designer. 3.continuous Impact bridging or lateral bracing required where shown•v SEQ. : K 15 0 4 8 02 4.No road should be applied to any component ntil after all bracing and 4.Installation of Iron Is the responsibility of the respeeve contractor. fastener.ere complete and at no time should any loads greater than S.Design anomie trusses are to be used In a non.oenoshe environment, EXP FRES: 1.`��`31 X20 6 TRANS ID: LINK deign loads beapplied to any component. and a^aseforam conassumes yeas. o• 5.CompuThehesnocentraloverandassumesnoresponslblltyforthe 8.Design essery fuAbsenn 1 gra n.shown.Shim arw.d If November 3,2015 labricallon,handling,shipment and installation of components. 7.Design assumes adequate drainage Ie provided. 6.This design Is furnished cabled to the teitetiens set forth by 8.Plates shall be located on both faces of true,and placed so their center TP9WTCA M BCSI,copies of which will be furnished upon request. Pores coincide w#h)Dint center lines. 9.Diggs indicate sire of plate In inches, MiTek USA,Inc.lCompuTrus Software 7.6.6(10-E 1 a For bask connector plate design vales see ESR-1311,EOR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=( -780) 3052 12- 3=( 0) 289 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3754) 1025 12-13=( -780) 3043 3-13=(-158) 85 BC: 2x6 KDDF #118111 3- 4=(-3460) 1067 13-14=(-1097) 3634 13- 4=(-259) 1136 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=(-1097) 3634 13- 6=(-877) 389 LL = 25 PIE Ground Snow (Pg) 4- 6=(-2962) 951 15-16=( -780) 3043 14- 6=( O) 542 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=( -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3460) 1067 15- 9=(-159) 85. -- -- BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=( 0) 289 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 10-11=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 7'- 9.0" TC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -690/ 25B6V -103/ 103H 5.50" 4.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 4.14 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. 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 = -0.103" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed = 1.525" MAX LL DEFL = -0.002" @ 24'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.061" @ 23'- 4.0" 7-08-11 8-04-02 7-08-11 1' 1' ' f Design conforms to main windforce-resisting 3-10-06 3-03-10 0-06-11 4-02-01 4-02-01 0-06-11 3-03-10 3-10-06 system and components and cladding criteria. 237.706 423',,{{7.70# T 1 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 M-5x6 M-3x8 7 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Di r), 7.00 5 load duration factor=1.6, 4 6 Truss designed for wind loads T2 4� in the plane of the truss only. M-3x4 M-3x4 42 ilk M-3x8 M-3x8 $ trial �" d -Y" o 1 27 12 13 19 15 16 10 o I M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 o M-7x8(S) y 3-08-10 y 3-03-10 y 4-10-08 y 4-10-08 y 3-03-10 y 3-08-10 l � E GINE.fes�/ 1-00y 23-09-08 1-00 4,....r 47,'F ©,y 4' 8 782 P E 44 mac' JOB NAME : 17-A PLAN - D1 Scale: 0.2561 • a. WARNINGS: GENERAL NOTES, unless otherwise noted: �, " Truss: D 1 40 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the paramelen shown and b for an individual a v OREGON N. and Warnings before constmdlen commences, building component.Applkebllty of design parameters and proper 'f �/ y Q'•' 2.Zx4 compression web bracing must be installed where Moven a, Incorporation of component Is me responsibility of the building designer. FFF I �; r �j 3.Additional temporary bracing to insure stability during construction 2.Design mums the top and bottom charts to be laterally braced al � lt. J Is the responsibility of the erector.Addtianst permanent bracing of 7 e.c.end et 10 c.c.respectively unless braced throughout their length by F ` continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). \ DATE: 11/2/2015 the overall structure h the responsibilityggor enlbndng required where Mown.+ ity of the building designer. 3.Zs Impact bdd InPA,u SEQ.: K 15 0 4 8 0 3 4.No load should be applied to any component until after all bracing the and 4.Installation of tis the responsibilty of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere h be used Ina nencerrosNe environment, Beat bade be applied to an M, end are for"dry condthn'of use. TRANS ID: LINK gra vv ycompone 5.CompuTns hes no control over and assumes no responsibility for the E Design assumes Al bearing at all supports Mown.Shim or Wedge if EXPIRES: 12/31/2016 nssary. fabrication,handling shipment and installation of components. T.Design assumes adequate drainage is provided. November 3,2015 8.This design is Nmhhed subject to the limitations set forth by 8.Plates shall be bIme located on both faces of s,and placed so their center TPNMCA Sr SCSI,copies of which ail be furnished upon request. lines coincide vAth feint center lines. S.Digits indicate sin of plate in Inches. MITek USA,Ino./CofnpuTrus Software 7.6.6(1L}E 10.For basic connector piste design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-493) 449 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-484) 525 6-7=(-357) 500 1-6=(-419) 482 WEBS: 2x4 KDDF STAND; 3-4=( -24) 11 6-2=( -32) 221 2x6 KDDF #2 A LOADING 2-7=(-497) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 595V -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. e+ For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-06-04 5-02-12 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed = 0.492" f '1 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" M-1.5x3 4 -/ MAX TC PANEL TL DEFL = 0.090" @ 2'- 4.6" Allowed = 0.742" 14.00 -27 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M O A � • M-3x4 ,ter /,r I M 4 ,-1 5' 6 7 e. M-1.5x3 M-3x4 M-3x4 y VO r R U. [ 5-02-12 4-10-12 0-a7e "‹.0. .c.0,(1 tJG# E� - -/y jN0 10-09 0-00-08 � tt1�, 89782PE <' • • JOB NAME : 17-A PLAN - C2 Scale: 0.2378 .. "--4e."<. 'm 11111 WARNINGS: GENERAL NOSE8, unlsae clhenase noted: 7A.OREGON/`e©IY 1.Builder and eredlon contractor shook be advised of aN General Notes 1.This design Is based only upon the parameters Mown and A for an individual 7--v O R G O I V h Truss: C2 and Warnings before comhuction commences building componentApplicability of design parameters and proper 2.Ti4 comp,e.Aes web bradng moil be Inetaltetl where shown a. incorporation of component is the reeponNbRey of the building designer. i' &x4 l y,,::.a tw. 3.Additional temporary bracing to Imure etadllty during construction 2.Design assumes the lop and bosom chords to be latanity braced at fl ! 1 ,4 'fj.Y Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and a110 c.a reepedwety unless braced throughout their length by k continuous sheathing such es plywood Mealhlng(TC)and/or drywal(BC). �A.N N` '- DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.bumped bridging or lateral bracing required where shown•a �.1 L SEQ.: K1504804 4.No load should be applied to any component until after all bradngend thein e rrosive mcoonem, fasteners are mmpkte and at no time should any loads greater man sedDesige assumes buses.of use. TRANS I D• LINK design kala be applied le any component. 6.Design aesumea full bearing at all supports shown.Shim or wedge if EXPIRES:c .N!�JI].N ry/�{�l 5.ComWTrus has m control over and femme,no responsibility for the cosy EXP I.RES: 12/3 /20 1 V fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This deNgn is furnished subled to the limitations set forth by 8.Plates shall Da located on both aces of trues,end placed so their center TPMA/fCA in BCBI,copies of which will be furnished upon request. linea coincide with joint center Anes. 9.Digits indicate size of piste In inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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: 2x9 KDDF 915ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. 2-3=(-151) 108 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -129/ 365V -26/ 83H 5.50" 0.58 KDDF ( 625) 0'- 10.8" -130/ 58V 0/ DH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ` 0-11-09 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1 'cEND 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" 12 MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" 14.00 V MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.198" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.3" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 4Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, r- Truss designed for wind loads o I in the plane of the truss only. 0 f H ,..1 ill A N O I O �� 4 -/ -3x4 1 l l 1 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 ��p PR oFe �`c .. �yGIN /0 1. 89782PE -7r JOB NAME : 17-A PLAN - DJ1 � ' • Scale: 0.7730 = _-"^ WARNINGS: GENERAL NOTES, unlaCe otherwise noted. v T I U S S: DJ 1 1.Builder and erection contractor should be advised of al General Notes 1.This design I.based only upon the parameters shown and Is for an Individual OREGON (�a1� and Warnings before construction commences. building component Applk:abillty of design parameter.and proper 4yC, 2.2x4 compression web brining must be installed where shown*. incorporation of component Ie the roeponstbpHy of the building designer. G�� r (+ L}�, al 3.Additional temporary bracing to Inure stability during construction 2 Design endcr1assumes the tap and bottom chows to be laterally brecaden J la the responsibility of the erector.Additional permanent bracing of 2 o.0. at 1P o.c.r.neh as sly unless braced throughout their length by DATE: 11/2/2015 the overall structure 6 the responsibility of the building designer. 2x Impact sheathing at suer lateral bracing alywg e requirediat,.,.s and/or tlrywall(BC). 1 r \ eP^^ 3.2z Impact brttlging or the where shown.c L e- SEQ. : K 15 0 4 8 0 5 4.No bad should be applied to any component until after all bndng and 4.Installation of truss Is the res onsibuhy of the respective contractor. fasteners are complete and at no time Mould any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design leads be app is dtoanycomponent and are for"dry condition.oruse. 5.CompuTros has no control over and assumes no reepenslditiy for the 6.Deign assumes N%bearing at all supporta shown.Shim or wedge If �.ry. EXPIRES: 12t3112018 fabrication,hurtling,eripment and metaoaaon of components. 7.Dergn assumes adequate drainage is provided. November 3,201 5 6.This design I.furnished ished subject to the limitations aft forth by N.plates shall be located on both fans of truss,and placed their center TPOWTCA in SCSI,copies of which will be furnished upon request. lines coincide with feint center lines. 9.Digits Indicate eize of piste In inches. MITek USA,Ino./CampuTrus Software 7.6.6(1L(-E II.For bests connector plate design value.see ESR-1311,ESR-IONS(MITek) 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: 2x9 KDDF f16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=10) 0 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-83) 71 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 POP 0'- 0.0" -37/ 292V -44/ 119H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -99/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) en For hanger specs. - See approved plans 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 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" 1-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.073" MAX BC PANEL LL DEFL = 0.009" @ 1'- 9.9" Allowed = 0.148" f fMAX TC PANEL TL DEFL = 0.006" @ 1'- 3.6" Allowed = 0.249" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" 12 19.00 77 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I on in the plane of the truss only. 0 cw o /-- ,•-1 pArjoimimimirA 0 M-3x4 Jr Jr Jr 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 I ��r C1 P Fi 0FeS,� �trC,,,, OA �."..9, t0� " 89782PE x- JOB NAME : 17-A PLAN - DJ2 Scale: 0.6280 WARNINGS: GENERAL NOTES, odes.otherness noted: .,�1 OREGON �� 1.Builder and erection contractor should be edvlaed of al General Notes 1.this design h based only upon the parameters shown and Is for en Individual 7 ©f EG OI V ^(v �. Truss: DJ2 and Warnings before construction commence. building component.Applicability of design parameters and proper ,,,$) („ 2.254 comprosNon web bradng must be installed where Moven*. Incorporallon of component Is the responsibility of the building designer. T 4[-y y ,y ) 3.Addmuwl temporary bracing to Insure etablllly during construction 2 fee,and er rS the top end bottom chorda to los laterally bread al ♦ `, 1 _4 la the responslblll f the erector.Additional permanent bracing of 2'a.c.and at 10 0.0.respectively unless brewed throughout their length by /+e t {�V N ocontinuous sheathing such as plywood ng(TC)ender drywal(BC). /""A..0 1.. {`` DATE: 11/2/2015 the overall structure W the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where drown* SEQ.: Ki5 0 4 8 0 6 4.Ne bad should be applied to any component until ager all bracing and 4.Installation of buss is the respeneiblity of the respective contractor. fasteners aro complete end at no time should any beds greeter than 5.Design assumes busses aro to be seed In a nanwrrseve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes WA bearing al all supports shown.Shim or wedge I! EXPIRES:: 12/31/2016 fabrication,handl) shipment and inetalation of components. ry handling, p ponen 7.Design assume.adequate drainage is provided. November 3,2015 6.This design Is mmlahed wb)ed to the limitations eat forth by 8.Plates shall be located on both laces of buss,end placed so their center TPINVTCA in SCSI,copies of which MI be furnished upon request. lines coincide with joint center linea. 9.Digits indicate Nae of plate in Inches. MITek USA,Int./CornpuTrUs Software 7.6.6(1L)-E 1o.For basic connector plate design values we ESR-1371,ESR-1988(MiTek) 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: 2x9 KDDF g16RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2-3=(-113) 97 TC LATERAL SUPPORT <= 12"OC. LION. 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" -15/ 308V -63/ 156H 5.500 0.49 RIDE ( 625) 2'- 10.8" -109/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 3'- 10.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" ,r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.025" @ 1'- 10.3" Allowed = 0.265" 3 -/ MAX TC PANEL TL DEFL = 0.024" @ 1'- 10.3" Allowed = 0.398" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 7 0 MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, 0 I Truss designed for wind loads in the plane of the truss only. M O f O M-3x4 1 k l 1 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,9 I p P R O 897827E �<" JOB NAME : 17-A PLAN - DJ3 • `� ' Scale: 0.5665 / ---.^ WARNINGS: GENERAL NOTES, union otherwise noted' S., Truss' DJ3 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �i-OREGON J (SN. • and Warnings before construction commence°, building component.Applicability of design parameters and proper -///' ltiy Ab yT V 2.204 eompre Won web bracing must be instated where shown*, incorporation of component la the roapons t y of the building designer. �J V(^ V� 3.Additional temporary bracing to insure stability during construction 2.70.0.Desigand at y me top and bottom unlesschoion to be laterally braced at 7 �l le the Msponsiblpty of me erector,Additional permanent bracing of 2'o.c. at 10 o.c.r5*05 es lay braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility of buildin designer. continuous sheathing such b eaig required where s and/or tlrywaA(BC). �'�t +` �` Ity o g g 3.20 Impact bridginghe or lateral bndngplywoodshewhere stwwn t* U L.. SEQ.: K 15 0 4 8 0 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss i°me are of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non•eormNve environment, TRANS ID: LINK design loads beapplied aany component. and an for dry conditionor use. 5.Comet/fru,has no control over and assumes no responsibility for the 6.Design assumes WA bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 abbenon,handling,shipment and installation of components. tignas 7.D°stsshallbeeaadedonbadrainage aprossect. November 3,2015 O.This design Is furnished subject to the mm�.nons set forth by e.Platen shaft be located on ban aces of truss,and placed so their caner TP W,tFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate in inches, MITek USA,Ino./CompuTrus Software 7.6.6(10-E 10.For been connector pate design values see ESR-1311,ESR-1988(MiTek) 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: 2x9 KDDF f18.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 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" 1.1" TOTAL LOAD = 42.0 PIP 0'- 0.0" -23/ 326V -78/ 1B6H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.009" 0' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TC PANEL IL DEFL = 0.070" @ 2'- 3.8" Allowed = 0.345" /// MAX TC PANEL TL DEFL = 0.067" @ 2'- 3.8" Allowed = 0.518" MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=l.6, o I Truss designed for wind loads '-. in the plane of the truss only. 0 07 0 " I ralliliAllii -/ 0 M-3x4 1 1 11 1-00 3-10-08o-01-01 R opF�S 'PROVIDE FULL BEARING;Jts:2,4,3 I 4.5`.. 1G.114 .9 - 8.782PE r' JOB NAME : 17-A PLAN - DJ4 • Scale: 0.50e2 !P. 'ry WARNINGS: GENERAL NOTES, unless otherwise noted K_a... OREGON j+� 4J I.Builder and erection contractor should be advised of e8 General Notes I.This design h based only upon the parameters Moven and is for an individual Jam(-OREGON Off Truss: DJ4and Wamingsbefore canstraaioncommences. building component.Applkebiliyordesign parameters and proper IF/� s 2.2e4 compression web bracing mud be installed where shown*. Incorporation of component is Me rospondbpiy of the building designer. 4 .ti y.:{6 (e.„ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords 10 be laterally braced al ! { -t Is the responsibly of the erector.Additional permanent bracing of 2 ntinuo sasheathingrsuch es plywood sheathing(TctWely unless braced C)and/or d yweB(hout their BC)y DATE: 11/2/2015 the overall structure Is the responsibility of the bulking designer. - 3.2t Impact bridging or lateral bracing required where dwam** �� U SEQ.: K 15 0 4 8 0 8 4.No load should be applied to any component ante after an bracing and 5.4.Designptian of assumes westhhe waponelbftrybe a.the respective cove n arch//environment, fasteners are compete and at no time should any loads greater than design bads be applied to any component. and ere for"dry condition"of use. ��//ryry p c {ley I�.p Jr'3 {�s TRANS ID: LINK 5.CompaTms has no control over end assumes no responsibility for me 6.Desitin assumes NB beartnp at all supports shown.Shim or wedge if EXPIRES. 12/31/2016. fabrication,handling,shipment and Installation of°umpanents. 7.Design assumes adequate drainage is provided November 3,2015 8.Thies design Is Nmished subject to the Ilmitetlens set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIMrECA in SCSI.copies of which x91 be ramlahed upon request. Ines coincide with joint center lines. 9.Digits Indicate size of piste In inches. MiTek USA,IOC./COmpUTIU6 Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1115BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-290) 229 3-4=( -61) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 315V -102/ 234H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.6" -4/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "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 TC PANEL LL DEFL = 0.019" @ 2'- 2.3" Allowed = 0.345" MAX TC PANEL TL DEFL = -0.016" @ 2'- 0.9" Allowed = 0.518" (T' MAX HORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" 12 3 14.00 I7 Design conforms to main windforce-resisting system and components and cladding criteria. I )T) Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. ol okt to0 u 0 0 M-3x4 i y 1-00 ) 3-10-08 y1-01-01y ��. D PROpe !PROVIDE FULL BEARING;Jts:2,5,3,4 I r` \GIN 16"� /"'� til •\'� 21. 89782PE �<' JOB NAME : 17-A PLAN - DJ5 - • Scale: 0.9455 4...‘ / ..._.... WARNINGS: GENERAL NOTES, unless otherWee noted: U 40 1.Builder and erection contractor Mould be advised of al General Notes I.ills design Is based only upon the parameters shown end A for an Individual ,�a -1;1,C RE GO N "= 4T Truss: DJ5 and Warnings b.tere concoction commences building component.Applicability of design parameter.and proper ff / yyy��yO {`� 2.254 compreWan web bracing must be Inetdbd)here Owen 0. Incorporation o!component Is the responsibility of the building designer. „�{J. �J^ y 3.Additional temporary bracing b insure stability during eenetrudbn 2 Design assumes the top and bottom chortle to be throughouty braced et 7 'l R '`5 is the reapontlbllty of the erector.Additional permanent bracing of 7 o.c.and et 17 o.a resped.ely unless braced their length by //{,,, continuous sheathing cosh as Arwood sheath lrp(TC)andror drywall(BC). • 1 f L �\ DATE: 11/2/2015 the overall structure Is the responsibeXy of the building designer. 3,2a Impact bridging or lateral bracing required where allow)** �'"'1 V L- SEQ.: K 15 0 4 8 0 9 4.No load should be appaed to any component until arse,all bracing and 4.Installation of trues Is the reepontblty of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are or"dry condition"of use, 12/31/2016 !y i] �/� 5.CompuTm ha no control over and MUMS no responsibility for the 6.�cstegsee assumes NR bearing al ail supports Mown.Shim or wedge N EXP!RES. 12/31/2 V 1 6 fabrication,handling,shipment and Installation of components. 7.Deygnassumes adequate drainage k provided. November 3,2015 6.This design is funnelled bJed to the limitations est PoM forth by a.Plates shall w be located on both faces of as,end placed eo their canter TPUWfCA in BGSl,copies of winch will be furnished upon request. lines coincide vdth Joint center lines. 0.Digits indicate We of plate in Inches. MITek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For bask connector plata design values sea ESR•t3tt.ESR-0996(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-10=(-1608) 5048 10- 3=( 0) 778 14- 9=(-378) 282 BC: 2x6 KDDF #1&BTR 2- 3=(-6084) 1834 10-11=(-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-1922) 4760 11- 6=(-1142) 756 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4512) 1654 13-14=(-1294) 3060 6-12=( -324) 358 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.07= 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=(-5230) 2064 12- 7=( -134) 820 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=(-3722) 1506 7-13=(-1810) 842 B- 9=( -102) 114 13- 8=( -466) 2006 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 12'- 0.0" 8-14=(-4240) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. O'- 0.0" -1102/ 3809V -135/ 278H 5.50" 6.09 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3470V 0/ OH 5.50" 5.55 KDDF ( 625) ( 2 ) complete trusses required. _, Join together 2 ply with 3"x.131 DIA GUN nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 204 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0^ Allowed = 0.267" MAX LL DEFL = 0.146" @ 11'- 9.5" Allowed = 1.937" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.271^ @ 18'- 6.0" Allowed = 2.583" MAX HORIZ. LL DEFL = -0.044" @ 39'- 4.5" MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 27-08-0$ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T '1 1' Truss designed for wind loads 6-01-12 5-04-12 0-05-03 6-06-05 6-11-08 6-11-08 7-03 in the plane of the truss only. 4 4 'f4 T 4 1 T 11-09-08 •' 1640# 12 M-5x6(S) M-4x6 7.00 p 45 M-3x4 0.25" M-3x8 M-1.5x3 6 y .7.. 8 9 Il M-3x6 N 3 + V + /N o 0 I r o M-3x8 ... Ln 1 2 110 11 12 13 **14 1 M-1.5x3 M-3x8 M-3x4 M-3x4 M-3x8 0 506# M-5x6(5) PRppk s 6-00 5-04-12 y 9-05-01 y y 9-03-05 y 9-06-13 yp 19-08 20-00 y r 4OhC�11�1 • r 9 y2-00y 39-08 89782PE r' JOB NAME : 17-A PLAN - El Scale: 0.1472 "-"�' ,�. • MN WARNINGS: GENERAL NOTES, uses otherwise noted' A.OREGON X61) 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 'v V E O'V (� Truss: El and Warnings before oonstrucdon commence. building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Instalisd where Mown e. incorporation al component is the roaponstbllty of Na building designer. �.Rq x[�Y. A 9 l,' 3.Additional temporary bracing to Insure stabBlty during construction 2 Design assumes Ms lop end bottom MOMS to be labrely braced at rl _�+\S�'y Is the roaponalbltl of the erector.Additional t bracing of 7 a.c.and at 10.c.respectively unless braced throughout their length by �' `tel ypermanen continuous sheathing such as plywoodeetmng(TC)and/or dryWeB(BC). DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2.Impact bddging or labral bracing required where ehovm** SEQ.: K 15 0 4 810 4.No load should be applied to any component until alter all bracing and 4.Installation Design Iioen of truss Uu6sne e b Mbilityy o the respective eser aha contractor. en actor.ant, fasteners are complete and at no time should any roads greater then TRANS ID: LINK design loads be applied to any component. and ars for"dry condition"of use. s.CompuTres hoe nocontrol over and seam no responsibility for the 8.Design assumes NA Gearing at all support snows.Shim or wedge if EXPIRES: 12/31/2018 fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage is provided, November 3,20/15-EXPIRES: 8.This design is furnished SAW to the limitations set forth by 8.Plates shell be located on both laces of truss,end placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. linea coincide with joint anter lines. 9.Digits Indicate alas of plate Cinches. MITek USA,Ina./CompaTru.Software 7.6.6(1L)-E 18.For basic connector plate design values de ESR-1311,ESR-1988(Mad) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF 810010 SPACED 24.0" O.C. 2- 3=(-2719) 517 11-12=(-760) 2155 11- 4=( -12) 315 WEBS: 2x4 KDDF STAND; 3- 4=(-2566) 522 12-13=(-615) 1924 4-12=( -470) 209 2x4 DF STAND A; LOADING 4- 5=(-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF 8168TR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=(-346) 1027 12- 7=( -273) 121 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1787) 499 7-13=( -301) 224 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 6=( -136) 578 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1266) 393 8-14=( -893) 313 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -184) 1193 9-15=(-1826) 479 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 1910V -182/ 374H 5.50" 3.06 KDDF ( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) JT 2: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.122" @ 15'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.229" @ 15'- 9.5" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.057" @ 39'- 4.5" 0-05-03 MAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 'f'r 15-11-11 23-08-05 Design conforms to main windforce-resisting 5-03-03 4-11-14 5-03-06 5-06-05 5-11-08 5-11-08 6-03 system and components and cladding criteria. 1' 1' '1 'l 1 ' ' f Wind: 140 mph, h=25.3ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, 15-09-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'l' '( load duration factor=l.6, 12 M-5x6(S) Truss designed for wind loads M-4x656 M-3x4 0.25" -M-4x4 M-1.5x3- in the plane of the truss only. 7.00 k 9 10 M-5x6(5) 8 • 1/0/1111171° 7 + } + +I 13 on 0.25" o 4 N M-1.5x3 /� o 3 of // \ i 0 A 1/011.12 • 11 12 + t 6. 13 14 +45 0 M-3x6 M-3x4 M-3x8 M-3x4 rM-4x4 M-3x5 M18HS-3x18(S) y7-10-14 y 7-05-14 l 8-01-01 y 7-11-05 y 8-02-13 y � ck0) PR pes� l 1 20-00 19-08 l ��\ rN �� 2-00 39-08 :9782PE ��'" JOB NAME : 17-A PLAN - E2 • y. Scale: 0.1472 ' 407 lilt WARNINGS: GENERAL NOTES, unless othencee noted: (/ I.Builder and anion centred°,should be advised of ell General Notes 1.This design h based only upon the parameters shown and is for an Individual "'V s s EGON N. Truss: E2 end Wantings before construction commences building component.Appicbgdy of design parameters end proper . 4. , 4./..0Cr Z.2a1 ampraesion web Naming must be installed where shown t. incorporation of component is the reeponsibillly of the building designer. v 3.Additional temporary bracing to Insure stabtey during instruction 2.Design assumes the lop end bottom strode to be throughouty braved al AIS y '� lj Is the responsibility of the erector.Adddbnel permanent bracing of Y o.c.and at 70 sc.re el,us ply unless braced d/their length by Y DATE: 11/2/2015 the overall structure b the raepalabSty of me building designer. lap continuous sheathing such l b plywood required a Mere owner drywap(BC). � �J' /t' +` 1 3.W tinged bridging or lateral bracing req�lrea wnare.now,++ PA lJ L. SEQ.: K 15 0 4 811 4.No bad should be eppbd to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any beds greeter than 5.Design assumes trusses are to be used in a non-narrative environment, TRANS ID' LINK design bads be applied to any component. end ate ter"dry indnian•or use. • 5.CoopuTrus hes no alafol over and assumes no responsibility for the 6.Dee ell assumes NB bearing et all wppods stgvm.Shim or wedge if EXPIRES:. 12/31/2016 2/31/201 6 Mbdatbn,handl:cg.shipload end installation of components. 7.Design ecome.adequate drainage is provided. November 3,2015 4 6.Thio design I.furnished subject to the limitations sat forth by S.Plates shall be located on both faces of buss,and placed so Mal,center TPINOrCA In SCSI,copes of which Mil be furnished upon request. Tins coincide with Joint anter lines. 9.Digits romatnsize ofplate mInches. MITek USA,Inc./Com uTruc Software 7.18.6(1L)-E 10. Fe,been connector plate design values we ESR•1371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2- 9=(-390) 2268 3- 9=(-252) 208 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2630) 533 9-10=(-246) 1921 9- 9=( -28) 520 WEBS: 2x9 KDDF STAND; 3- 4=(-2378) 531 10-11=(-234) 1805 9-10=(-740) 287 2x9 DF STAND A LOADING 4- 5=(-1699) 991 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 505 10- 6=(-794) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2633) 565 11- 7=(-256) 229 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -349/ 1903V -272/ 286H 5.50" 3.04 KDDF ( 625) *` For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -252/ 1666V 0/ OH 5.50" 2.67 KDDF ( 625) IOOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.125" @ 19'- 10.0" Allowed = 1.938" MAX TL CREEP DEFL = -0.259" @ 19'- 10.0" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.060" @ 39'- 2.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 19-10 19-10 Design conforms to main windforce-resisting 1 T '1 system and components and cladding criteria. 6-08-15 6-05-10 6-07-06 6-07-06 6-05-10 6-08-15 f ' 1 f f f 1' Wind: 140 mph, h=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 00 M-4x6 Q 7.00 Trussload duration designedfforo6 windloads 4.0" in the plane of the truss only. 5 4'v( M-5x6(S) 3 1 M-5x6(S) 0.25" 0.25" I 4 I lir\ M-1.5x3 M-1.5x3 3 + 7 O O A \ / A ,-I 'e10 , 11 *'8 O p o1 f 2�M-3x6 M-3x9 0.25" M-3x4 M-3x6 io ' Pero,reS o M-5x8(S) y y y y y c,`,�� 0NG11 N E�c'10 J' . 10-00-10 9-09-06 39-08 9-09-06 10-00-10 y �� $ ��11 .2_2.. JOB NAME : 17-A PLAN - E3 ....',� /�J/`y • Scale: 0.1513 A'/ra^ \ WARNINGS: GENERAL NOTES, unless otherMse noted: 6''• 4� l 40 1.Builder and erection contractor should be advised of NI General Notes 1.This design Is weed only upon the parameters shown end Is loran individual j' -OREGON�©', Truss: E3 and Wamings before construction commences. building component.Applicability of design paremetero end proper l�/v, On 2.2a4 compreeston web bredng must be Installed where shown«. Incorporation of component le the roeponstbltiy of the buldbrg designer. -5,,,51 �7 v (.� �'* 3.Addlwnal temporary bracing to Insure stability during construction z Design sesames the top ens bottom chorus to be laterally braced at I' _{{�j, Is the responsibility f the erector.Additional t bracing of 7 ashcontinuous end eh l0 o a respectively unless braced throughout grab length by \'V N o permanent continuous sheathing ouch as pdwood sheethlno(TC)and/or drywall(BC). -AUL ,- DATE: 11/2/2015 the overall stnmmre Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown«« SEQ.: K 15 0 9 8 12 4.No wed should be smiled to any component until eller all bracing and 4.IDesign nsttalation�ofntm s iss thehare ato edbily used a therespective ce ctor.environment, fastener.ere complete and at no time should any loads greater roan end a e assumes condition'of use. TRANS ID: LINK design bads be applied to any component. .Pon 8.Desitin assumes mes Ng bearing et al supports shover.Shim or wedged EXPIRE ffV �Iry/{ L 5.CompuTms has no control over end assumes no responsibility for the EXPIRES: 2 /GV V fabrication,handling,ehlpment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished sidled to the lim8tlions set loth by 8.Plates shell be located on both feces of trues,end placed so their center TPVWICA in BCS/,copies of which bell be furnished upon request. lines coincide with joint center lines. B Diggs indicate We of plats In Inches. Wel(USA,Int./CempuTfaN Software 7.6.6(1L)-E 10.For basic connector plate design valuessee ESR-1311.ESR-t858(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 RIDE' N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-13=(-434) 2193 3-13=(-139) 141 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=( -1) 329 WEBS: 2x9 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=(-495) 199 2x9 DF STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 14- 5=(-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-340) 1885 14- 7=(-243) 113 TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1752) 645 7-16=(-925) 398 8- 9=(-1828) 602 16- 8=(-484) 1484 ---- LL = 25 PSF Ground Snow (Pg) 9-10=(-2361) 607 16- 9=(-680) 238 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2621) 637 9-17=( 0) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 114 17-10=(-216) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 1894V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 1894V 0/ OH 5.50" 3.03 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 0-05-03 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" X 15-11-11 3-02-19 2-07-07 17-10 MAX LL DEFL = -0.036" @ 41'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 41'- 8.0" Allowed = 0.267" 5-03-03 4-11-19 5-03-06 2-11-062-10-15 5-10-09 5-10-09 6-01-09 MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" 4 1 1' II 1' 1' 1' 1' 1 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 15-09-08 T T 12 12 M-9x6 12 Design conforms to main windforce-resisting 7.00 7.00 Q 7.00 system and components and cladding criteria. 4.0" 8 .17( Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 M-5x (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 7 M-5x6 load duration factor=1.6, M-5x6(S) 10 "1� Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" .4 M-1.5x3 + +l o-1.5x3 /\o ift\ B O 1 22- 13 X19 15 6� 17 d/ of / -3x6 M-3x4 0.25" 0.25" M-3x9 M-3x6 \2 �i dip M-5x8(S) M-1.5x3 0 {,{ 0O PR Opt. M-5x8(S) Kt‘'‘ C y 1 l l 1 l �C3‘ NGINF -R /� y y 7-10-19 7-05-19 3-08-01 2-09-03 7-05-10 10-04-06 y l ,irk L 2-00 39-08 2-00 �' 8'!82PE �C' JOB NAME : 17-A PLAN - E4 /// -'' • Scale: 0.1414 ^' ?• WARNINGS: GENERAL NOTES, unless othervdee noted C./.y� 40 1.Builder and erection contractor should be advhed of al General Notes 1.This design h based only upon the parameters shown and h for an Individual 7' OREGON ... t�. Truss: E 4 and Warning.before con.traollon commences. building component Applleability of design perameter•end proper ' n S 2.2s4 compression web bracing must be Installed where Mown.. 2.Design assumes incorporat°n of the top and bottom sherds too bemponent is the responalbety laterally Ieterollythe building C Buda„nets -T (/'1 M y r (c- • 3.Additional temporary brockp to Insure stability during construction 2'o.c.end et 15 o.a reepedNely unless braced throughout their length by T (� J��^]1 la the re•ponslb;AN of the erector.Additional permanent bracing of continuous sheathing such e•plywood shesthing(TC)and/or drywa0(BC). PA..0 L. - DATE: 11/2/2015 the overall.ructule Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown.. SEQ.: K 15 0 4 813 4.No load Mould be tippled to any component until after all bradng end 4.Inatslatlon of buss is the respondblly of the respedlve contractor. %Menem ere complete and at no time Mould any bads greeter than 5.Design assumes trusses are to be used Ina nog-ogee v.environment, TRANS ID^ LINK design loads be applied to any component, and.,,for dry oond605 5.CompuTru•has no control over and assumes no reapon.ibtiity for the 8.Design assumes rut bearing at al supports mown.Shim or wedge if EXPIRES: 12/31/2018. every. fabrication,handling,shipment and installation of compo en 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design 4 furnished subject to the limitation set forth by 8.Plates shall be located on both faces of tons,end placed so their center TP WIfCA In SCSI,copies of welch Mil be furnished upon request. line coincide with Mint center line.. MiTek USA,Ina/Com Trus Software 7.6.6 1 L 9.Digits Indicate size of plate in inches. Pu ( )-Z f 0.For basic connector plate design values we ES12-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 114 2-13=(-902) 5226 13- 3=( -990) 2912 BC: 2x9 KDDF #15BTR; SPACED 24.0" O.C. 2- 3=(-6389) 1232 13-19=(-886) 5159 3-19=(-1892) 956 2x6 KDDF #1&BTR B1 3- 4=(-9219) 806 14-15=(-522) 3590 14- 9=( -222) 1272 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-3252) 669 15-16=(-342) 2968 9-15=(-1176) 309 209 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 16-17=(-399) 2966 15- 5=( -224) 1302 DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2772) 602 17-18=(-238) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2224) 488 18-11=(-360) 2458 16- 7=( 0) 198 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2239) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=1-2808) 508 17- 8=( -346) 1768 ADDL: BC UNIF LL+DL= 90.0 PLF 0'- 0.0" TO 3'- 10.5" V 10-11=(-3029) 500 17- 9=( -642) 258 NOTE: 2x9 BRACING AT 29"OC UON. FOR 11-12=( 0) 119 9-18=( -26) 946 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2307.0 LBS @ 3'- 10.5" 18-10=( -200) 189 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -885/ 9147V -269/ 269H 5.50" 6.63 KDDF ( 625) 39'- 8.0" -908/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) ( 2 ) complete trusses required. li Join together 2 ply with 3"x.131 DIA GUN nails ails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. @ HANGER BY OTHERS TO APPLY MAX LL DEFL = =0.009" @ -2'- 0.0" Allowed= 0.200" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed= 1.937" MAX TL CREEP DEFL = -0.223" @ 15`- 0.8" Allowed= 2.583" 0-05-03 MAX LL DEFL = -0.009" @ 91'- 8.0" Allowed= 0.200" ff MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed= 0.267" 11-11-11 3-02-14 6-07-07 17-10 MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 4-00-04 3-08-10 3-09-10 2-11-06 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 4 4 4 4T 4 4 f 4 1' 11-09-08 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 12 M-4x6 12 7.00 [Z. 7.00 pD„ Q 7.00 Wind: 190 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(5) Truss designed for wind loads -444%.3.1. ...M-5x6 .1 in the plane of the truss only. M-9x6 6 M-5x10 0.25" to M-3x9 +l 4 M-1.5x3 /\'''' .44.... n M-3x6 +3 o M-3x8 otiul u 13 - ,r 15 '� 7 18 r 1p O [ ,D '+(J�• hl I/� M-3x8 0.25" M-3x8 M-115x3 0.25" M-3x9 M-3x51to Co, A`�� Cir M-7x8(S) M-5x8(S) \ \v �R 2307#@ , , ) , , Wedge required,at heel(s) y3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 y y _ +�'L/ 89782 P E r` 2-00 39-08 2-00 • JOB NAME : 17-A PLAN - E5 mow Scale: 0.1414un ... CO (� WARNINGS: GENERAL NOTES, ties othaoeba noted "'" -14//OREGON ), 1.Builder and erection connectortor Mould be advised of all General Notes 1.Thin design Is basad only upon the parameters shown and b for an Individual 6 '1" Truss: E5 and Warnings before construction commences. building component.AppllcablRy of design parameters end proper 1.9AV 2.2s4 compression web bracing must be Installed where shown s. incorporation of component Is the raepa siblltiy of the building designer.du4ng 55 595,1lon /`a_- 2.Design assumes the lop and bottom chords to be later.*braces al 3.Addflonal temporary bracing to Insure stability "1. l"tiA U L 0is the raeponeibllty of the erector.Additional permanent bracing of T o.c.and at 1 m o.c.reapedNety unless braced throughout their length by 1"' DATE: 11/3/2015 the overall Shasta,.Is the responsibility continuous sheathinginto lateh b acing re uir a where s ow,,and/C drywal(BC). fty oftna building designer. 3.za impact bridging or lateral bracing required whore shown.+ S E El5 0 4 814 4.No load should be applied to any component until after ell bredng and 4.Installation of truss la the responsibility of the respective contractor. L] p i )/ l fry I Q• faetenere are sompbte and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, XI-(1-1 ES: t`G./.`�:1{GQ 1 design loads be applied to any component. end are tardy condition"of we. TRANS ID: LINK 5.CompaTnd.has nocontrol over and assumesno responsibility for the 8.Design assumes NAbsenngetegsupportsacovin.SM1ImorwedgeIf November 3,2015 enry fabrketbn,handling,shipment and inetaletion of components. 7.Design assumes adequate drainage is provided. 8.This design Is Nmd� toishetl aadthe limitations set hPlates by e.Platesshall be shall boated on both faces of iron,and placed n their center TPSWTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basis connector plate design values see ESR-1311,ESR-I988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF B1SBTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=1 0) 114 2-12=(-1958) 6382 12- 3=( -554) 2064 17- 9=1 -256) 996 BC: 2x6 KDDF 191SBTR 2- 3=1-7620) 2070 12-13=(-1746) 5649 3-13=(-1022) 268 9-18=(-1552) 782 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-5414) 1634 13-14=(-1494) 4638 13- 4=1 0) 438 18-10=1 -534) 1962 LL = 25 PSF Ground Snow (Pg) 9- 5=(-4700) 1676 14-16=(-1640) 4334 4-14=( -700) 176 10-19=(-3902) 1922 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=1 0) 0 15-17=1 -68) 176 14- 5=1 -522) 1594 19-11=1 -308) 232 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 35'- 8.0" V 5- 7=1-3988) 1486 17-18=(-1422) 3516 19- 7=(-1084) 638 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-4324) 1680 18-19=( -930) 2166 7-16=1 -154) 372 8- 9=(-4122) 1656 15-16=( 0) 112 NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 500.0)+IL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=1-2920) 1192 16- 8=1 -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 -104) 118 16-17=(-1554) 4014 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -926) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 24.0" 0.0" 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" -860/ 3030V -135/ 278H 5.50" 9.85 KDDF ( 625) 35'- 8.0" -1292/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) ( 2 ) complete trusses required. _/r- Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, ,* I 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net1-5 psf) uplift at 24 "cc spacing. \M\/ 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL =-0.009" @ -2'- 0.0" Allowed= 0.200" 0* For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.127" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.253" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.059" @ 35'- 4.5" 0-05-03 MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 11-11-11 23-08-05 1 1 1 Design conforms to main windforce-resisting 2-09 3-04-12 5-04-12 1-05-09 5-01-04 5-09-11 5-06-03 5-09-11 system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-09-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1640# load duration factor=l.6, 12 M-4x6 M-5x6(5) Truss designed for wind loads 7.00 56 M-3x4 M-3x4 0.25" M-3x5 M-1.5x3 in the plane of the truss only. 89 10 11 dr y r e M-3x4 4 + + of O M-3x5 O 1 3 r M-3x8 _ cat " 14....1? 13 1 16. AA O ZM-3x4 M-3x80 15 17 18 **19 I oI l M-6x8 o M-1.5x3 M-7x8 0.25" M-3x5 M-6x8 M-7x8(5) 4 3,75 WEDGE WITH 2)M-1.533 TYPICAL12 4��O PR Q ), l 1 l 1 l l y lJ W k 2-05-08y 3-04-12 5-06-08 2-02-04 5-01-04 8-05 8-06-12 ,t• ` NGINE* 9 '`per y2-00, -05-08 10-11-12 22-02-12 ,, :g78 P 9�,,.. 2-00 35-08 • JOB NAME: 17-A PLAN - F1 � Scale: 0.1576 WV R N WARNINGS: GENERAL NOTES, unless otherwise noted: ., 1�V •'EGO'1 N. t.Builder and erection contractor should be advised of eI General Notes t.This design H based only upon the peremetere Moven end Ie for en individual + ) ^ _ � Truss: F 1 end Warnings before construction commences building component.Applicability of design parameters and proper 7 o4 �j 2.204 compreWon web bredng mud be installed where shown*. Ineerporetien et cemponeM h the rospenelbAMy of Ma building designer /,�.. V 3.Additional temporary bneing to insure stability during canMuctinn 2 Design assumes the top and bottom chorda to he laterally braced et PA UL R\ Is me neponalblIty of the credo,.Atldplonal penneneM bracing of T continuous and at ee 0.0.respectively unless braced throughout their length by DATE: 11/3/2015 the oven8 Mucture b the respensibp of tit dee er. 2n,pedbridging such as aciplyng r.d Mee Mere shown •r srywaA(Be). responsibility building tan 1 2e Impact bSdging or Neral bracing required Mere drown be SEQ.: K 15 0 4 8 15 4.No load should be applied to any component until after all b,adng and 4.inetallDesign of truss is the responsibility be used of the respective contractor. EXPIRES: fasteners are complete and at no time should any loads greater than 5.Design theme.trusses are to be used In a hese non-corrosive environment. 12/31/2016 . T RAN S I D^ LINK design loads be applied to any component. and are for'Wry condition"of use. 6.CompuTns Ms no centro)over and assumes oe responsibility ler the E Design assumes NI bearing et ell supports Mown.Shim or wedge if ne��.ry. November 3,2015 febrloetlon,handling,shipment end Installation of components. T Design seams,adequate drainage b provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both hew of trues,and placed so their ceder TP WWTCA In SCSI,copies of Mich Mil be furnished upon request. Anes coincide with joint center Ines. 9.MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-Z to.For beds its indicate she piof ste desie in gn vat tin values sse EBR-1311.ESR-1388(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 119 2-11=(-678) 3199 11- 3=1-163) 1029 9-17=(0) 341 BC: 2x9 KDDF 91&BTR SPACED 29.0" O.C. 2- 3=1-3825) 826 11-12=1-612) 2800 3-12=1-752) 252 WEBS: 2x4 ROOF STAND; 3- 9=1-2462) 552 12-15=(-369) 2059 12- 4=( 0) 392 2x4 DF STAND A LOADING 4- 5=1-1827) 516 13-19=1 0) 0 9-15=1-704) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 0) 0 19-16=1 -5) 38 14-15=1 0) 68 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 8=1-1973) 505 16-17=1-350) 1898 15- 5=1 -81) 517 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=1 0) 0 17-10=1-398) 1901 15- 8=1 -68) 250 8- 9=1-1740) 501 15-16=(-152) 1358 LL = 25 POP Ground Snow (Pg) 9-10=1-2355) 516 8-16=( -35) 352 NOTE: 2x4 BRACING AT 29"OC UON. FOR 16- 9=(-620) 242 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -331/ 1736V -214/ 2270 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -237/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) .. For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" 0-05-03 0-05-03 MAX LL DEFL = -0.126" @ 15'- 9.5" Allowed = 1.737" MAX TL CREEP DEFL = -0.248" @ 15'- 9.5" Allowed = 2.317" 15-11-11 3-08-10 15-11-11 1' 1' 1' 'f MAX HORIZ. LL DEFL= 0.083" @ 35'- 2.5" 2-09 6-03 6-06-08 3-08-10 7-05-14 8-00-10 MAX HORIZ. TL DEFL= 0.139" @ 35'- 2.5" 1 f i'f f f f 1 15-09-08 15-09-08 Design conforms to main windforce-resisting '� system and components r and cladding criteria. 12 M-4x6 6 7 M-6x6 12 i 7.00 5 ,• Q 7,00 Wind: 140 mph, h=25.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,,j////4 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M-5x8(5) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0.25" M-3x4 M-3x5 3 ....07 M-5x6 / o o.I- ��1 12 �� iii.. �- A N o M-3x4 0 13 14 16 17 '.ag 0 I /� M-5x6 oI M-1.5x3 0.25" M-1.5x3 M-3x6 of WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 d3.75 POTSHELF TO 2'-6" MAX M-5x12(S) 12 TO SUPPORT UP TO 30psf l )' l y l 1 . 1 P [` .( Q[� �2-05-08 6-03 4-08-12 1-11-08 4-10-08 7-05-14 7-10-14 ya y L G f z-ooz-os-olo-a-lz 22-02-12 - I4 2 Jr Jr Jr 15-03 1-09-12 20-05 s782RE I...... l ). ). 2-00 35-08 • • JOB NAME: 17-A PLAN - F2 v' ' / Scale: 0.1492 WARNINGS: GENERAL NOTES, unless othanl..noted: 60REG©IN Nets)N. . I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual ; Truss: F2 and Warnings before censtrudbn commences. building component.Applicability of design parameters end proper 11' 1.1 pty 2.209 compression web bracing must be!retailed where shown.. Incorporation of component I.the reaponstbnity of balding designer. /f{''_ 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the top end bottom chords to be laterally braced at ` j'^ L .�? Is the responsibility f me.rector.Additional l bracing f T o.c.and at 10'o.c..ueh,.sly unless braced throughout their length by A L. ly a permanen g a continuous Meaning such re plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall strucluro is the responsibility of the building designer. 3.2s!fared bridging or lateral bracing required where shown.. S E K 15 0 4 817 4.No mad should B.applied to any component until after all bradng and 4.Installation oftru.s Is the r.aponabllhy of the recpsodve contractor. EXPIRES: 4'' fasteners aro cemplete and at no lime should any loads greater man 5.Deign assumes trusses Sr.In be used in a non.werrosNe environment,and are for vP L�ES. 12/31/2016 TRANS ID: LINK deeignWeds beappledloany camponem. 61.5gnassuryoMbmeoe or at also naehown.Shimorwedeif 5.compuTru.hes nocontrol over and assumes neresponability for me a;;;rywm°° ""g° g November 3,2015 labrialmn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is Nmlahed subject to the(imitations set forth by B.Plates shall be baled on both feces dared and placed so their anter TPIMTCA in SCSI,copies of w61ch All be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Indies. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 15.For basic connector plate design values see ESR-1311.ESR4966(MITek) 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=( 0) 119 2-11=(-513) 3130 11- 3=(-118) 1010 7-16=( -26) 973 BC: 2x9 KDDF fk1&BTR SPACED 24.0" S.C. 2- 3=(-3805) 695 11-12=(-963) 2785 3-12=(-687) 222 16- 8=(-216) 187 WEBS: 2x9 KDDF STAND; 3- 4=(-2522) 475 12-13=(-273) 2103 12- 9=( 0) 351 2x9 DF STAND A LOADING 4- 5=(-1965) 970 19-15=( -7) 46 4-13=(-611) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 590 15-16=(-206) 1601 5-13=(-331) 235 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 446 16- 9=(-333) 1887 19-13=( -6) 41 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2120) 466 13-15=(-128) 1178 8- 9=(-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL= 25 PSF Ground Snow (Pg) 9-10=( 0) 114 15- 6=(-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" T ' f MAX TL CREEP DEFL = -0.093" @ 37'- 8.0" Allowed = 0.267" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 f ,r f / ,r I ,r ,r MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 12 12 7.00 IIM-6x6 Q 7.00 6 6�' Design conforms to main windforce-resisting system and components and cladding criteria. :%%.\ M-5x6(5) Wind: 190 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=1.6, % 0.25" Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" 4 M-1.5x3 B M-3x5 ..., 414\N„.6..... 3 M-5x61, ---- �� o ' ' 11 12 13 _ 11. A it) J., /� M-3x4 ,o I 1 2 M-5x6 o rt-5x8 M-3 x10 0.2546 M-3x6 `° o 0 M-1.5x3 M-5x6(S) d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL 12 .o -R QPe y b 'I y , ,4„, C ts+� ``GI3- '�- , 2-05-08 5-04-02 5-09-06 4-03 8-10-04 8-11-12 yy yy 2-002-05-08 10-11-12 22-02-12 2-00 4.9 '-'1--3:7 J, 1 y 1 4 .9782PE c" 2-00 35-08 2-00 JOB NAME: 17-A PLAN - F3MIMI Scale: 0.1997 OREGON! WARNINGS: GENERAL NOTES, unless otherwiss noted. . ,,, �/f,..^'"'` ""IN c,* 1.Balder end erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is for an individual +'941 ,,�)�Ytl.Xa� .. 4 Truss: F3 and Warnings befoneonerudloncommences. Wilding component.Applkebillyofdesign parameters and proper T `C" 2.2s4 compression web bracing must be Installed where Mown 4. Incorporation of component is the neponebAAy of the building designer. (,,. \� 3.Additions'temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom charts to be laterally braced al a(. jyA Q 'erne responsibility or the erector.Additional permanent bracing of T o.c.and et 10'c.c.eapectively unless braced throughout their length by f'" DATE: 11/3/2015 the overall Structure is the reeponabAny of the Wilding designer. continuoussheathingor latohaa.dng required where Tehonand/or dryweN(BC). 3.2s tinged bridging a lateral bracing required wnera shown+. SEQ.: K15 0 4 8 1 9 4.No load should be applied to any component until after all bracing end 4.Installation Ohara 1s the responsibility of the respective contractor. fasteners an complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design lads be applied to any component. and are for'dry condAlan"of use. 5.CompuTrua hes no control over and assumes no responsibility for me 6.Dne sign assumes full bassi"at ell supports shown.Shim or wedge If cessa fabrication,handing,shipment and installation of component.. ry. November 3,2015 6.This design Is fumlentl subject to the limitations set forth7.Design assumes adequate tondrainage fage is provided. byr s.Irescshedbebated oebethfaces of truss,and placed wtheir darter TPNMCA in SCSI,copies of which will Sc furnished upon request. Ines eolndde with jolts center lines. 9.Digits indicate etre of plata In inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For bade connector plate design values we ESR-1311,ESR-1986(MiTek) 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 #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-681) 246 7-15=7 -43) 486 WEBS: 2x4 KDDF STAND; 3- 4=(-2523) 501 11-12=(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A LOADING 4- 5=(-1966) 476 13-14=( -7) 46 4-12=(-610) 172 LL( 25.0)4-IL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 611 14-15=(-210) 1602 5-12=(-331) 234 TC LATERAL SUPPORT 5= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1514) 960 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2122) 510 12-14=(-128) 1175 8- 9=(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 6=(-107) 583 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA 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" -336/ 1736V -297/ 261H 5.50" 2.78 KDDF ( 625) 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 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 = -0.036" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267^ MAX LL DEFL= -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL= -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX HORIZ. LL DEFL= 0.080" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 T T 1' T T T 1 T 12 12 Design conforms to main windforce-resisting 7 00 RIM-6x6 Q 7 OO system and components and cladding criteria. 6.0" Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,f.( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), :%4% load duration factor=1.6, M-5x6(5) Truss designed for wind loads 14-1.5X3 in the plane of the truss only. 5 0.25" M-5x6(S) t` 0.2s" 9 M-1.5x3 M-3x5 3 o M-5x6 .4igill�� o e`-' . I�12'0. -� �k A 1�FM-5x6 M-3x4 0 13 14 �5 I M-5x8 M-3x10 0.25 M-3x6 �� 1 0 M-1.5x3 p� 2 3.75 M-5x6(S) �iqo PFl04-, WEDGE WITH 2)M-1.5X3 TYPICAL C .1, l y l 1 1 l G 2-05-085-04-02 5-09-06 4-03 8-10-04 8-11-12 c> � " rp y y . 3r os-o8 10-11-12 zz-oz-lz ,k )'• l � 8'782PE 2-00 35-08 • ...ee ' . JOB NAME: 17-A PLAN - F3S ►i '? Scale: 0.1492 "74,,,y WARNINGS: GENEMould RAL NOTES, unless otherwise noted. L � �yywe �` 1.Budder and erection contractor ould be edvbed of ell General Notes 1.This design A based only upon the peremetets shown and Is for en Individual ' ai y Ab "4 Truss: F3S and Warnings before construction common.. building component.Applicability of design parameter.end proper �J"� 2.2e4 compression web bradng must be Installed where shown 4. incorporation of component h the responsibility of the building designer. 3.Additional temporary bracing to Mauro stability during construction 2 Design assumes the lop and bottom chords to De laterally braced et //�A' f is the ro siblX f the seeder.Additional permanent bracing 1 een.e.and at 1 V o.e.respectively.005 cunless braced throughout their length by P. .� �� epon ty ong o 8nuous sheathing ouch as plywood sheathing(TC)and/or dryweX(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the budding designer. 3.2e Impact bridging or!Moral br"dng required where shown+4 S E K 15 0 4 8 2 0 4.No toed should he applied to any component until ager all bradng and 4.Installation of truss!the responsibility of ms respective contractor. Q'' fasteners ere compete and et no tin,.should any bads greater than 5.Design assumes trusses are to be used Ina non-oorrosive environment, EXP CR ES: 1.213112016. destgn loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.ComPuTrushes nocontrol over and assumes noreeponlbWtyfor Me S.De.asaswmseNXbearingetellwppodeMown.ShamorvrodgaH November 3,2015 necessary. fabrication,handling,Mlpment and MNegelbn of cemponente. 7.Design amuse adequate drainage is provided. 8.This design Is Mniehed bated to the limitations set forth by B.Plates shall be batted on both feces of(ruse,and placed w their center TPINVICA In BCSI,copies of which will be furnished upon request. lines sobrdde with joint center lines. 9.Digits indicate sire of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.For beds connector piste design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2-10=(-283) 1999 3-10=(-211) 184 BC: 2x9 KDDF 41613TR SPACED 29.0" O.C. 2- 3=(-2338) 965 10-11=(-205) 1707 10- 4=( -29) 946 WEBS: 2x9 KDDF STAND; 3- 4=(-2114) 464 11-12=(-208) 1609 9-11=(-659) 260 2x9 DF STAND A LOADING 4- 5=(-1517) 944 12- 8=(-335) 1889 11- 5=(-269) 1131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1517) 994 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 964 6-12=1 -24) 496 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2338) 464 12- 7=1-211) 184 8- 9=1 0) 114 OVERHANGS: 29.0" 24.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See a d Tans LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) pprove p THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KOOF ( 625) Ir OND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.201" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ 37'- 8.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.098" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 35'- 2.5" 17-10 17-10 1' 1' f Design conforms to main windforce-resisting 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 system and components and cladding criteria. T f T T T T T 12 12 Wind: 140 mph, h=25.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 '7 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 4.'/ in the plane of the truss only. M-5x6(5) \ M-5x6(S) 3.1 0.25" 0.25" 9 6 +I Y4 +I M-1.5x3M-1.5x3 3 + -1- oo p aT A \ / A N - 1 21M-3x6 M-310 -3•25" M-3x9 M-3x6 *:1814%1144 of �D PRO M-5x8(S) V S � V l y 9-00-10 8-09-06 8-09-06 9-00-10 l 1 C.. ., 'T ..0 44 2-00 35-08 2-00 89782PE T'r JOB NAME : 17-A PLAN - F4 Scale: 0.1997 . •' NERAL WARNINGS: O.m:.d.:gn ab, uMeupanthncise eparametnoted: . . I��4,:l REGON2 t.BuI1Mr antl erodmn anlredor sMuld M advMd of al Genml Nates 7.Thb tlergn la beaed Doty upon IM parsmeisn show„and Is mr an Intlivldual �"- Truss: F 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be metalled where shown«. incorporation m component I.me responsibility Done building serener. q� 5 (�►. 3.Additional temporary bracing m Insure Nabnky acarine construction z.Daren assumes the top ane bottom chords to b.laterally braced at ' Is the responsibility of the erector.Additional permanent bracing at continuoT o.c and at 70 o.c.rospactNely unless Doted throughout their fan9th by V DATE: 11/2/2015 the overall structure is the r. 2sImpeu.rMing or latehesgyweadanred wheTshown r drywau(Bc). -u ' AUL 9" .ponrbulry of building serener. 3.za Imp.a bridging or lateral bracing required where shown,« +"t rJ b SEQ.: K 15 0 4 8 21 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are template and at no gme should any mads greater then 5.Design assumes tru...s an to be used in a noncorrosive environment, I TRANS ID^ LINK design mads be applied to any component. and aro for"dry condition"of use. R Design as 5.campurros he.no control over and..sumee no responsibility for the assumes M I bearing at au supports shown.shim or wedge 9 necessary. EXPIRES: 12/31/2016 fabrication,handli"g,shipment andlnrelletmn of components. 7.Design assumes adequate drainage 4 prodded. November 3,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shall be mated on both faces Diffuse,and placed so their center TP W4TCA In BCSI,copies of which will be furnished upon request. line coindde with Joint anter linen 9.Diggs Indicate sista of plate In inches. MiTek USA,Inn/CompuTrus Software 7.6.6(10-E 10.For Dart connector plate design values see ESR-1311,EBR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 4=( -23) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11=(-212) 1610 4-10=(-654) 259 2x4 DF STAND A LOADING 4- 5=(-1518) 443 11- 8=(-358) 1888 10- 5=(-2B3) 1132 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 459 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2341) 510 11- 7=(-218) 204 OVERHANGS: 24.0" 0.0" 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" -335/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) "" For hanger specs. - See appIoved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 1998V 0/ OH 5.50" 2.90 KDDF ( 625) BOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.202" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.097" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.077" @ 35'- 2.5" 17-10 17-10 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 Design conforms to main windforce-resisting 1' T T T f T T system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x6 Q 7,00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 6 Truss designed for wind loads n the plane of the truss only. M-5x6(5) \1 M-5x6(S) r 0.25" 0.25" +8 M-1.5x3 M-1.5x3 3 + + 0 0 A A ,+ oz 9 10 '1 11 a+1 o I �1M-3x6 M-3x4 0.25" M-3x4 M-3x6 'o M-5x8(5) ,R0 PR OQ l y 1 l � V� fi / 9-00-10 8-09-06 8-09-06 9=00-10 9 .e l.y , y �z-oo 35-08 8.782PE r JOB NAME : 17-A PLAN - F5 Scale: 0.1792 r . '^ WARNINGS: GENERAL NOTES, unless othenMee noted G." OREGON -J 1.Builder and erection contractor should be advised of al General Notes 1.Ibis deeds Is based ash upon the parameter.shorn and Is for an Individual 2,,j '7A-OR EGO)Y h Truss: F5 and Warnings before construction commences building component.Applicability of design parameters end proper I v/ 2.2x4 compression web bracing must be InNsllad where shown". Incorporation of component h the responsibility of the buliding tlealgner. .e9 4 Ab iG ¢ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be througaterallyhout braced at 77 �7 Y'" J is me respondbiNy of the erecter.Additional permanent basing of T o c anda et 1 P a.a cuah.5 respectively tineas bread Ihroughom their length by ,- DATE: 11/2/2015 the overall structure Is the reeponelblity ofine building designer. 3.a Impact bridging orr lateral Tral n dngorequ red vfi re shown ar drywsgec). �S A 1'i t �� SEQ.: Ki5 0 4 8 2 2 4.No bad shaub be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reapedive contractor. PAUL 1st fasteners are compete and at no time should any bads greater than 5.Design assumes Greens are to be used inc non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condlnon•of use. �+ 5.CompuTru°has no control over and manse no responsibility for the S Design assumes N9 bearing at al wppons shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling,shipment and lnatelatIon of components. ry. \7 7.DesignPlates'hall ed"onbarhtendrainage eaftruss°d. November 3,2015 8.This design Is Nmiahatl augad H the limitations set brlh by 8.Plates ehaN be bated on both lana of trues,end placed w their timer TP WWCA In SCSI,copies of Which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate else of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 35-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2066) 452 1-5=(-292) 1170 5-2=( -316) 1436 7-4=(-130) 36 2x6 KDDF #16BTR T2 2-3=(-1178) 290 5-6=(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF 816BTR LOADING 3-4=( -34) 50 6-7=(-324) 1382 6-3=( -322) 1526 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 3-7=(-1896) 424 2x6 KDDF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 0.0" -543/ 2439V -40/ 69H 5.50" 3.90 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -512/ 2307V 0/ OH 5.50" 3.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (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= -0.006" @ 3'- 8.5" Allowed= 0.254" ** For hanger specs. - See approved plans MAX TL CREEP DEFL= -0.013" @ 3'- 8.5" Allowed= 0.339" 1-10-03 4-01-13 MAX HORIZ. LL DEFL = 0.002" @ 5'- 8.5" 1' f f MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 1-10-03 1-10-04 2-03-09 T f f ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00 Wind: 140 mph, h=21.7ft, 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 M-4x6 in the plane of the truss only. M-3x8 M-1.5x3 3 4 -/ ( 2 ) complete trusses required. -,.- Join together 2 ply with 3"x.131 DIA GUN if M Al nails staggered at: 9" oc in 1 rows) throughout 2x4 top chords, de N 9" oc in 2 row(s) throughout 2x6 top chords, M-5x10 6" oc in 2 row(s) throughout 2x6 bottom chords, in 9" oc in 1 row(s) throughout 2x4 webs. 0 1.1 111111111Al Ell I ® JI V to f 1 1.7=75, 5 6 ** 7 -f M-4x8 M-1.5x3 =14-6x6 J• ,1 l 1 1-08-02 2-00-05 2-03-09 y 6-00 l ',(:P � $. /61 89782PE r- JOB NAME : 17-A PLAN - FGIRD - -- Scale: 0.5082 y WARNINGS: GENERAL NOTES, urd 5 thertoesnoted ,o 1'4 REG©Nlc? N,,... 1.Builder and erection contractor should be advised of a9 General Notes 1.This design la based only upon the parameters shown and is for an indivmual Fie �� !.�l Truss: FGIRD end Warnings before construction commences. building component.Applkabillty of design parameters end proper �/ V 2 2e4 cornpreaAnn web bracing must be Installed where shove,*. incorporation of component Is the responsibility of the building designer. (e 3.Additional temporary bracing to Insure Neblllty during oonstrudion 2.Design assumes Sre lop and bottom chards to be laterally braced at r,. h t1�� Is the roeponelbBty o!ms eractor.Additional permanent Gracing of Taos.and a110 o.c.reapectNety unless braced throughout their length by PAUL S- DATE: 11/3/2015 the overall structure is the reepondbsty of the building designer. 3.2e impact bridging or laterh as racing required d wti re sC)hown O and/or wagec). pettor q SEQ. : K1509823 4.Hobedaheebe latltatnocomponentunaadelbradnhend 4.Design ufestristhe areosyofthe reapedna eenvkor. fasteners are complete and at no time abeam any moue greater than 5.Design assumes trusses are to be used m.non<orroNwe enwkonment, design loads be applied to any component. end are for"dry condition of use. EXPIRES: 12/31/2016 TRANS I D: LINK 5.Comp9Trvt n.t w controlower.ntl assumes no raw anaamy roe Ina 6.Da Ngn assumes bull bearing at all wppone.nam.Shim or wedge If fabrication,handling.shipment and mstallationafcomponents. ry November 3,2015 7.Design assumes adequate drainage Is toss,provided.an 6.Thio design b furnished wiled to the limitations set forth by e.Plates shall be located on both latae of trust,end placed so their center TPW✓TCA in 8051,copies of which will be furnished upon request. line coincide with Joint center lines. 9.DI98e Indicate sire of plate In Indroe. MiTek USA Inc./CompuTrus Software 7.6.6(1L)-E 70.For basic connector plate design values see E5R-t3tt,E58-1988(MiTek) This design prepared front computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-99) 179 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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 = 92.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" 4 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 19.00 7 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �� o in the plane of the truss only. r 0 I O f ~ I Lr; o O 3x9 y l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 v` ) P R74GINE4\ 4t' :9782PE r-- JOB 'JOB NAME : 17-A PLAN - FJl .�" -ii." Scale: 0.6771 . , MIMI WARNINGS: GENERAL NOTES, unless othendss noted �,/ � �j, /+yA�� 40 1.Builder and erection contractor should be advised of all General Nates 1.This design Is bawd only upon the parameters shown and is for an IndNldual ,. OREGON �" �.. Truss: FJ 1 and Warm p.heron construction commenaa building component.Applicability of design parameters and proper +jT /. r1,, 2.2a4 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer, 9 [y v '(.� }, 3.Additional temporary bracing to inure stability during conetruetbnit z.oa.Ign eseumw the rop am bottom d,orda fo ba Ietenle bread at 4pme �S(y'y le the rotponstb/Sty of the erector.Additional permanent bracing of continuous and H 10'o.e.rsash ply union braced throughout their length by linuous sor such as wing sheething(TC)and/or drywa8(BC). (`^A +t � DATE: 11/2/2015 the overall structure le the reepunsibillly of the building designer. 3.2e Impact bridging or leteM bracing required where shown** Y 1� SEQ.: K1504824 4.Ne lead should be eppliod Is cry esepenent until after eli bnedng and 4.osalnioanoofttrussiste,nrowbihef.enm reecoNe nawar.nem, fasteners ere complete and et no time should any loads greater men g design loads be applied to any component. and are for"dry condition"of use. �/ ('') �'+ { �j Jryry({{ TRANS ID: LINK 5.CampuTrua has no control over and eaeames no responsibility for the 6.Design assumes NA bearing et all supports shown.Shim e,wedge If EXPIRES. 12/31/2016 fabrication,handling.shipment end installation of component. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design N furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPUWTCA in BCS(,copies of which wgl be rumhhed upon request. Tines coincide with NW center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF klaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-31) 40 6-5=( -3) 16 BC: 2x9 KDDF k1&BTR SPACED 29.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 2x4 ROOF STAND 3-9=(-32) 90 5-8=(-44) 55 3-8=(-56) 95 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -36/ 285V -95/ 119H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-09 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 " 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14.00 7 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" @ 1'- 3.7" Allowed= 0.069" M-4x64 TL CREEP DEFL= -0.002" @ 1'- 3.7" Allowed= 0.092" 4 MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.179" MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed= 0.297" o �� ,14 MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" �� o N 1111111111111111111111111111111111111 �y Design conforms to main windforce-resisting �- system and components and cladding criteria. A " Wind: 190 mph, h=21.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o f o � -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,-I MillN �� r+- M-1.5x9 Truss designed for wind loads o W o in the plane of the truss only. I f 6 7 0 M-3x4 1 M-3x5 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf y l l 1-03-12 4-08-04 } y y y 1-00 1-05-08 4-06-08 1 l l k 2-05-08 1-00 3-06-08 6-00 PR 'PROVIDE FULL BEARING;Jts:2,9,6 I G IN �iQle (r�/0 c :9782PE p JOB NAME: 17-A PLAN - FJ2 . Scale: 0.5993 Pr yy OREGON WARNINGS: GENERAL NOTES, unlessotherviea noted 7A.OREGON OT" 1.Builder and erection contredor should be advised of all General Notes 1.This design is bawd only upon the parameters Mom and la for an Individual „QR 0 �j, ['J., Truss: FJ2 and Warrdrpe before construction commences. building component.Applicability of design parameter.and proper 2.204 compression web bracing must be Inetslbd where shown.. Incorporation of component la the responsibility or me bulking designer. b 3.AddAonel temporary bracing to Insure etab@iy during construction 2.Design assumes the top and bottom chords t0 be laterally braced et � �� Isms neponstblIty of the erector.Additional permanent bracing of z o.e.and al 19 e.respectivelyrespectivelyunlessbraced throughout mein length byUL eheat r DATE: 11/3/2015 the overall structure is the responsibility f the building designer. Se impact continuous sheathing eachras edng re required mere shown ac cryenA(BC>. aero^ pY° 4.le tmpao bridging or labrel bredne .hpectve contractor. SEQ. K1504a25 4.NoIcedsarcbe leelennanotimphoulonent untilewersglaterthand 5. stapntasion ofcesseis m.areHbeaceisren-oososeeiron laaerren are complete and at no time snows any sad.greater men 5.Design assumes gu..ea area be used m t noncomo.Ne environment, design aatlabeapplied a an M, and are for dry condition"of use. EXPIRES: 12/31/2016 TRANS ID: LINK g^ ycompone 5.Com WTrue has no control over and assumes no responsibility for the A Design assumes NH beedng et all supports shown.Shim or wedge if fabrication,handling,shipment and lnataUetan of eomponent., necaces" November 3,2015 7.Design assumes a ted ne drainage ise truss,provided, 6.This design is Nmishetl caged to the limitations set forth by 8.Plates shell be located on both faces of trots,and placed w inelr cellar TPWVTCA in SCSI,copies of which est be famished upon request. lines coincide with Joint center line. uTrus Software 7.6. 1 L Z 9.Digits imitate size of plate in Inches. MiTek USA,Inc./Com F 6( )- 10.For basic connector pate design values sus ESR-1311,ESR-7969(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-360) 294 3-9=( -71) 42 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOBE 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 -120/ 272H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) .4r For hanger specs. - See approved plans 3'- 8.2" -290/ 268V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.6" -48/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 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 29 "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 TC PANEL LL DEFL = 0.020" @ 1'- 9.9" Allowed = 0.345" 115: MAX TC PANEL TL DEFL = 0.018" @ 1'- 9.9" Allowed = 0.518" MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.8" MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.8" Design conforms tom n windforce-resisting system and components rand cladding criteria. Wind: 190 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, � Truss designed for wind loads tiin the plane of the truss only. 07 0 0 oI0 y y y y ,,,vi) FF 1-00 3-10-08 2-00-01 cj '' PRDG IN �e[�`Sip i� (PROVIDE FULL BEARING;Jts:2,5,3,4 I `,C `T I. t :9782PE 91' JOB NAME : 17-A PLAN - DJ6 . .i►' Scale: 0.9067 v WARNINGS: GENERAL NOTES, unless otheMbe noted 1.Builder end erection sentredor stwuld be advised of a8 General Notes 1.This design Is based only upon the parameters shown end Is for an Individual It •R EGO N„O �,,.. Truss: DJ6 and Warnings before conduction commence. building component.Applicability of design parameters and proper V 2.2s4 compression web bredng must be Installed where shown 5. Incorporation of component la the responsibility of the bidding designer. +�' q Cyt,.: {. 3.Addgbnel temporary bracing to Insure akNlby during construction 2.Fee,Desigand assumes the top end bottom chorda to be lalaraly braced at ♦ sl�` is the responsibility of the erector.Additional permanent bracing of 7 continuousasheathin respectively s such as ply unless d eheethi throughout TC)and/or d ywallBC. Ph by A- A 1 DATE: 11/2/2015 the overall structure is the reepensibSty of the building designer. 3.2s Impact bridging or lateral bracing plywood where shown"e ) 'U'"' �` SEQ.: r 15 0 4 8 2 6 4.No bad should be applied to any component until after all bredng end 4.Installation tl llation aims Is the are responsibility bpiliyd t the a reaped. ee ediweNe contractor. environment, fasteners are compete and al no time should any beds greater man gn asw TRANS ID: LINK design bade be applied to any component. S and are for"dry fug al rt. If 5.CompuTms hes no control over and assumes no responsibility for the ag assumesg a ppo ge EXPIRES: 1.2/31/2016 fabrication,handling,shipment and instakatlen of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is htmiehed subject to the limitations set forth by 8.Plates shag be lusted on both races of Use,end placed so their center TPLWICA In SCSI,copies of which will be famished upon request. lines coincide with joint center lino 9,Diggs Indicate size of plate In inches. MITek USA,Ina./Cempalrus Software 7.6.6(1L)-E 1S For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 6=(-164) 245 6- 7=( -16) 73 5-10=(-446) 240 2x6 KDDF #1&BTR T2 2- 3=7-496) 110 6- B=( 0) 0 7- 3-) -29) 59 BC: 204 KDDF 771&BTR LOADING 3- 4=7-400) 121 7- 9=(-199) 296 3- 9=(-107) 159 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=7-293) 112 9-10=( -47) 72 9- 4=(-167) 139 TC UNIF LL( 50.0)+DL( 14.07= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5=(-135) 353 TC LATERAL SUPPORT 0= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -146/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) 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. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10 PSF 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 LL DEFL = 0.008" @ 3'- 1.1" Allowed = 0.254" 2-11-09 3-00-07 MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed= 0.339" 1-11-08 1-00-01 3-00-07 MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" T I ir1604 T M-4x6 Design conforms to main windforce-resisting M-3x4 and c system components and cladding criteria. 12 5 14.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 40D ell load duration factor=l.6, M-4x6 Truss designed for wind loads in the plane of the truss only. , o 0 o f., . A k ili 111 g8 _` al 1 1 �� m M-3x8 1M-1.5x3 o O 6 8 1 o M-3x4 M-3x5 1 M-3x4 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf ) l ) ) 1-09-12 0-10-11 3-03-09 1 ) l y 1-00 1-11-08 4-00-08 ' PR Q r y y y y � V 2-05-08 0-06 3-06-08 GINE� 6> yC/ y 6-00 y .89782 P E 4/'` • • JOB NAME: 17-A PLAN - FJ3 ,r Scale: 0.4240 OREGON 4. WARNINGS: GENERAL NOTES, uNsas clhemise noted /I_ i,OREGON " �}.. 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 .A� /1 ly y.. G '�`. Truss: FJ3 and Wambps before sonshuc8on commences. bulldmt amponent.Applicability of design parameters and proper 77 ll rl J 2.2c4 compression web Wooing must be Installed where shown o. incorporation of component is the roeponstbAly arms building designer. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be literally braced at `,. [+�A..0• (",V Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1P n.c.reapedNeh unless braced throughout their length by /"" {{". `s continuous sheathing such as plywood sheathing(TC)endror dywal(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.Zit Impact bridging or lateral bracing required where shorn i• SEQ. : K 15 0 4 8 2 7 4.No load should be applied to any component until after all breorg and 4.Installation of Ouse 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 s non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are mr'dyananionoruse. EXPIRES: 12/31 016 5.CompuTrus hes no control over and assumes no reeponstbillly for the 8.Design assumes M I bearing et el supports shows Shim or wedge If neceeay. November 3,2015 fabrication,handling,shipment and Installation of compose sets. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both hoes of Ours,and placed so their anter TPIM?CA in BCSI,copies or which MMI be Nmhhed upon request. tries coincide with Joint anter Tines. 9.Diggs indicate sire or plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-Z 10.For basis connector plate design values we ESR-7311,ES11-1988(MITek) 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 H1aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=( -81) 107 6-5=( OI 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-179) 26 5-7=(-104) 137 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -58) 45 3-7=(-163) 125 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 = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -17/ 356V -82/ 194H 5.50" 0.57 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" 3-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed= 0.169" 1 f MAX TL CREEP DEFL= -0.007" @ 2'- 3.8" Allowed= 0.225" -I MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.079" MAX BC PANEL TL DEFL= -0.006" @ 4'- 0.2" Allowed= 0.199" ii MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" 12 ri MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" 14.00 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 o Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),66,...-1111SNIN,„ oload duration factor=1.6, I Truss designed for wind loads m in the plane of the truss only. MMIIIIIIIIhi .,,.. I O '- o I ��-� r M-1,5x3 N p O �� 6 0 0 M-3x9 M-3x5 l ) 2-03-12 3-08-04 0) PROfi l 1 y l `tL fiss 1-00 2-05-06 6-00 3-06-08 �� ..\61.N fi' /0 IPAOVIDE FULL BEARING;Jts:2,9,7 I V\`''�s ' 8"782P E 17�` JOB NAME : 17-A PLAN - FJ4 .,� T� Scale: 0.9569 40 C r� �' -17 WARNINGS: GENERAL NOTES, unless otherwise noted /�f///��ORE'"ON��[[['yyey t'r 1.Builder and erection contractor should be advised of MI General Notes t.This design Is based only upon the parameters shown end is ler an individual ,"a,y „} r Truss: FJ 4 and Warning.before construction commences building component.Applicability of design parameters and proper 7 1fiy J �( 2.2e4 compree&on web bracing must be Instead where shown+. Incorporation of component le to reepon&bully of the building designer. V 3.Additional temporary bracing to Insure stabltty during oenstruellon 2.Design aeeumea the top and bottom chortle to be laterally broad at A/� l G the responsibility r the erector.Additional permanent Geeing of 2co•a.c.and at.e pc reapecttvel unless braced throughout their length by A U L 1_ operma a epests sheathing such as plywood Mee ing(TO)and/or drywall(BC). DATE: 11/3/2015 the overall structure is the reapensibllay of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 2 8 4.No bed should be applied to any component until eller all breeds and 4.Ineteletlon of hues is the responsibility of the respective nentndor. fasteners are amplete and at no time Mould any loads greater Man 5.Design assume trusses toe used In a noncarroshe environment, EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and areror^ anainoryoraae. 5.CompuTms as no=Poi over and assumes no responsibility ler the 8.Design rysumsa NN bsarin9 al deg wppone Mown.Shim or wedge If November 3,2015 necessary, tab/Melon,handing,shipment and ineta%anon of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished sub(ed to the limitations set forth by 8.Plates shell be bated on both faces of trues,and placed ea their anter TPIMTCA b SCSI,copies of which wit be furnished upon request. lies coincide with Joint anter lies. I.Diger indicateein of In Inches. . MiTek USA,Inc./Com uTrus Software 7.6.6(1E)Z 7For bastcconrMatedat see ESR•731t,5512-1 988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-122) 140 6-5=( 0) 18 BC: 2x4 KDDF N16BTR SPACED 29.0" 0.0. 2-3=(-208) 42 5-7=(-157) 180 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-9=(-102) 75 3-7=(-215) 188 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+D1.1 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 380V -102/ 234H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 10.8" -110/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -34/ 133V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" 4-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed= 0.219" f 'I' MAX TL CREEP DEFL =-0.009" @ 2'- 3.8" Allowed= 0.292" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.039" rpt MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 19.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-9x6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 o Truss designed for wind loads 1 in the plane of the truss only. Atir N llii73:14 ,1 �,A m o M-1.5x3 .., 6 I o M-3x9 M-3x5 l l l 2-03-12 3-08-04 { c) PROFFs l l 1 1 i• 1-00 2-05-08 6-00 3-06-08 r - NG�N�� `r''0 (PROVIDE FULL BEARING:Jts:2,4,7 I (,7 72 89782PE 1 .. • JOB NAME: 17-A PLAN - FJ5 , Scale: 0.9005 R �y�f WARNINGS: GENERAL NOTES, Mess otherwise noted: +,(ya 9 OREGON"'N ON !T 1.trader and eredion contrador Mould be advised of el General Notes 1.This design is based only upon the parameters shown and Is bran Individual I• +.6,t � `,�� 'S Truss: FJ5 and Warenga before construction commences. building component.Appbabilty of design parameters and proper • V 2.2s4 compassion web brednc mud be installed where mown.. Incorporation of component Is the responsibility of me building designer. (vr 3.Additional temporary bracing b insure stability during ansirucllon 2.Design assumes the lop and bottom chords b be laterally braced at `,. (�.�� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respedseiy unless braced throughout their length by ..0 L. `` DATE: 11/3/2015 me oven!!structure Is the responsibility of the buildingdesigner. continuo.xImpact or laterlbacih es ng red quired wheresar Nor dryweA(BC). soon til' 0 3.In tmpad bst or bnnl bracing rvhera shown*. SEQ.: K1504829 4.No load should be applied to any component until y after all bracing and 4.Installation of truss n the are to siility of the respective contractor. 12/31/2016 f / a)v]/{4 keener,are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used In a non<orroeve environment, EXPIRES: 1 L147 1!'L V 1 design(cads be applied n any component. and are for"dry condmon"of use. TRANS ID: LINK 6 s,comptransw<onbcla..r.m..wm<.nar<.ponamnynr the .Design assumes NA bearing at ell supports shownShim or. vedgeIf November 3,2015 fabrication,kindling,shipment and installation of components. lee dge as 7.Dates ewumaeadequate draboth face is Ohms, d. and This assign n Nmhhed waled nine limitations col forth by S.Plates shat,be located on bout has of trues,and plead w melt center TPWVICA In SCSI.copies of which ell be tan/Med upon request. !Ines coincide with feint anter lines. 5.Diggs Indian sire of plan in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector piste design values see ESR-1311,ESR-1888(MIrek) 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 815BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=1-179) 179 6-5=( 0) 18 BC: 2x4 KDDF N16BTR SPACED 29.0" O.C. 2-3=(-237) 65 5-7=(-224) 230 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=(-140) 109 3-7=(-275) 268 LOADING TC LATERAL SUPPORT <= 12"OC. SON. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 400V -122/ 2768 5.50" 0.69 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 8.6" -61/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) 5'- 11.6" -107/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOPICOND. 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" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed= 0.133" 5-11-09 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed= 0.254" 1' - ----- 1 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed= 0.339" 4 -/ MAX HORIZ. LL DEFL = -0.022" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.020" @ 5'- 8.6" 1M-3x4 o Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=29.lft, 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 oin the plane of the truss only. N cn50wiii o N j_0 J• l y ilko) P R Q fieSs 2-03-12 3-08-04 l l 1 1 j �yGINESR f0 1-00 2-05-08 6-00 3-06-08 ��?. (PROVIDE FULL BEARING;Jts:2,7,4 I 4Z.' :9782 PE �r- JOB NAME: 17-A PLAN - FJ6 , Scale: 0.3555 Tr L., (� WARNINGS: GENERAL NOTES, unless otherwise noted ,, 1 /OREGONy7y�� "' 1.Builder and erection contractor should be advised of all General Note. 1.This design Is bend only upoh the parameters shown end Is for en individual I� (J� _ r V Truss: FJ6 end Warnings before canetrumon commence. building component Applkablllty of design parameters and proper '} yJ /yam 2.2s4 compression web bracing must be installed where shown+. Incorporation of component h the responsibility of the building designer. * '✓ 3.Adeonal temporary bracing o insure stability during construction 2.Design assumes the lop aro bottomchordso be I.teroIN braced et � A� [3� Is the responsibility f the erector.Additional t bracing of 2 o.c.and at t a o.c.respectively unless braced throughout their length by /_' L ry o bats en continuous sheathing such as plywood sheathing(TC)and/or dryeng(BC). DATE: 11/3/2015 the overall structure Is the re.pon.IbulN of the building designer. 3.20 Impact bdaging or Wend bracing requited where shoes++ S E El5 0 4 8 31 4.No load should be epplied to any component until after all bracing and 4.Installation of truss Is the reapontbSNy of the respective contractor. 4"" fasteners era complete and at no time should any loads greater than 5.Design Caine..busses are to be used In.noncorrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design(cads be applied to any component. and are for"dry condition"of use. 8.DeAgnassumes full bearing atall supports shown.Shim orwedge If November 3,2015 5.CompuTrus has no control over and assumes no responsibility for the trete obdostion,handling,shipment and Installation of components. 7.Design ccuses adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,end placed an their center TPWVrCA In SCSI,copies of which 551 be furnished upon request. lines coincide with)pint center lines. 9.Digits Indicate aim of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector pieta design values ase ESR-1311,ESR-1998(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-334) 185 3-4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)4DL( 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" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -39/ 393V -135/ 338H 5.50" 0.63 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -300/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 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 = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" 3 MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.869" (IMAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 14.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads r in the plane of the truss only. 0 0 N 0 -1 I 5'-- 0 M-3x4 -0 PROp J• 1-00 1 6-00 0-11-09 � v G Nco s�'�,2:.... 'PROVIDE FULL BEARING;Jts:2,5,3 I v A �/ 8'782PE 1Ir- . JOB NAME : 17-A PLAN - FJ7 // �0^/\\/+��+�� ' • Scale: 0.3754 r, .a•/'P1-' -^' WARNINGS: GENERAL NOTES, unless otherwise noted. (,i ��yyyJJJyyyto 1.Builder and erection contrador should be advised of al General Notes 1.This design h based only upon the parameters shown and Is bran Individual •'q O REG ON " Truss: FJ7 and Warnings before construction commence.. building component.Applicability of design parameters and proper / �/ 0 Q 2.ls4 compression nab bredng must las Installed where shovel+. Incorporation of component Is the responsibility of the building designer. .ay' /� r 3.Additional temporary bracing to Imre stability during construction 2.Desitin red at to me top end bottom...chords las lalemly braced ei 7 �7 Y -,.J l�i`, is the responsibility of the erector.Additional permanent breainp of T o c and a110 o.c.respectively C.plywood unless boned throughout their length by �I DATE: 11/2/2015 the overall structure le the responsibility rens building designer. continuous sheathing such C.plywodtl shealhing(TC)ane,a drywaA(BC). �' t \ spore m a g o 3.2x Impact bridging or lateral bracing required where Moven++ L SEQ.: K 15 0 4 8 3 2 4.No bad should be applied to any component until after all brednB and 4.Installation of truss Is the an.orbbulty of the respective contractor. fadra erroare compete and at no time should any loads greater mto an 5.Design assumes trusses are be used In a noncolmMve environment, TRANS ID• LINK design bads be applied to any component. and.re for condition'of use. r�/t�q)�/{ �+ 5.CompuTnG has no control over and assumes no responsibility for the 6.Deng assumes fun bearing et eN supports shown.Shim or wedge If EXPIRES: 1 2 3 11201 6 fabrication,handling,shipment and installation of components. ry. T.Design hassumes atled on drainage faces of d.an November 3,2015 6.Thio design la Furnished subject to the limitations est forth by B.Plates shall be hated on both taus of iNss,and placed w their center TP WWCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,lnc./CampuTrue Software 7.6.6(1L)-E 1o.For bs6nnoits bente,ze pladeilate in gn values plateinc value.sse ESR-1311,EBR-1 988(MRak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -162/ 361H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -376/ 434V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 12V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ 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 = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" Design conforms to main windforce-resisting 12 ,1 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.3ft, 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 N in the plane of the truss only. ti to I _ _ M-3x4 y y y y `�� N4`I PR �X0 1-00 6-00 1-11-09 0 'PROVIDE FULL BEARING;Jts:2,5,3,9 lV 17 .97882PPE c~ JOB NAME : 17-A PLAN - FJ8 ,,_ __f ✓ Scale: 0.3410 WARNINGS: GENERAL NOTES, unless othervdss noted U Truss: FJ 8 t.Builder and erection contractor and Warnings rare anstrudbn oommena ould be ba of an General Note. 1. building comlbased only upon ponent.Applicability of design besmears and proper individual ,y 94OREGON � 2.2x1 compression web bracing must be Installed whore Mown+. ho rperatlon of component is the responsibility of the building designer. y�r.a'1: `G � 3.Additional temporary bracing to Insure stability during conebudlon 2 Design assumes the lop end bottom ass ler to be latently braced at 7 r*Y '{J Is the reapoelblllty of the erector.Additional permanent bracing of wn a and at f 0 o a reach a.p y unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)and/or dryWeg(BC). • JI''+t L DATE: 11/2/2015 the overall structure is the reapor.bplty of the building designer. 3.2x Impact bridging or Mom lateral bracing required where sho ++ r'{U SEQ.: K 15 0 4 8 3 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the rcyanalbpgy of the respective contractor. feeeen are complete and ala time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design toads be applied to any component. esters for'dry condition'of use. 5.ComWTrus has no control over ash assumes no responsibility forthe S Design assumes full bearing et all supporta Mown.Shim or wedge 1! EXPIRES: 12/31/2016 agss, fabrication.handling,shipment and Installation of components. 7.Design assumes ced on drainageholWhims n November 3,2015 8.This design Is furnished caged to the limitations eel forth by B.Plates shall be located on both Noes Whims and plead ss their Amar TP VWTCA In SCSI,copies of w4lch vol be furnished upon request. Anes coincide with)Dint center line. .Digits indicate ereOpiateIn Inches. MITek USA,Inc./Com uTrue Software 7.6.6(1L)-E 10. For basic connector plate design wlu es see ESR-1377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-471) 419 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 37BV -180/ 901H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -390/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 10.2" -46/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1OND. 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" ,I MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.157" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 9.4" MAX HORIZ. TL DEFL = -0.009" @ 8'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. 3 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWF RS(Di r), 14.00 , load duration factor=1.6, Truss designed fox wind loads in the plane of the truss only. 0o 0 rn 0 ti 0 Ki__11.1111 1 M-3x4 � IN ?5 PRoFF , y1-001 J 6-00 - 2-10-03 y •5 �,Z,G ��r9 fp 'PROVIDE FULL BEARING;Jts:2,5,3,4 I ,y. � ('� per" `.n.` •9782 E r JOB NAME : 17-A PLAN - FJ9 ,,r -do' Scale: 0.3102 , WARNINGS: GENERAL NOTES, unleaeathenNse noted Truss: F J 9 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameter.shown end Is for an Individual ."5 ,OREGON rr--��N. and Warnings before construction commences bulling component.Applicability of design parameter.and proper -: Sf' „y 5T 2.Do4 compression web bracing mud bel atdNd where Mown+. Incorporation of component is the respansibtiby of Me building designer. ,yy �(4 Y 1 3.Additional temporary bracing to Insure Nabillly during construction 2 Design assumes the top end bottom chords to be tterolly bncod et 77 'l �j_` is the reepensibiply of the erector.Additional permanent bracing of T a.c.and at 1.o a raspsdNely unless braced throughout their length by "✓ DATE: 11/2/2015 the overall structure h the re sibq f the building designer. continuousaMedshgingl atg latebs adng requirede shewhere sem r tlrywel(BC) /i t Wo^ fty o 3.2x Med hedging or lateral s plywood respective Shawn a A L SEQ.: K 15 0 4 8 3 4 4.Na pad should be applied to any Ma until after all bracing and 4.Installation m..tela the n.Ia bebu.y pith.respective contractor. fastenen are complete and at no rima should any loads greater than 5.Design assumes trusses are to used in a noncorrosive environment, TRANS ID• LINK design loads be apptiedloany component. and are for"dry condition.atuse. 5.Compumnus has no control over end aeon..no responsibility for the S.Deassumes Ng beanng et all support shop.Shim or wedge If mem*. EXPIRES: 12/31/2016 tbri atmn,hendlI ,shipment and installation of component. 7.Design assumes adequate drainage*provided. November 3,2015 8.This design is furnished subled to the limitations set hash by B.Plates shall be paid on both faces of Wes,and placed so their center TPBWICA In BC51,copies of which will be Nmlehed upon request. line coincide slth Joh center lines. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E 10 Dog bots cot ecter of plate Inches. p Inches. ass ESR-1311,ESR-1888(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=0) 0 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-312) 185 3-4=( -68) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -133/ 327H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 196V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -275/ 248V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.869" 1( / MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.6ft, 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. old o I fio _ -1 M-3x9 j PR 1-00 'PROVIDE FULL BEARING6 �J x:2,5,3 I 0-09-08-00 NGI1N C+ V/O 89782PE JOB NAME : 17-A PLAN - FJ10 Scale: 0.3869 WARNINGS: GENERAL NOTES, union otherwise noted Ko, _/ 1.Builder and eredion coMractor Truss: FJ 10 and Warnings before construction commeld be ahetl of al General Notes building componeThis design is nt Applicability of design parameters andonly upon the parameters shown and is for an proper Intl dual �y II' OREGON � 2.2x4 compression web bracing must be detailed where snows. incorporation of component N the roapanstbRty of the bugling designer. LJ ,{r 2.Design assumes the top and bottom chords to be laterally braced at -Al�' `+� 3.Addition.'temporary Mecinp to Inure debility during conetrucilon T o c.and et t P o.o reapedNey unless brand throughout their length by lama reeponelNRy of the erector.Additional permanent bracing of continuous sheething such as plywood shsatNng(TC)and/or drywaa(BC). Pi.A('`Lw �\ DATE: 11/2/2015 the overall structure la the reepondbilry of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• cwt SEQ.: Ki5 0 4 8 3 5 4.No road should be applied to any component until alter all bracing and 4.Indeaetlon of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater then 5.Design assumes busses ere to be used in a non-con-wive environment, design leads be applied to any component. and are for"dry condition"of use. y�] /y�rj !� .4 p TRANS ID: LINK 6.Design assumes full bearing at a a supports down.Shim or wedge if EXPIRES: 12/t7 ILO t V 5.CompuTrus has no control over and assumes no responsibility forme necesssry fabdcallcn,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. N onus mbar 3,201 5 6.This design is furnished subject to the limitation set forth by 8.Plates shell be bested on both faces of buss,end placed so their center TPVW7CA In SCSI,copies of which MI be furnished upon request. lines coincide with joint center lines. 9.Digits lntlwbeeof plate In inches. MITek USA,Inc.iCom uTrus Software 7.6.6(11_)-E to.Fe,besloeenneoter plate design valu es we E8R-1011,ESR•t 088(MRek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 7.0" }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T T 1' 12 IIM-4x4 12 14.00 / 3 N14.00 AL o [ ,AIl11h , yo I I 01 0 M-3x4 M-3x4 l l Y ), �t¢EO P R Q�rFs6, 1-00 13-07 1-00 ` rNG�N�fi� rp44, m. 4t' :9782PE Vic` JOB NAME : 17—A PLAN — G1 Scale: 0.3109 WARNINGS: GENERAL NOTES, unlese otherwise noted C a 1.Builder and erection contredor should be advised of al General Notes I.This design h based only upon the parameters shown end Is for an individual ",� OREGON EGON 10 Truss: G 1 and Warnings before conetruction commences. building component.Applicability of design parameters and proper 4/-& yhQ Q' 2.Did compression web bracing must be Installed where shown.. incorporation of component Is the roepan&MBy of me battSng designer. A�• V+ V +Q'� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords k be laterally braced at 'l Y J �tj-` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o e respectively unless braced throughout their length by V DATE: 11/2/2015 the overall structure a me responsibility WIN building designer, 3.continuous int sa bridging Ins lates requiredplywood sheatwhere s ase 5r tlryw,1(BC>. r-A U L �4 Impact It p or lateral bradng where shown SEQ.: El5 0 4 8 3 7 4.Na load alroukl be applied to any component until ager all bracing and 4.Installation of throe Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 5.CompuTrus has nocontrol over and°asumesnoresponsibility for the 5'°°.°"°""m°'WIb°'""°'t'°"'pp°"'"'°"".s''Im°r"`"°°° EXPIRES: 12/3112016 fabrion,handling,°hipmentandinstallationofcomponents. 7.Badge su e.gmesadequatedrainageisprovided. November 3,2015 6.This design is furnished subject to the IMMall ltation°set forth by S.Plates all be located on both faces Ohms,and pieced as their center TPVV TCA in SCSI.copies of which will be furnished upon request. Ines colndde with joint center lines, MITek USA,Inc./Com uTrus Software 7.6.61L E g.For DigibIsicoonndicete act rpplebInign values P ( F 1.For bask connsclor pleb design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-67) 389 3- 8=(-212) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-565) 174 8- 6=(-56) 305 8- 4=(-219) 413 WEBS: 2x4 KDDF STAND 3- 4=(-438) 220 8- 5=(-212) 241 LOADING 4- 5=(-438) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 174 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 POP OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 685V -246/ 246H 5.50" 1.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -136/ 684V 0/ OH 5.50" 1.10 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f 1 f MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" 3-05-04 3-04-04 3-04-04 3-05-04 MAX LL DEFL = -0.002" @ 14'- 7.0" Allowed = 0.100" '( '( I 4 MAX TL CREEP DEFL = -0.003" @ 14'- 7.0" Allowed = 0.133" 12 12 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed = 0.400" M-4x6 14.00 p 14.00 MAX HORIZ. LL DEFL = 0.004" @ 13'- 1.5" 4¢,Q" MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" V� I Design conforms to marn windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0 0 N ttrio 4Allk; /j/,N O _� B 0 0 1 M-3x4 M-3x8 M-3x4 0 y6-09-08 6-09-08 y �� PR Q,'h �A 1-00y 13-07 y1-00y �r\� ENGINE '9• V/° 8"782PE fir` JOB NAME : 17-A PLAN - G2 :..,;i\,!7' .,' /�\✓"� Scale: 0.2737 • xIvf» •V ^..., WARNINGS: GENERAL NOTES, unless otherwise noted 9 ORE Truss: G2 1.Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an individual >ti* and Warnings before construction commence.. building component.Appileablllly of design parameter*end proper 4 © Nr 2.274 compression web bredng most be Installed where shown.. Incorporation or component is me responsibility of the building designer. -7'41 ^ r Q' 3.Additional temporary bracing b insure stability during conn Mon 2 De.e.and et l l the top.ct bottom unlchoess brads ced o be laterally braced at 'T�*Y J �1ei Is the reaponbllty of the erector.Additional permanent bracing of T c.c.and al t e o.c.respectively unless braced throughout their length by e.y ;Y DATE: 11/2/2015 the overall structure is the responsibility of the balding designer. 2e continuous edging or such as wing requiredplywooe a where c ewnandf4 drywep(BC). }^' +t a.� 3.In Impact bridging or Wend brining where oe oo.. A V L• a SEQ. : K 15 0 4 8 3 8 4.No load should be applied to any component until ager bracng and 4.Design oftruss Is the responsibility or the on-edlve contractor. fasteners are complete and at no time should any pads greater than 5.Design mamas trusses are to be teed Ina noncorrosive environment, n applied to an ponen and are for"dry condition"of use. ppMoan TRANS I D: LINK design loads be leg e 6.Design assumes full bearing at al supports oan.Shin,or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over 1'r and assumes no responsibility for the e-0, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This deagn is furnished cabled to the limitations set forth by e.Plates shell be located on both feces of truss,and placed so Meir center TPI/WfCA in SCSI,copies of which soil be furnished upon request. line coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-19e9(MiTek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5192) 1190 1- 7=(-694) 3072 7- 2=( -398) 1890 BC: 2x8 KDDF #1&BTR 2- 3=(-3938) 1002 7- 8=(-692) 3056 2- 8=(-1146) 380 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-962) 2230 8- 3=( -724) 2774 2x8 DF SS A LL = 25 PSF Ground Snow (Pg) 4- 5=1-9169) 919 9-10=(-972) 2978 3- 9=( -736) 2950 TC UNIF LL( 50.0)+51,( 19.0)= 69.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-472) 2978 9- 4=( -178) 272 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DLI 306.21= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 9-10=( -2) 174 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219H 5.50" 9.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) J,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"X.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. `/�/ 9" oc in 1 row(s) throughout 204 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /yVy\ 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed = 0.633" MAX TL CREEP DEFL= -0.071" @ 7'- 7.0" Allowed= 0.844" - MAX LL DEFL= -0.001" @ 14'- 7.0" Allowed= 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL= -0.001" @ 14'- 7.0" Allowed= 0.133" f f f MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" 3-09-10 2-11-19 2-11-14 3-09-10 MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" T T T T T 12 12 M-5x 6 14.00 7 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5.0" Is; Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, It Y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), {I @ HANGER BY OTHERS TO APPLY load duration factor=l.6, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. Truss designed for wind loads in the plane of the truss only. M-3x5 14-3x5 M-5x16 M-5x16 )41 / o 4004 w 1.‘,\I IF 1 \14\ . oI 1 7 8 9 10 OI o M-3x8 M-5x10 M-5x10 M-3x8 o Y f� y l l ♦30718 8 l l �{� O PRQ�r�ss 3-07-14 2-04-02 1-07 2-04-02 3-07-19 `0 .[:'`GyINr ' - /0 1, 13-07 1-00y s\'a9/$GPE " JOB NAME : 17-A PLAN - G3to Scale: 0.2633 ,�a p �`ry,`t WARNINGS: GENERAL NOTES, unless otherwise noted. .. i,'�OREGON O�_J,4- 1.Builder end erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown end N for an Individual ) V�4 1,, Truss: G 3 end Wemings before construction commences. building component.Applicability of design parameters and proper T ( <,i 2.204 compression web bradng must be Installed where shown« incorporation of component lathe responsibility of the buiNlnp designer. 3.Add8lonel temporary bracing m Insure etadllry during construction 2.Design assumes the top seg bottom chords to be leterelh braced et (y/� {�,� Is the roaponsibilty of the erector.Addeiseat permanent bracing Sr T o.c.end al l D o c.ngnosh en sly unless braced throughout their length by A�.�. `i DATE: 11/3/2015 the overall structure is the re etbN f the buildingdesigner. continuous ridging or such l b adng requiredplywooe sheatldi.re s own+drywaA(BC>. epon NY o g 3.2e Impact bridging or leNrel bredng where shown++ SEQ.: K 15 0 4 8 3 9 4.No bad should be applied to any component until seer all brewing 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 noncorrosive environment, EXPIRES:�'v /ry/�] y� �! design bast be applied to any component, and are for"dry condition..of use. EXP IR ES. 12/31/2016 TRANS I D: LINK B.compuTm.nee no control over and messes no respon.IMl ry for me 6.ranee sign assumes NN bearing al all supports shown.Shim or wedge If pegaery• November 3,2015 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subled to the limitations set forth by 8.Plates shall be located on both faces of truss,and plead so their center TP W61 CA In SCSI,espies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA Inc./Com uTrus Software 7.6.61L s.Fb Indicateekeoplate a inches.values Forsea ESR-1371.ESR-1 g88(MITak) 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 91613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF 916BTR SPACED 29.0" O.C. 2-3=(-99) 174 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 O'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 16BV 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net1-5 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/290, 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 = 0.001" @ 0'- 8.2" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" f 1 MAX BC PANEL LL DEFL = 0.007" 0 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=21.2ft, TCDL=9.2,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 /rAAMJIMIIIIIIIIIIIMIIIIIIIIWAW'i" Nin the plane of the truss only. or0ofLn -;1- oI0 4 y 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �� D PRop ; ��GINE$ 2 /0 89782PE 9c' JOB NAME : 17-A PLAN - J1 ,, Scale: 0.6771 AMIN WARNINGS: GENERAL NOTES, unlees off»rvAse noted Truss: J 1 Builder and erection contractor eheuld be advised of all General Notes 1.This design h bard only upon the parameters shove and Is for an individual "5e. OREGON N. • and Warnings before construction commences. building oomponem.applicability of design parameters and proper S + �© T. 2.1x4 compression web bredng must be headed where shown•. incorporation of comp, et h me respondbAMy or the bulldlnp designer. fff-„e `� 8 3.Additional temporary blaming to Insure stability during conetrudfon 2.2 0.0.and r U the tap ash bottom chums to los hterslly braced at �( IG� {a is the reeponstbllty of the erector.Additional permanent bracing or 2 o e.and at t O 0.e respedNely often braced throughout their length by + continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P^ L 0 DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown** PA SEQ.: Ki5 0 4 8 4 0 4.No load should be applbd to any component until after all brewing and 4.Installation of true.is the responslbuty of the respects,contractor. fasteners are compete and at no time should any loads greater than B.Design assume,trusses are to be used Ina non.orroeive environment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition"of esu. y {{� 12/31/2016 f�/]q ry 4 5.CompnTrua has no control over and assumes no responsibility for the S.Design assumes fol bearing at all supports Blown.Shim or wedge if EXP I R ES. 1 2 3 1/20(6 fabrication,handling,shipment end installation of components. 7. '.DeNgn assume`adequate drainage is provided. November 3,2015 S.This design is furnished sited to the limitation,rt forth by B.Plate.shall be located on both faces of truss,end placed r their center TPW4TCA In SCSI,copies of which vAl be furnished upon request. lines coincide with joint center lines. S.Deb indicate else of plate In inches. MITek USA,IRC./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-f311,ES144988(MiTek) 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 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 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" -34/ 296V -45/ 120H 5.50" 0.47 KDDF ( 625) 1'- 11.2" -149/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 2-00 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" f '1 MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.250" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 14.00 VMAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 MAX HORR. TL DEFL = 0.000" @ 1'- 11.2" /1' Design conforms to main windforce-resisting Fr system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, � Truss designed for wind loads al in the plane of the truss only. 0 ca I 1 l 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I6-00 .Q1.ED PR ax ss c?,5 ,\G1NE 9 fpm 8°782/P^Ey 91- JOB NAME : 17-A PLAN - J2 / ''�/I^+�y\�\ '" • Scale: 0.6271 ,P, ♦.a'/� l' '^ WARNINGS: GENERAL NOTES, unless othervdse noted V `I 1 Builder and erection contractor should be advised dell General Note° 1.This design is based only upon the parameters shown and Is for an individual 17 OREGON oma' �t.. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters end proper f, If'f 2.2e4 compression web bradng mu et be Installed where shown.. incorporation of component is the raaponstblily aline building dealgner. "y 4 5 V 3.Additional temporary bracing to Insure stablllty during construction 2.Design and si l O Me lop and bottom chords to be laterally braced et I f/yy t'( 1 \ Is the responsibility of the erector.Additional permanent bred f continuous sheathing such as plywood sheathing(TC)endlor drywal(BC). PAUL l' DATE: 11/2/2015 the overall structure is the responsibility of the building designer, 3.2s Impact badging or lateral bradng required where atom a SEQ.: K 15 0 4 8 4 1 4.No load should be applied to any component until ager all bradng end 4.Installation st llation of truss 15 8,.responsibility are xpo sibusyya eenon� e contractor.v fasteners are complete and at no gine should any bads greater then Design assumes and are for"dry condition"of use. design beds be applied to any component. TRANS ID: LINK 5,CompuTru•hes nocontrol over and assumes noresponsibiliyfor tha a Dastg^°rym^°•""be°dngata°.apudaehewn.5"'m°rwedg°" EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design a amahed added to the limitations set fort by B.Plates shall be located on both faces of truss,and placed so their center November 3,2015 TPIhVSCA In SCSI,copies o/which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate dee of pate In inches. MITek USA,Ina./CompuTruS Software 7.6.6(1L)-E 10.Far basic connector pate design values see ESR-1311,ESR-1966(MITek) 1 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. TC: 2x9 KDDF #1113TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall fox entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-00-04 0-05-12 T T T 12 4.00 v M-1.5x3 4 3 ul Lo n 2 ti 1 I —/ o _�� M-3x4 M-155x3 6 l l )' 1-00 3-06 4,.V.‘ 6',0 PRQpeSs c5 .��GINEEA > :9782PE v" JOB NAME : 17-A PLAN - H1 ..r .a.i Scale: 0.6556 / MEW WARNINGS: GENERAL NOTES, unless°then..noted CI [/ /'a�/'+�I�� 41) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sham end Is for an mdivldual 7�}�OREGON V ', Truss: H1 and Wamings before comlrodion commences. building component.Applicability of design parameters and proper '(i Y10 2.204 compression web bredng must be Metalled where Moven*. incorporation of compomnl is me responsibility of the building designer. ..[) L,q V +�4 3.Additional temporary bracing to Insure stability during construction 2.foe,Desigand sl i P the lop end bottom dross to be Isterelly braced et 7!/7 'l Y '� _4 T Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al l G o c.respectively unless braced throughout their length by •�"' 'lam} DATE: 11/2/2015 the overall structure Is the responsibility of the buildingdesigner. 3 continuous Im ad bridging sheathing suchasadng eMee where wenn) 5r dryvnll(BC). f.7/'�1'tt • 1 aponstbq b p g or phM bndng required where Mown.. A U M.. SEQ.: K 15 0 4 8 4 2 4.No bad should be applied to any component until agar all bradng end 4.Instr..etion of truss is the responsibility of the respedIve contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used In a nonconosiva environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compri-Nshasasumno no responsibility for the 6 Desicog assumes NA bearing N a supports Mown.Shim or wedge if EXPIRES: 12/31/2016 febription,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 8.This design is punished.b)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed.their center TP WOTCA in SCSI,copies of which net be furnished upon request. lines coincide with)Dint center tinea. 8.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L).E 10,For basic connector plate design.lues see ESR4311.ESR4888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=1-271) 415 3-6=(-460) 256 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2-3=1-486) 228 6-4= WEBS: 2x4 KDDF STAND (-135) 105 3-4=( -78) 76 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"01. 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" -73/ 534V -39/ 1130 5.50" 0.85 KDDF ( 625) 9'- 10.0" -49/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Designchecked for net(-5spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc 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 BC PANEL LL DEFL = -0.220" @ 4'- 10.0" Allowed = 0.400" MAX BC PANEL TL DEFL = -0.331" @ 4'- 10.0" Allowed = 0.533" MAX HORIZ. LL DEFL = 0.004" @ 9'- 2.5" 5-03-14 4-00-06 0-05-12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 2.5" 1 1' T T 12 Design conforms to main windforce-resisting 4.00 D M-1.5x3 system and components and cladding criteria. 5 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 O A. I O M N fn 1 I� em of 21,--- 6 ►= -/ 0 M-3x4 M-3x4 l l y 9-02-08 0-07-08 1 l y 1-00 9-10nn P pp NGIN 9 /0 897g2PE T.... JOB NAME : 17-A PLAN - H2 Scale: 0.4709 .....».4 -.^ WARNINGS: GENERAL NOTES, unlessothervtw noted 1,Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameter.shown end is for an Individual 5r OREGON oma . Truss: H2 and Warnings before construction commences building component.Applicability of design parameter.and paper 2.2x4 compression web bracing must be installed when.howl+. Incorporation of component la the responslbuNy of the building designer. ,✓ 3.Additional temporary bracing m Insure stability during cone ruction Z.Design and at tO the top and bosom chords to be laterally braced et R ', !„ Ir.the rospons bgty of the erector.Additional permanent bating of coT o.e and at id o.c,respectively unless braced throughout their length by ♦{_�' 7✓ DATE: 11/2/2015 the overall structure Ie the responsibility of the building designer. 3.2r.Itmpact bridging ior r lateral bracingsuch as reequiirredhwhe ee sh end/or.tlryvnN(BC). 't.• P"f{A U L t'1.�� SEQ.: K 15 0 4 8 4 3 4,No load should be applied to any component until seer all bracing end 4.Installation of truss Is the responsibility of the reapscontractor. a- T� fasteners are complete and at no time should any roads greater than B.Design assumes trusses are to be used In a non-oorros ce environment, TRANS ID: LINK design loads be applied to any component. and era or"dry candSan°ause. 5.Com Trus ha no control over and assumes no responsibility 8.Desitin assumes NA bearing al all supports Mown.Shim or wedge If EXPIRES: IR EJ. � ��20 W aponslOilAy for the suryt fabrication,handling,shipment and Installation of components. 7. 16 Design assumes adequate drainage is provided. November 3,2015 S.This design le furnished mitred to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPNARCA In SCSI.copies of which will be famished upon request. lines coincide with Joint center lines, 9.Diggs indicate size of plate in inches. MITek USA,InE./CompuTrus Software 7.6.6(1L)-E f0.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1113TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 (ODE' 81&BTR T2 2-3=(-499) 111 5-6=( -62) 90 5-9=(-115) 312 BC: 2x4 KDDF #1IBTR LOADING 3-4=(-229) 99 4-6=(-449) 238 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+IL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 604V -85/ 143H 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.008" @ 3'- 1.1" Allowed = 0.339" ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.8" Allowed = 0.236" 2-11-09 3-00-07 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 160# MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" M-4x6 M-3x4 Design conforms to main windforce-resisting 12 4 -/ system and componentsand cladding criteria. 19.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 4. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 0 stn 0 I All/ Pi I 5 6 0 M-3x4 M-3x6 M-1.5x3 1 ) ) l 2-10-03 3-01-13 y 1-00 1 6-00 l �.9„.0 PRQF•FS� ol NCo NGINEk--A? i° 'c" 89782PE r JOB NAME : 17-A PLAN - J3 Scale: 0.4899 --ww WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON /'�(�� 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 . -.ORE e st O1 V (^�� y,,,.. Truss: J3 and Warnings before construction commences. building component Applicability of design parameters end proper /. 2 [ 2.204 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building dealgner. / [� 3.Additional temporary bracing to Insure stebilty dudng construction 2.Design endassumes the top and sly w,chords to be laterally braced at lr +�I lathe responsibility of the erector.Additional permanent bracing of conti2 o c. at 10 ata respectively unless braced throughout their length by Lis d k DATE: 11/2/2015 the overall structure Is me responsibility of the building designer. 3.2x Impact bridging ous foerr lateg ral brplywood dng r gsheathing(TC) redhm ire show„«drylwh(Bc>. �•J UL `~ SEQ.: K1504844 4.No load should be applied to any component antes ager all badng end 4.iotanationoftruss eththeerras otosibuaiya.era pedow.n actor. fasteners are complete and at no time should any loads greeter than and Design assumes ssumfor ee busses of use. ment, TRANS I D: LINK design bade be applied w any component 6.Design assumes NI beanng at all supporta shovm.Shim or wedge it 5.CompoTruehas nocontrol over and assumes noresponsib0tyfor the ea. a. EXPIRES: 1.2/31/2016 febdaaten,handling,shipment and insalationofcomponents. 7.nDesign assumes adequate drainage aprovided. November 3,2015 6.Thr design is NmIshed subject to the limitations set forth by e.Plates ahaH be located en both laces of truss.and placed ax their center TPVWTCA in BCS),copies of which will be furnished upon request. lines coincide with Join center lines. 9.Digits indicate size al plate In inches. MITek USA Inc./CompuTru6 Software 7.6.6(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-10-00 GIRDER SUPPORTING 11-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF 1915BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1926) 366 1-5=(-342) 1779 5-2=( -170) 1098 BC: 2x6 KDDF 916HTR 2-3=( -85) 77 5-6=(-333) 1712 2-6=(-1894) 906 WEBS: 2x9 KDDF STAND LOADING 3-4=( -10) 4 6-3=( -129) 103 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 10.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 115.6)+DL( 98.6)- 214.2 PLF 0'- 0.0" TO 9`- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -263/ 1343V -92/ 117H 5.50" 2.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.0" -282/ 1393V 0/ OH 5.50" 2.23 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.031" @ 5'- 4.1" Allowed= 0.446" MAX TL CREEP DEFL = -0.063" @ 5'- 4.1" Allowed= 0.594" MAX HORIZ. LL DEFL = 0.007" @ 9'- 2.5" 5-05-14 3-10-06 -DS-12 MAX HORIZ. TL DEFL = 0.012" @ 9'- 2.5" 12 4.00 l7 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 3 '-V Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, '� Truss designed for wind loads in the plane of the truss only. 7:-M-9x9 2 th oiii I 0 I. n Lo I /1 ,n ® , ' Mil O �� 5 6 eao O M-5x10 M-3x6 =M-6x6 k ,1 l l 5-04-02 3-10-06 0-07-08 PR O4 9-10 y cc 1O PRO4 <c, 89782PE <' • JOB NAME: 17-A PLAN - H3Scale: 0.5114 WARNINGS: GENERAL NOTES, unless otherwise noted. �/��_OREGON �� (ro. 1.Builder and erection contractor Mould be advised of al General Notes t.This design h basad only upon the parameters shown and Is for an Individual 17, qqY 15 J<Q'' Truss: H3 and Wamingsbefore construction commences. bull:ngcomponent.Appllcabiliyofdesignparametenandproper `c 2.2e4 compression web b"ri"g must be installed where show:5. Incorporation of component b the responsibility of the building designer. 3.Additional temporary bracing b Insure stablllly during construction 2 Design and et 1 the tap and bottom MOMS to be laterally bread al PA U L Q� N the responsibility of the erector.Additional permanent bracing of T c.c.and et 1 O cm respectively unless braced throughout their length by !"' `+ DATE: 11/3/2015 the overall structure b the responiblity of the buildingdeSe Impact sheathing:eor such as plywood +Were s ms,,and/ar tlrywell(BC). designer. 3.In tmptio of true I.lateral brodng requiredfthwhere Mown++ SEQ.: K1504845 4.NabedMrecld ba teantoanycomponentuyellerallerednhand 4.Design oftruesrsieseretebese Ithern-corrvacornviron fasianero are compete and at no time shouts any bads greater than s:and an,or"dry trusses ere he.used banaltcorroaive environment. EXPIRES: 12/31/2016 designloads be applied to an nl, end are for"dry condition"of use. TRANS ID: LINKpP rampana 5.CompuTrus Me no control over and traumas no re•ponalbillty for the 8.Design assumes full bearing al all auppods Mown.Shim or wedge k November 3,2015 hbrlatbn,handling.Mlpmenl and inebriation of components. 7.Design assumes ant 8.This designis banished subject to the limitations set forth by9 adequate edthl facees is provided. a• rS.plel,a shall be bated on beth has of truss,end plead ss their center TPNMCA b SCSI,copies of whish wit be NmlMetl upon request. lines coincide with Joint center lines. 9.Digits Indicate size of pate in Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For baelc connector pate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 991R/DDF/Cq=1.00 TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-132) 131 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" -10/ 396V -82/ 194H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) ** For hanger specs. - See approved plans 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 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" 3-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' 1' MAX TC PANEL LL DEFL = 0.059" @ 2'- 2.1" Allowed = 0.367" 3 -I MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 1 7 b 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.9ft, 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 o in the plane of the truss only. ti oan 0 prAiimmvAilN o I ** q 0 M-3x4 J• 1-00 y 6-00 y Cr'NO PR ops (PROVIDE FULL BEARING;JI3:2,3,9 I ��1",o, ,4 INE - t1/0 ct J :9782PE 9c JOB NAME : 17-A PLAN - J4v . it Scale: 0.9883 . i 752 111 WARNINGS: GENERAL NOTES, unlace otherwise noted V' 1.Builder and erection contractor should be advised of al General Notes 1.This design la based any upon the parameters sheen end Is for an Individual +REGON (^�� Truss: J4 end Warnings 5510,.wnaa orlon neOOeuee building component ApWkealry of design parametersefts proper /��j f tit 2.Ivo compression nese brednp must be installed where shown+. incorporation of component la tin responsibility of the building designer. +(�' G,q 3.Additional temporary bracing to Insure akbllMy during construction Z Design andatIseasons.the top and bottom dards to be laterally braced at I +1 _+ Is the responsibility o!Ins arodor.Additional M bracing of 2'sc. et 10'c.a respectively unless braced throughout their length by 1 permanent continuous sheathmn such as plywood sheathing(TC)and/or drywal(BC). (-AUL `k DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.W Impact bridging or lateral sensing required where shown++ SEQ.: El5 0 4 8 4 6 4,No load should be applied to any component until after all bracing and 4.Installation eta llation oomss the are debases rit sen ss��lvee ce ntrenactor. fasteners are complete and at no time should any bads greater than and g s ss medry trusses re use. TRANS ID: LINK design leads be applied to any component. EDesign animas full bearing at all supporta shown.Shim or wedge if EXPIRESEXPIRES: fabrication,handling,shipment end Installation of components. 7.Designaaeumes adequate drainage is provided. NOVeimloe.r 3,2015 6.This design is romlahed cabled to the limitations set fon'by S.Plates shell be located on both faces of trues,end placed so their center TP W1FCA In SCSI,copies of which o Ill be furnished upon request. tines coincide with Joint center lines. 9.Digls malate sire of plate m inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 1 O.For beak connector plate design values see ESFS1311,ESR-1883(MiTak) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 157 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 O'- 0.0" -22/ 375V -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" T f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" 3 MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" b MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 Design conforms to main windforce-resisting 14.00 7 system and componentsand cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. 0 M o ja o I 1 N 0 M-3x4 l l l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 1' ‘AGI.INE . '$'.', 89782PE �P' • JOB NAME : 17-A PLAN - J5 „`,r,,e!'• -.•••••• • • Scale: 0.4326 w WARNINGS: GENERAL NOTES, unless otherwise noted' C✓' 1.Builder and erection...dor should be advised of MI General Notes 1.This design is based only upon the parameters shown and is for an lndNidual '7 OREGON h'_f Truss: J5 end Wamlrps before eonstrudion commences, building component.Appllublltly of design parameters end proper '�.F 46 .(12 T z.2a4 compre Won wet bredng must be installed where Mown+. Incorporation of component Is the responsibility of the building designer. ,.Ry- o4; V (3, 3.Additional temporary bracing to Insure.reality during construction z.Uealan assumes the top and bottom chords m be latardy braced et 7 ^/ �,i`.. b the reWonelbltty of the erector.Additional permanent bracing of 2'0 0 and at 10'o.c,.0,5..sly unless braced throughout their length by v DATE: 11/2/2015 the overall structure Is the responsibility f the building designer. 2 Imps to sheathingingSr such as plywood aired where sh)own 0r drywal(BC). /A�t �� Won tyo g g 3,to Impact bridging ns othere)brecinpreguired where Mown++ �'"1 1.. SEQ.: K 15 0 9 8 9 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss lethe reeponNbility of the respecter.contractor. faNeners are compete and al setime Mould any beds greater than 5.Design eastern trusses are to be used I a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition.muse. 5.CompuTrue hes no control over and assumes no responsibility for the 8.Desiassumes WA bearing at ail supports Mown.Shim or wedge I' EXPIRES: 12/31/2016 fabricationhandling,shipment end installation of components. ry '.Design.shallassumes adequate enbothface"provided. s,an November 3,2015 s.iota design le mmi.Ma.ubled ro the mm�mi.na..t ronn W e.Plate..ben be ee.ed on both fes.or truce,ane vreea w m.lr center TPIONTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate Nee of plate in Inches. MITek USA,Ino./CompuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1683(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-223) 185 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.42 KDDF ( 625) TOTAL LOAD = 92.0 PSF 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.29 KEEP ( 625) .. For hanger specs. - See approved plans 5'- 11.6" -169/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ITOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 MAX TC PANEL LL DEFL = 0.335" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.280" @ 3'- 9.9" Allowed = 0.858" T T -, MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" I (0( Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed fox wind loads in the plane of the truss only. N O an O O 0 I� / I 10" 3"' o M-3x4 I y s 00 y , i.. �'RQfiFsc1' 'PROVIDE FULL BEARING;Sts:1,3,2 I rata.`<0 ',("j�G N J� /0 cc` :9782PE r JOB NAME : 17-A PLAN - J6 r/ -rte ....4i,'' Scale: 0.4157 , NM WARNINGS: GENERAL NOTES, unless otherwise noted �/' / 40 1.Builder and erection oontrador should be advised of al General Notes 1.This design h based only upon the parameter.Moven end Is for an Individual �j� OREGON N. �},.. Truss: J6 and Warnings before construction commences. building ampanant.Applicability at design parameters and proper ((/u, V �` 2,zee wmpresston web bracing mast be installed otters Mown a, Incorporation of component is the responsibility of the building designer. +Q 4y A�J 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords to its laterally braced st e ,4<,, Is the reeponsibitty of the erector.Additional permanent bating of T Data and al t g o a reupectNey unless braced throughout their length by ` continuous sheathing such a plywood shoe ing(TC)andror drywall(BC). it PA l't l DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bredng required where Moven a a �"7�.l h SEQ.: K1504848 4.No load Should be applied to erg component until after all bracing and 4.IInnesteeletienn of tsisIs thehresponsibility u+yyab Sra.penon-cortovay. ctor.environment, fasteners are complete and at no time should any loads greater than Desare n ssumedry trusses of e toub. TRANS I D: LINK design loads be applied to any component. and 8.Design assumes full bearing at el supports shown.Shim or wedge N EXPIRES: c l ry+ l){�(� c 5.CompuTrus has no control over and assumes no responsibility for the neceeary. EXPIRES: 1 2/3 112 01 6 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished cabled to the limitations eat forth by 8.Plates shall be bated on both faces of buss,end paced so their center TPW/ECA in SC81,copies of which will be furnished upon request. lines coincide with taint center lines. 9.Digits Indicate sues of plate In India.. MiTek USA,Inca/COmpuTrue Software 7.6.6(1L)-E 10.For basic enactor plate design values sea ESR-1311,ESR-1988(Mirek) 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 916BTR LOAD DURATION INCREASE = 1.15 1-2=(-334) 186 1-9=(0) 0 BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.6" TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 274V -121/ 2690 5.50" 0.99 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.309" @ 3'- 4.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0.864" 2 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" I 12 I/ Design conforms to main windforce-resisting 19.00 system and components and cladding criteria. Wind: 190 mph, h=23.3ft, 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. N O oW O 'I' 1 IFS 1l 1 a M-3x4 y 6-00 0-11-09 ,<k. PRQ/Ck-tS(.9 'PROVIDE FULL BEARING;Jts:1,4,2 I � "' `'G'N Ek4, Vj�- V 1� 89782PE c JOB NAME : 17-A PLAN - J7 r! -..... • • Scale: 0.3829 4111, WARNINGS: GENERAL NOTES, unless ethanol..noted: (,,-, OREGON 401.Builder and erection contractor should be advised daft General Notes 1.TN.design h based only upon the parameters shown and h for an Individual y �j(-\,OREGON Truss: J7 and Warnings before cons ru dlon commences. building component.Applicability of design parameters end proper j (5' � 2.2a4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building destpner. ,..(J ig 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom charts to be INanity braced al 7 '7 R '� ��/- is the roeponstbl.ty of the erector.Additional permanent bracing of 2 o.c.end at 18 o.c respectively unless braced throughout their length by V DATE: 11/2/2015 the overall sbudure A thew Impact rgethhr lateral bracing re fired where 4dryw.n(Bc). �` t �� responsibility of the building designer. 3.25 Impact bridging or lateral broclnB required where strewn** i.. SEQ.: K 15 0 4 8 4 9 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contester. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to b.used Ina non-sorrosle environment, dost bade beapplied lo ancomponent. and ere for"dry condition"or use. yV {p c ffy�. a] J (�.4 p TRANS ID: LINK enaneyI.Design assume.full bearingat...upped.shown.Shimorwedgeif EXPIRES. 12/31/2018 5.ComWTrua Mea control over and assumes no reeponsklllly for IM neceuery. fabriation,handling,shipment and inatehtion of components. 7.Design assumes adequate drelnege is provided. November 3,2015 B.This design is furnished started to the limitations set forth by B.Plates shall be located on both faces of truss,and pleasoa d their nter TPWAICA in BCSI,copies of which will be furnished upon request. lines coindde with joint center line. MiTek USA,Inc./Com uTrus Software 7.6.6(11..)-E S.Digfts malate size of plate in Inches. P15.For ionic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF h16BTR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x9 KDDF 116BTR SPACED 24.0" O.C. 2-3=(-108) 44 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 262V -147/ 2915 5.50" 0.42 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -373/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) 7'- 11.6" -23/ 17V 0/ OH 1.50" 0.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" li MAX HORZZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19.00 7 () (All Heights),load duration factorsid,6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. N O I al 0 Cr, 1 0 .-I' 1 I co 1."1111MMEMMEMEMMEMEMEd 1.. 4. o M-3x4 QED PR0Fe y 6-00 y 1-11-09 y �,`�J' GINis, Sie (PROVIDE FULL BEARING;Jts:1,4,2,3 89782PE JOB NAME : 17-A PLAN - J8 `rr Scale: 0.3470 111111, WARNINGS: GENERAL NOTES, mine othennse noted. Coe OREGON _J 1.Builder end erection contractor should be advised of al General Notes 1.This design Is bawd only upon the parameters idiom and is for an Individual Ar-'.� Truss: J8 and Wamings before mnetructlon commence. building component.Applloabllly of design parameters and proper /. V a 2.204 compression web bredng must be Installed where shown«. Incorporation of component is the respuneiblity of the building designer. .'lr 45Y .�r, 3.Additional temporary bracing to Insure slablllty dump conelnatlon 2.Design assumes the lop and bottom chorda to be laterally braced et _4 by Is the re albSty of the erector.Additional permanent bract I 2'oto.and at yea hin.reach as ply unless braced(TC),sthroughout their all(Bngth(. spa^ ^B° 25 tape continuous sheathing such as plywood Msalhing(TC)and/or drywaA(BC). P DATE: 11/2/2015 the overall structure la the reepondblity/tithe building designer. 3.2v Impact bridging or lateral bradne required Mere Mown«« SEQ.: K1504850 4.Noload should be applied toeny component until aver all bracing and 4.Inalatlan of trussssthhs es otoMuityya.eves ed:oa contractor. fasteners are complete and at no time should any loads greater man Design assumes TRANS ID: LINK design loads be applied to any component. 8 aDenai roles"dry condition"of w rlsMown.shimorwed if 5.CompuTmehas nocontrol over and assumes noresponsibility for the mmrysumes rage ppo o° EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Deign assumes adequate drainage k prodded. November 3,2015 B.This design Is furnished cabled to the limitations set forth by 8.Plates shall be located on both faces of bias,and placed so Meir center TP WWTCA in BCS(,copies of ahih will be furnished upon request. has coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For belt connector plate deelgn values see ESR-tail,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 11.5" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 204 KDDF STAND system and components omponents and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non—structural vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-07-12 0-03-12 1 T T 12 4.00 M-1.5x3 3 4 —V i1II ti I I N 2 1 Ilirn oi g /////////III/////////////////////////////////////////////////I o 111#1IIIIIIIIIIIIIIIIIIIIIII1r5 6 M-3x4 M-1.5x3 1 a l I 1-00 7-11-08 �t E[3 P R 0pk. NGINE�r? �p w ' '' 89782PE g JOB NAME : 17—A PLAN — I1 1 ' Scale: 0.5786 --„„,. WARNINGS: GENERAL NOTES, unless otherMse noted' TrussI 1 1.Badder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and Is for an Individual 1 OREGON and Warnings before contraction commence. building component.Applkabllty of design parameters and proper G (1.9'2 2s4 compression web bracing must be bstalled where shown 4. Incorporation of component la the responsibility of the building designer. ^� bnal temporary bracing Insure stability during construction 2.Design assumes he lop and bottom chords to be labially braced at - 5 3 AddB Is the responsibility of me erector.Additional permanent bracing of Y o.c.end et 10 a.c respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure to he re .dl f the baldingdesigner. continuous sheathing such es plywood shsstsmg(TC)a^mor dryweg(BC). Pq.U , '\ apo^ ly a 3.2s Impact bridging or lateral bracing required where Mown•♦ V SEQ.: Ki5 0 4 8 51 4.No bad should be applied to any component until after all bracing end 4.Inhalation of truss h the responsibility of the respedlas contractor. fasteners are complete and el no time should any bads greater than 5.Design assumes husses are to be used Ina nenmrrohve environment, TRANS ID• LINK design loads be applied to any component. and ere for"dry condmonnal use. y�] [� 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes mil bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Instelalbn of components. Design as '.Pashallbeesadeduate enbothfagehpmvls°°. November 3,2015 8.This design Is furnished who'd I.the limitations sat forth by S.Plates shall be pealed on both faces of inns,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request. lines coincide with)ulnt center lines. MITek USA,Inc./Com uTrus Software 7.6.6 1 L 9.Diggs indicate she of plate b inches. P ( � 10.Far basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 292V -40/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -86/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 11.5" 0/ 39V 0/ OH 5.50" 0.05 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 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" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.076" f f MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.7" Allowed = 0.203" 12 14.00 7MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" 3 -✓ Design conforms to main windforce-resisting 4 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=1.6, o Truss designed for wind loads I in the plane of the truss only. 0 N o f- r1 priflN o M-3x4 1 1-00 3-11-08 'PROVIDE FULL BEARING;Jts:2,3,4 •c.•.cj-' GINE ,�,s`,,, Ct 89782PE C"' JOB NAME : 17-A PLAN - KJ1 .•. _._....1'<. - Scale: 0.6265 WARNINGS: GENERAL NOTES, unless otherwise noted C/ p /'�I� _/ I.Truss: KJ1 andder and erection contractor should be Warnings before conswmon commences. building of all Geneel Notes builtlng compoMMThis design is tl Applicaaonly bility of n the derameters Mom end sign parameters andiprope Individual y �,(-/OIlEGVI�g5) Nr 2.2x4 compression web bracing must be Installed where Moven 4. Incorporation of component a the responsibility of me building designer. .� I Yb 4.fy AS r' ' 3.Additional temporary bracing b Insure stability during oonsiNCNon 2 Design assumes the top end bottom chords to be laterally braced at I 'l J lathe esponsibSty of the erector.Additional permanent bracing of 7 eves an at t P o a respadNely unless braced throughout their length by DATE: 11/2/2015 me overall structure is the responsibility rfthe building designer. 3.2a imped br sheathing or lateral beach asracingrequiredd hMare air coos ti drywefl(BC). PA � 1'1 ' SEQ. : K 15 0 4 8 5 2 4.No load should be applied to any component until after IR bradrg and 44..Designtsesames Misses is the wapo sIbusityedineneape aM..tractor. fasteners are complete an at no time should any roads greater thanera TRANS I D• LINK design bads be applied to any component. and are for"dry condition of see. • 5,compuTrua Ms no control over an assumes no responsibility for the 6.Deep assumes NI bearing at all supports Morn.Shim or wedge if EXPIRES: 12/31/2016 ry fabdcaten,handling,shipment andelimitations of components. 7.Dadgn assumes adequate drainage is provided. November 3,2015 S.This design Is furnished edited to the limitations set forth by 8,Plates shall be Bated on both faces of trues,and placed so their canter TVIANfEA in BCSI.copies of which will be famished upon request. lines coincide with Joint center lines. S.MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Digits For rr basic connectorelco plate design inches.reuaa s ESP-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-49) 65 3-5=(-248) 173 BC: 2x9 KDDF R16BTR SPACED 29.0" O.C. 2-3=(-102) 84 WEBS: 2x9 KDDF STAND - 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 472V -34/ 101H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.5" -38/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.262" @ 4'- 0.9" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.350" @ 4'- 0.5" Allowed = 0.705" 7-07-12 0-03-12 1 1 '1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 12 9.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N N N u I _ rn cp 1eil 11 2�� 0E�5 '� 0 M-3x4 M-1.5x3 J' l l 7-07-12 0-03-12 J• l l 1-00 7-11-08 .sG6� s:14Gl N::: ts./� 89782PE <' ., JOB NAME : 17-A PLAN - I2 .. Scale: 0.5411 WARNINGS: GENERAL NOTES, unlessothervdse noted: (/ Cl).Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters Moven and b for an Individual "7 Q R E 3Q N c::;*.•/ Truss: I2 end Warnings before conetrudion commences. building component.Applicability of design parameters and proper ..4, �// y�V �` • 2.2x4 compression web bracing must be keened where shown a. incorporation of component h the respansibMfty or the building Meaner. ,1► '4 a.,�`_ r_+ V Q1 3,Additional temporary bracing b insure etabiley during construction 2 Design assumes the lop and bottom Morris to he laterally braced at 7 �l(•�Y 'j J T Nal le the responsibility of the erector.Additional permanent bracing of 2we.c.and et 18 h.c.rsonh as sty unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the re sibs ofthe building M continuous sheathing or wen lateral b arsheathing(TC)wheshown arywan(ec). A �j �� .poo M p racer. 3.2x Imp..bshemo or suchbracing plywood atl where shown•d• SEQ.: K 15 0 4 8 5 3 4.No bad Mould be applied to any component unto after all bracing end 4.Installation of tuns Is the responsibility of the ravedive eonindor. fasteners are complete and al no ems should any loads greater then 5.Design legumes trusses are to be used Ina non-oorroeve environment, for"dry condition"TRANS I D: LINK design loads be applied to any component, F.end er assumes NA burins alof e.supports Mown.Shim of Wedge e 5.CempuTrus hes no control over and assumes no responsibility for the ne e n asEXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 O.This design Is furnished subject to the limitations set form shall by 8.Plates be boated on both faces of truss,end placed so their center TP WOTCA In SCSI,copies of whth will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate slie of plate in Inches. MITek USA,Inc.JCompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" FOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF Il16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PDF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall CON. 4-102 or equal typical at stud verticals. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 9.00 C,'-AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 N H 0 IMAI I 2 ti • rnt od f 9 M-3x4 1 1 1 1-00 4-00 e'' , PRaxess JOB NAME : 17-A PLAN - 13 Sale: 0.8940 /� WARNINGS: GENERAL NOTES, antes othenalae noted: TrirU rt,�41 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and Is for en individual �.J 17+OREGON V _�. Truss: 13 and Warnings before construction commences building component Applicability of design parameters and proper y� C/l O 2.2x4 compeesiun web bracing mud M installed where shown•. Incorporation of component Is the rospondbgdy of Me building designer. A A G 3.Additional temporary bracing b Insure shbllly during oondmctbn 2.Design mums 1'the los and ct bottom chords..bto de laterally braced an I 'l P y Ab .4(j6 Is the responsibility of the erector.Additional permanent bracing of Z sc.end a110 o c.respectively unless braced throughout IMI/length by V continuous aheatMng such as plywood sheathing(7C)and/or drywal(BC). A C6‘ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 1 2x Impact bridging or lateral bracing required where shown*. SEQ.: K1504854 4.No bad should be applied to any component until after all bradng and 4.Intalatosnooftr.s leaeheare spondbuwy o enonprhmvsa anmsher. rat, fasteners are compete and at no time should any loads greater than g TRANS I D: LINK design loads be applied to any component. and area.Dorgan assumes for"dry condition''of see. 5.CompuTrrue has no nontrol over and assumes no responablay for the ul bearing.1 aS suppers.shown.Shim or wedge l EXPIRES: 12/31/2016 fabrication,handling.shipment and lnstalatbn of components. 7.Design saumes adequate drainage is provided. November 3,2015 6.This design is furnished subled to the limitations set forth by S.Plates shall M located on both races of buss,and pieced so their center TPW'NTCA In SCSI,copes of which will be famished upon request. Tines coincide with(aint center lines. 9.Digits indbeta sirs of plate In inches. MITek USA,Ina./CarnpuTrue Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF p16BTR LOAD DURATION INCREASE = 1.15 1-2=(-983) 428 1-4-(0) 0 BC; 2x9 KDDF g1613TR SPACED 24.0" O.C. 2-3=(-112) 49 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 27511 -167/ 333H 5.50" 0.49 KDDF ( 625) ++ For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -388/ 445V 0/ OH 1.50" 0.57 KDDF ( 625) 8'- 11.6" -46/ 59V 0/ OH 1.50" 0.09 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.168" @ 2'- 11.7" Allowed = 0.576" 3 -, MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.864" i� MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. Ti DEFL = -0.009" @ 8'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19.00 load duration factor=1.6, 7 Truss designed for wind loads in the plane of the truss only. 4i rg o I 0 0 CF_ 1 1 1++ 4+ o M-3x9 p p 0) rn.Q�� 6 00 2-11-09 y ��CJ �yG1N ',6C-/0 (PROVIDE FULL BEARING;Ats:1,4,2,3 I .� 17 4t. 89782PE /r JOB NAME : 17-A PLAN - J9 Scale: 0.3099 y, __.... WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of ail General Soles I.This design I.based only upon the parameters shown and I.for en Individual � OREGON N. Truss: J9 and Wamings before constmctlun commences. building component.Applicability of design parameters end proper '" / (� ) 2.D14 ampr"selon web tensing mug be Inst l ed ohs shown+. Incorporation of component Is the neponelbtifty of me building designer. =a+) V(iT a�` V ¢�. 3.Additional temporary bracing to Insure stability during construction 2 Daggn aawmsa the top end bottom chords to be laterally bread et T 'l JY�n Is ma leepongbilry of me erector.Additional permanent bracing of ZZ c.c.and at 19 ox.respectively unless braced throughout their length byAt Imuoue steaming such as plywood shesthing(TC)and/or drywaA(BC). ,F 1..11- ( . �� DATE: 11/2/2015 the overall structure b the nspondbafty of the building designer. 3.2e hued bddging or lateral bracing required where shown++ �,J L� SEQ.: K 15 0 4 8 5 5 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the rssponsIblfty of the respective contractor. faganen an compels end at no time should any loads greater than 5.Design assumes Inc....are to be used In a noncerroelve environment, TRANS ID: LINK d.agn i.e.be applied to any component. and an for"dry contlftbn"ofuu. ��//[]F 5.ComWTrue has no control over end assumes no responsibility for the 6. egnn aswmes NA bearing al aq euppona grown.Shim ar wedge If EXPIRES:RES 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage A provided. November 3,2015 6.This design is(=Abed.ub1ed W the limitations set forth by e.plates shall be located on both faces of has,and placed so their anter TPIMRCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. MiTek USA Inc./Com uTrus Software 7.6.6(11_)-E s.D,beaic connector plate mignval PIli.Far.Ind connector 1 pte design Inc values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(-87) 96 3-5=(-294) 333 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-301) 268 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -52/ 329V -114/ 185H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -119/ 205V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.084" @ 2'- 1.3" Allowed = 0.333" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.083" @ 2'- 1.3" Allowed = 0.999" 4 T MAX HORIZ. LL DEFL = 0.000" @ 3'- 7.7" 12 M-1.5x3 4 -� MAX HORIZ. TL DEFL = 0.000" @ 3'- 7.7" 14.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.5ft, 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. N M-3x4 M-1.5x3 l 3-07-12 0-03-12 1-00 3-11-08 ( PI�Q�c'�sl.S' `yGINE$ / > C7 89782PE c' JOB NAME : 17-A PLAN - KJ2 '- `'•"'` ' Scale: 0.4452 /,,, NOV WARNINGS: GENERAL NOTES, unless otherwise noted: Co.1 -s 1.Builder end erection contractor should be advised of al General Notes 1.This design A based only upon upon the parameters elkand is for en Individual JX�()R EGON Truss: KJ2 and Westing.before construction commences building component.Applicability of design parameters end proper ,�a ..�'YQ- Q" 2.204 compreeion web brsdng must be Installed where shown incorporation of component la the responsibility of the bulk8ng designer. .T. Vel v '� 3.Additional temporary bracing to insure stability during conekudion 2.Design assumes the top end bottom chords to be throughoutMoraly braced at N the roeponlbilly of the erector.Additional permanent bredng of T o e end at sheathing0 ase reapedNay unless braced trial,length by DATE: 11/2/2015 the overs.structure is the responsibility me buildm designer continuou. dging such as pywood.heatmng(TC)and/or dryw.l(BC). �7/1 1 i L ofe 3.W Impact bridging or lateral bracing required where shown• +"1 V 4. SEQ.: Ki5 0 4 8 5 6 4.No load should be applied to any component until ager all bredng and 4.Instalation of truss is the responsibility of the respective conked°, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in.non<orrostve environment, design loads be applied to any component. and are for'dry condition•of use. TRANS I D: LINK 6.Design assumes hie bearing.t al supports shown.shim or wedge if 12/31/2016 ry/�j p/ /� c B.CompuTnis hes no control over end assumes no roaponsIblliy for the EXPIRES: i 2/3 1/201 V. fabrication,handling,shipment and Installation of components ss.ry. 7.Designtosabelbeladedone bathfacelapwee,anded. November 3,2015 6.This design is furnished subject to the Imitations set forth by 8.Plates eMll be located on both faces of trues,and placed so their center TP6WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines, 9.Digitsindicateeof n inches. MITek USA lne./Cam uTrus Software 7.6.60 L)-E 10.For baste connector late design values see ESR-1311.EBR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 490 1-4=(0) 0 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-133) 83 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 321V -185/ 371H 5.50" 0.51 KDDF ( 625) "* For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -422/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) 9'- 10.2" -87/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 2'- 11.9" Allowed = 0.864" /12 ' MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.4" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I .i 'i • 0 a I t A 1.+ 4• o M-3x4 .¢O[} PR0Fe.s l 6-00 y 3-10-03 y f�,,co NGINE .• `/0,.�;r (PROVIDE FULL BEARING;Jts:1,4,2,3 I p,,_44.,/ ®978^P Tr- . JOB NAME : 17-A PLAN - J10 ' y Scale: 0.2980 WARNINGS: GENERAL NOTES, ueess otherwise noted Cr, " {� (�/+� Truss: J 10 Builder dMWarnings before� contractor non pniabn commences. of a8 General Notes e Iming component, ompation os eThis design. e tinApplic k m oresponsibility d only upon the parameters mtn:building designer.pewn end Is for an due {�7/f •'`E r V N U� (�• 2.2.4 compression web bracing must be Installed where shown.. 2 Design assumes the tap and bottom chords to be laterally braced al • -Y q y A 6 .%4ZS. 3.Additional temporary bracing to insure.lability during construction p o,c.and et 19 e.c.respedlvety unless breeed throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood �.'}./y wood sheathing(TC)and/or drywall(BC). ` U l � DATE: 11/2/2015 the overall structure le the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown n. /'{ 1+. SEQ.: K 15 0 4 8 5 7 4.No load Mould be applied to any component until after all bredng and 4.Installation of truss Is the re.ponsibAity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusties are to be used In.non-corrosive environment. TRANS I D• LINK design loads be applied to any component. sod are for*dry condition.or use. 5.CompuTme has no control over and assumes no responsibility forme B.Design�sasumes NI bearing at all supports Mown.Shim or w.dga if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design Is furnished eubled to the limitations eat forth by B.Plates shall be located on both feces of truss,end placed so their center TPW6TCA In BCS(,copies of mMch MAI be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector piste design values.."ESR-1311,ESR-19B8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-50B) 945 1-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -22/ 28W -172/ 393H 5.50" 0.46 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) 9'- 2.5" -58/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _/ MAX TC PANEL LL DEFL = 0.167" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.864" /14.0017 ' MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL - -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, 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. al oN O O t I.''_ A � 1«« q « o M-3x4 ti&O PROFe, y 6 00 y 3-02-08 y �G.....t) NGINE /,? s/4 V'ROVIDE FULL BEARING;Jts:1,4,2,3 8.782PE C' • JOB NAME : 17-A PLAN - J11 ./. Scale: 0.3116 � '^ WARNINGS: GENERAL NOTES, union otherwise noted. Co" 41)OREGON 413 1,Builder and erection contractor should be advised of al General Notes 1.This design Is bawd only upon the parameters shown and b for an Individual J OREGON ©"" �. Truss: J11 and Warnings before constmction commences, building componentApplicability of design parameters and proper /. fu, 2.2a4 compression web bracing must be installed Where shown*. Incorpotetlon of component is me roepondbllty of the building designer. �a' [7 4'� (S 3.Additional temporary bracing to insure stability during construction 2 f o.n.assumes the lop ant bottom unlchoess braced to be laterally braced at T T al Is me responsibility of the erector.Additional permanent bracing or continuousnash athingrespectively such as"plywood"hath/rg(TC)and/their ryylwall(BC). DATE: 11/2/2015 the overall structure la the responsibility or the bullding designer. 3. l mpact bridging or lateral brodng required where shown 4. SEQ.: K 15 0 4 8 5 8 4.No load should be applied to any component until alter all bracing and 4.InstallationInof Isthe responsibility spo sibiry used t t a res ed/ae contractor.v fasteners are compete end at no time should any loads greater men and gra s assumes'drycondition'trussesreof to use. TRANS ID: LINK design loads be applied to any component6.Desifog bearing at its shown.Shim or wed if 5.CompuTrus has no control over and assumes no responsibility for the cogn-rysumes g e supports 9e EXPIRES: 12/31/2016 fabrkdion,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their cantor TPInNICA in SCSI,copes of Which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs mdlcata sire of plats In Inches. MiTek USA,Iec./CompuTros Software 7.6.6(1L)E 1o.For bask connector plate design values see ESR-1317,EBR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-508) 494 3-4=1-115) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -187/ 91711 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) e', Fox hanger specs. - See approved plans 5'- 11.2" -402/ 948V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -64/ 7011 0/ OH 1.50" 0.11 REEF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 TC PANEL LL DEFL = 0.152" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL IL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. 12 3 Wind: 190 mph, h=26ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 19.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;1 load duration factor=1.6, Truss designed for wind loads ch in the plane of the truss only. 0 N 0 rni 0 o r� A 1 5.w o M-3x4 r'' ''" -\..c\ ,0 FQ �y l y l Er 1-0o s-oo 3-oz-oa 4 ? °22 PROVIDE FULL BEARING;Jts:2,5,3,4 I2PE r JOB NAME : 17-A PLAN - J12 ' �. Scale: 0.3071 . . XIIIWARNINGS: OENERAL NOTES, unless otherwise noted: CI ` Truss: J 12 1.Bulkier and erection contractor should be advised of al General Notes 1.Tile design I.based ony upon the parameters shown and Is for an individual y ••-EGO N and Warnings before construction commences. building component.Appllcabllby of design parameters end proper 5' d 2.204 compression web bracing moat be Installed where shown a. incorporation of component Is the responsibility of the building designer. ..e9 ('jig P�,.: A b 2,<,r<., 3.Additional temporary bracing to Insure Nobility during construction 2.2 0.0.and t lb me top.d bottom unlchoess braved la be laterally braced et T le the reaponalbl4y of the erector.Additional permanent bracing of Y o e N n.reach a.p unless throughout their length by continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). . t ` DATE: 11/2/2015 me overall structure la the responsibility y Ott.building designer. 3.2s Impact bridging or lateral bracing required where shown«« r"1 L SEQ.: K 15 0 4 8 5 9 4.No load should be applied to any component until after all bracing and 4.Installation at buss is the rssponlblity of the respective contractor, fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a eoncorrss/e environment, TRANS I D. LINK design loads be applied to any component. end are fodry conditionor use. 5.CampuTrua has no control over arm assumes no responsibility for the 6.Desiassumes toe bearing at al supports shaven.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and bstalatlon of components. ry. 7.Design assumes adequatedrainage b provided. 8.This design is furnished subjectsubjectto the limitations set forth by e.Plates shall be bonlocated on both faces of Wes,and placed so tnelr center November 3,2015 TP VWTCA in BCSI,copies of whkh will be furnished upon request. lines coincide with Joint center Tines. MiTek USA Inc./Com uTrus Software 7.6.6 1L E 0 For a indicate ecce of plate In Inches. P ( f 9.For s tic fesizeconnector plate design values see ESR-1311,ESR-1888(MIM) This 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 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-70) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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" -45/ 302V -40/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 POF Ground Snow (Pg) 1'- 11.7" -41/ 51V 0/ OH 1.50" 0.08 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. I 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.164" I f MAX TC PANEL TL DEFL = -0.004" @ 1'- 2.9" Allowed = 0.296" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 19.00 7 Design conforms to main n windforce-resisting system and components cladding criteria. 000,0 Wind: 190 mph, h=15ft, TCDL=9.2,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 o3 o N o f fi I /� 1 O M-3x4 l y 1-00 2-00 (PROVIDE FULL BEARING(Jts:2,9,3. 0NC"IN `�O 2 :9782PE � ' JOB NAME : 17-A PLAN - KSJ1 ,11. .011/1"Scale: 0.6265 WARNINGS: GENERAL NOTES, unless otherwise noted. �� (/' OREGON I�1 �4+) 1.Bolder and erection contractor should be advised dal General Notes 1.Thle design k based only upon the parameters shown and Is for an individual -7 OREGON Truss: KSJ1 and Wammge before oonaraalon commences building component.Applicability of design parameters and proper 4{f/,,, q4 �' 2.2a4 compression web bracing must be'na bed where shown". t eemsra55 of component la the responsibility of the building designer. 5.:,f 416,V A h 3 i � 3.Additional temporary bracing to Insure Webby during construction 2.Design names the top and bottom chords to be laterally braced el 77 4/`� 1 J �\ is the responsibility of the erector.Additional permanent bracing of 2coo.c.end al l O o.c re such a.pty unless braced throughout their length by k Tet0 DATE: 11/2/2015 the overall structure Is the responsibility of building designer. 3.Se Impact bridging e9 lets al as required ed ..50and/or dryweA(Bc>. -1 �l..t i t SEQ.: Ki5 0 4 8 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibllty of the respective contractor. + V L fasteners are complete end at no time should any loads greater then 5.Design assume.trusssa are to be used In a noncorrosive environment, TRANS I D. LINK design bads be applied to any component. and are fon"dry condition"of use. '�,/('] " 5.CampuTrus has no control over and assumes no responsibility for the B.Design aawmee(cal beating at al supports Mown.Shim or wedge If EXPIRES:ES" 1 2 i31/201 6 fabrication,handling,shipment end instaktien of components. 7.Design assumes adequate drainage is provided. November 3,2015 FFII a7 Glt7 /L /� 8.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces Ohms.end placed w their center TPVWICA In SCSI,copies of which wig be furnished upon request. linea coincide 04th joint canter line. MiTek USA,Ina/Com uTrus Software 7.6.8(11)-E 0 For a sic indicate sent r plat. m inches. values P1.Fort sac connector pkte design velues see ESR-1311.ESE-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"OC. VON. 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -164/ 578V -31/ 121H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 7.00 p MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, 0 I Truss designed for wind loads o' in the plane of the truss only. 0 N O f r+ I11121111111111111111 1 O o 2 4 M-3x4 1 2-00 2-00 1-11-13 !PROVIDE FULL BEARING;Jts:2,4,3 I eco NGNEfiq `S/p e• 0.6930 / 9782 P E JOB NAME : 17-A PLAN - S J1 / 40, ......00"Scat . / RAW WARNINGS: GENERAL NOTES, unless otherwise noted. C, OREGON _J 1.Bidder and erection contractor should be advised Pall General Notes 1.This design h based only upon the parameters Mown end h for an Individual -74,OR EGOi V "'. Truss: S J 1 and Warnings before construction commence.. building component.Appbabllly or design parameters cod proper its Z.214 compression web brodng must be Installed whore shown+. Incorporation of component Is me responsibility of the building designer. +o9 >14 a.�y;A r I� 3.Additional temporary bracing to Insure efablllty during construction Z.Design assumes the top and bottom charts to be IHsrelly braced al 7 (`r J �+LiY. I.the responsibility of the credo,.Additional t bracing of 7 e c end d 10 o.c.eush cc sly unless braced throughout their length by ` permanen continuous sheathing such as sheatNng(TC) rdrywall(BC). p/1(It V* DATE: 11/2/2015 the overall structure la the responsibility of me building designer. 3.a,Impact bridging or lateral brining required where shown++ f"1 V 4. SEQ. : K1504862 4.No Mad should be applied to any component until after all bradng end 4. latlon of HI..Iaate rosrowbEny the neNpedIie contractor. fasteners are compete and at no Me should any loads greater than Design eswmes design bads be applied to any component. and aro for"tlry condition"of use. TRANS I D: LINK 5.CompuTnn hes no control over and assumes no rs.ponsbelfy for the 6.Design assumes NN beanng al all sapped.shown.Stem or wedge if XP E �R ES: 1 2/31/201 6 fabrication,handling.shipment and Installation of components. esssry. EXPIRES:'J G/ G V '.Design assumes stleden othlfagelo true.,°. November 3,2015 6.Thla.esters I.furnished copse to the limitations rt roan by S.Plates shall be located on both feces of Inns,end placed so their center TPtWI CA In SCSI,copies of which sal be furnished upon request. Ines coincide with Joint center dines. 9.Digits Indicate Noe of plate In Inches. MiTek LISA,tnc./CompuTrus Software 7.6.6(1L)-E I9.For bests connectorpdta design vein°°re ESR-1311.ESR-1986(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-159) 91 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: 24.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.97 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "on 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" I' Design conforms to mainwindforce-resisting �� system and components and cladding criteria. 12 7.00 17 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. w 0 o ,0 O N NiaMIN o -7 1 25,--=',6 4�� O M-3x4 1 y 2-00 y 2-00 y 5-11-13 y ��R,.0 PRQFe• (PROVIDE FULL BEARING;Jts:2,4,3 I GINE. f kJ -57 89782P r JOB NAME : 17-A PLAN - SJ2 ' Scale: 0.9758 ,. dyO'!. WARNINGS: GENERAL NOTES, unless otherwise noted KI 40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end B for an individual rA.OREGON ©'"' Truss: S J2 sod Warnings before eonan,dion commence. building component.Applicability of design parameters end proper �/ X� 2.2a4 compression web bracing must be Installed where shown v. incorporation of component is the responsibility of me bulking designer. 1t.. G ',�'' 3.AddAionel temporary bracing to Mauro debility during construction 2 Destgn..comas the top and lection ass len to be laterally braced H 77 Y J is the responsibility of the rector.Additional permanent bracing of Z c.c.and at 1 O o a rsspedNety unless braced throughout their length by cantinuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). ir r-A.I I L '` DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or Tatem bracing required where shown e. x`"'11 is,/1.. SEQ.: Ki5 0 4 8 6 3 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss h the responsibility of the respective eentredor. fasteners ere compete end at no time should any lads greater then 5.Design assumes trusses ere to be used Ina noncorrosive environment, design loads be applied to any component. and an for"dry condition"of use. �'+ 12/31/2016 T RAN S I D: LINK S.CompuTrus has no control over and assumes no responsibility forme S.Design assumes Ng bearing at ail supports shown.Shim or wedge If EXPIRES. labridtion,handling,shipment and installation of components. 7.Desgassumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be boated on both faces of truss,end planed so their center TPIM'TCA in SCSI.copies of which will be furnished upon request. linea coincide with hint center lines. 9.Digi.Indicate size of Pete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For bask connector plate design values see EBR-1311,ESR4988(METek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 5l&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:bears design requirescontinuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP n bearing wall for retireaUON. OON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-08-04 0-03-12 T 1' 1' 12 4.00 v M-1.5x3 3 4 m cat ti 0 I 2 ,-I N M1 _ 0 5 6 M-3x4 M-1.5x3 • l l 1-00 4-00 �y p OP ,,c(5\ O (-R •tc",9 (;• ,�NGINE'4cR �0 . ` •9782'E �<' JOB NAME : 17-A PLAN - Z 1 Aor -roil'' Scale: 0.6405 — WARNINGS: GENERAL NOTES, unlessalharwlse noted ,� V �'`� / ) I.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and la for en individual T OREGON 'N. Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper �!f r'r' Q` 2.2s4 campremion web bracing mast be installed where shown a, incorporation of component is me ro.panstbutty of the building designer. 9 /f Ey ,� 4' {�.. 3.Additional temporary bracing to insure stability during construction 2.Des.assumes the top end bottom chortle to be Worldly braced et 'l rl Is ibe nspondbilty of Me erector.Additional pennant bracing of nsnt:n and al t0'o c.rsash as ety unless braced throughout their length by DATE: 11/2/2015 me overall ehucture la the reaponalbalty of the building designer. 3.23 continuous sheathing late al b plywood quisheathing(TC) ednw h eo�n�«arywagec). tt �J/I,+t �� SEQ.: K 15 0 4 8 64 4.No load should be applied to any component until after bracing and 4.Installation of tons Is the responsibility of the respective contractor. 1 V L fasteners are compete and at no time should any loads greater than 5.D.stgn assumes hues.s are to be used In a non-aerroaroe environment, ..sten roads be applied to component. and ere NCO)),condition"of use. TRANS ID: LINK 6.Design aswmeaNlbearing alall supponsshown.Shimorwedge if EXPIRES: 2/3112016 5.Campu7rue has no control assum l over and es no responsibility for the actuary fabrication,handling,shipment and installation of components. 7.Designassumes adequate drainage isprovided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pleaas d their canter TPDW1CA Sr SCSI.apes of which wit be furnished upon request. lines coincide with(old center lines. a.Digits indicate alts of Mete In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10,Far bask connector plate design values see ENR-7317,ESR-1 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. HON. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 48H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159/1 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans 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 "cc 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 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), M-1.5x3 load duration factor=l.6, 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. lif N 1 r 0 1 1 J11111111111111111111110 rn1 f 2 5 0 111111111111111111111111:1111M-3x4 M-1.5x3 3 y l 3-08-04 0-03-12 l 1 J. 1-00 4-00 �ti�,0) PR Oi �( �G1N -r5 /4?9 :9782PE. v JOB NAME : 17-A PLAN - Z2 Scale: 0.6209err WARNINGS: GENERAL NOTES, unless otherwise noted. riry OREGON/+y IL' 43 1.Builder end erection contractor should be advised of all General Notes 1.This design is Weed only upon the parameters shown and is for an individual 7 OREGON 419 ,,,,,,,T Truss: Z2 and Warnings before construction commences, building component.Appllwblgly of design parameters end proper I� 4� 2.2a4 compression web bracing must be Installed where shown*. Inwrpor.non of component k the responsibility mina building designer, +'t�� ,��y�r {'� . 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chortle to los laterally braced et ` 1 sdbSty of the erector.Atltlgbnel permanent bracing of 2'a.c.and at l d o c,respectively unless braced throughout their length by Is the re =Po continuous sheathing such as plywood sheathing(TC)and/or tlrywag(BC). PA 1 1 l ' DATE: 11/2/2015 the overall structure is me responsibility of the building designer. 3,2a Impact bridging or lateral bracing required where Mown a* 1 1J 4.Na load should be applied to any component until after all bradng and 4.InsteNellon of Imo S the responsibility of to respective contractor. SEQ.: K 15 0 4 8 6 5fasteners are compete end at no time should any mads greater then 5.Design assumes tresses are to ba used In a non-corrosie environment, TRANS ID: LINK tlesgnloads beapplied i5any component. of use. B DDeessiare for"thy Nldg ringeeew rnehown.ShimorweeeV 5.CompuTne has no control over and assumes no responsibility for the cog ryaarnea ng a supports S EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 6.This design Is Nmlshed subject to the'imitations set forth by B.Plates shall be located on both faces of truss,end paced so their center TP WJTCA In BC51,copies of which will be Nm:Med upon request. Ines colndde with joint canter lines. B.Diggs Indicate size of plate In Inches, MITek USA,Inc.ICempuTms Software 7.6.7(1L)-E tO,For beset connector pate design values see ESR-1311,ESR-1985 Web) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rI� Dimensions are in ft-in-sixteenths. h� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. Q_T/T 6 r 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I �� O 1111 p bracing should be considered. I � O �� 3. Never exceed the design loading shown and never a O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate c7-8 C5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. . connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. soHware or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ��40011Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is instated,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint ©2012 MiTek®Ail Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Ili.11111 18.Use of green or treated lumber may pose unacceptable �— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. /1111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, to 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-404_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46018088 thru R46018116 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR Ope NEF9 `� , �O 1- 4t- 487022PE r x'02, OREGON cP <U~ 0 cM$ER OS A. Hvik i EX' • :( � December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46018088 PL15-404_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:01 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-UfwrPCeW5dEHR5De912?A5bpQG8114WNKw 6PZyDIFO 3x6 h 1-3-4 3x,6 Il 1$0 I3x6 II 1 6 2 7 3 Scale=1:13.1 0 0 • ••• 1• •• Id 5 4 6x6= 6x6= i 334 i 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=278/0,3-4=511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=947/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:45=5,1-3=50 ConcentratedVert:6=-1007(F)7=1007(F) cNG NEF�s/o 87022PE 9< y SATOREGO do,(1/ "Pc �MBER �1 OS A. HO; EXPIRES:06/30/2017 December 1,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111.. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,.the building designer must verify the applicabi applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua6Iy CrHeria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Reiahls.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018089 PL15-404 UPPER F02 FLOOR GIRDER 1 2 Job Reference(ootional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:02 2015 Page 1 I D:L2O9J J u6 om R C BuYO h H V69uy F H b u-yrU DdYf8sx M 83F o rj OZEj J BvfgJ2 m Sp WZajfx?y D I F? 1 1-2-0 1 1-9-0 I Scale=1:26.3 2x4 II 5x10= 1.5x4 II 3x4= 1.5x4 II 3x4= 1.5x4 II 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 0n _/ NNx. / 0 E7 11 ra iN, / NNNN 2, uve e l o 1 e __ ]dam. 13 12 11 4x8 MT2OHS= 6x10= 3x8= 6x10= 4x6 MT2OHS= I 14-10-8 I 14-10-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.i&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=1219/0,2-15=-9563/0,3-15=-9563/0,3-16=-9563/0,16-17=-9563/0,17-18=-9563/0,4-18=-9563/0, 4-19=-13782/0,19-20=-13782/0,5-20=-13782/0,5-21=13782/0,21-22=13782/0,6-22=13782/0,6-23=10085/0, 7-23=10085/0,7-24=10085/0,24-25=10085/0,8-25=10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=-7656/0,8-11=0/5720,7-11=1402/0,6-11=-3696/0,6-12=0/1281,5-12=1875/0,4-12=0/1556,4-13=-4123/0, 3-13=1888/0,2-13=0/6849,2-14=7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. [} P R QF 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down <CNN� Fsc$' at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 ., ONGINEc- /O lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, �,�? 9 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 lb down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 870 2PE lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard U� ,, NI cv 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 y A>, OREGO ti9 Uniform Loads(plf) . ,, Q Vert:10-14=-5,1-9=-50 o / ER \ r Concentrated Loads(Ib) Vert:9=-1027(F)8=-1027(F)7=-114(B)6=114(B)5=114(B)3=1033(F)2=1147(F=1033,B=114)15=114(6)16=-637(F) on A. F-1ER� 17=114(B)18=1007(F)19=114(6)20=-1007(F)21=-637(F)22=1027(F)23=-1027(F)24=1027(F)25=114(6)26=114(B) EXPIRES:06/30/2017 December 1,2015 M ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - . building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" . ., -- ., is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaHy Criteria,051-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018090 PL15-404_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:02 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-yrUDdYfasxM83ForjOZEjJ83TgUjmal WZajfx?yDIF? 1-6-4 1.15x3 II 3x4= 2 Scale=1:13.2 0 0 0 0 N N J 4 3 1.5x3 II 354= 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 •'"• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/Mechanical,3=45/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P <(",E'D R Opp Co �NGINEcR /O29 87022PE r N N 0 / 'oj, OREG N �� <U 1, AMBER "\\ �O OS A. R. EXPIRES:06/30/2017 December 1,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not roes a truss system.Before use,the building designer. ust verify the applicability of design parameters and properly incorporate this design info the overall ,-- .,.. building design. Bracing indicated is topreventbuckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' - - - - is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qua Iy CrHeda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Sfreet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R46018091 PL15-404_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&TrUSS Co.. Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:03 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-O12cqufmdEU?gPN1Hj4TGWhCI4iCVvffoETCTRyDIF_ 1-10_1-8 1 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 I I 4x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 4x5= 3x4 II 1 L2 3 4 5 6 22 7 23 8 9 10 1/ N. / N. / Ns,1 12 13 9 1i e e i♦ _ /„.- \ N d N .. 21 20 19 18 17 16 15 14 3x4 II 5x5 = 4x6= 3x6 FP= 3x5= 3x5= 4x6 = 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(XX)— 11:Edge,0-1-81,121:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=970/0,1-2=-615/0,2-3=-615/0,3-4=2111/0,4-5=2111/0,5-6=2806/0, 6-22=-2806/0,7-22=2806/0,7-23=2693/0,8-23=2693/0,8-9=2693/0,9-10=1772/0, 10-11=1772/0,11-12=1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=747/0,9-16=0/498,5-17=0/346,5-19=593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 CEO P R OFF Uniform Loads(p11) r5' Vert:14-21=8,1-13=80 Co�rN •,., GINEF,4 `S/t•' Concentrated Loads(Ib) -57 Vert:22=5(B)23=-5(B) $7022PE r" SAT OREGO �* �U� �O �MS.EB \ �4 OS A. HE R�P EXPIRES:06/30/2017 December 1,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not l • a truss system.Before use,.the building designer must verify the applicability of design parameters and properly incorporate this.design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Qualily Criteria,D58-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type , Qty Ply POLYGON R46018092 PL15-404_UPPER F06 GABLE 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-uEc 2EgOOYcsIZyDrQciokDQIU9BEUHpOuCm_uyDlEz 0-h8 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ■ o o e o a 0 0 0 o a o an d a ` a o ea 42 d d N a 0 0 0 q 0 s _ 0 0 0 0 - a 0 o a o s 9 41 uuuuuuuuuuu \ n /VVVVVV 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-6-0 1 16-0-0 1 17-4-0 I 18-8-0 I 20-0-0 1 21-4-0 1 22-8-0 33-5-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 11-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-5-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '`(-Y% PROFFsd, ��co �N�t)N4- o c' 87022PE -57.... N cv y �A�, OREG•N rye O<U� .per X48ER AN �s A. HE EXPIRES:06/30/2017 December 1,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . 111 building design.Bracingindicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ..- MITeIC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crileria,DSI-89 and ICSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018093 PL15-404_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 1321:04 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-uEc 2EgOOYc5IZyDrQciokDQGU9CEUHpOuCm uyDIEz 1 2 3 4 Scale=1:13.0 10 T 9 8 7 6 5 I 1-4-0 I 2-8-0 I 3-8-8 I 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 i FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 0.0 ��\� �NGI NE4cR /Q 17 87022PE r / isv y 0�-0), OREGON �cyv� <V Q 'A FM N C� BER 1 OSA He'i EXPIRES:06/30/2017 December 1,2015 4 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.101032015 BEFORE USE '~ Design valid for use only with MTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a-truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall........ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ``Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Ovally Criteria,DSB-89 and ICS!Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018094 PL15-404_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-MQAMFah09skjwjXQO87xLxmaCtV NzxVyFYyJXKyDIEy 0-e Scale=1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 8 1 1 9 o 1 9 0 o 1 5 - c 1 o r' 1 a 42 d d N N TS i3 - a o 111` - 6 5 3 - it it f G ii- 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-40 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 i 24-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 24-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <<�c PRQp �,c �5 GIN /02._ 870 2PE r rN y �'O�,, OREG N tid �H -Y01-1 Y0 ,448ER ,\ O �ka A. HEa EXPIRES:06/30/2017 December 1,2015 1 it ref ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and 1s for an individual building component,not a truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . - ..building.design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and perman::sit bracing - Mitek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl QuaNly CrIerla,051-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018095 PL15-404_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:06 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-qckkSwiew9saXtScyreAt9JmkHrgiNo6UCht3myDlEc 0148 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 0 a o 0 0 0 o 0 o 0 0 0 • 30 : 2 0 N N 29 _ 'T' _ _ _ _ _ _ _ _ _ _ _ 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 1-4-0 1 2-8-0 1 40-0 1 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 i 10.8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. C;�:3< NGNE , `,/, 2 cr 870 2PE 9 y NEAT OREGO ti Q�N �o AMBER 1'� r Oka A. HE¢�P EXPIRES:06/30/2017 December 1,2015 A ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1„ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters:and properly incorporate this design into the overall MiTek - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing * is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/rm QualIy Criteria,DSB-89 and BCSI Building Component Safely Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018096 PL15-404_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:07 2015 Page 1 �,r1� ID:L2O9JJu6omRCBuYOhHV69uyFHbu-IoH6gGjHhT_Q9OhoWZ9PQMrxYhBwRgl FjsRQbCyDIEw I Scale=1:18.4 1 2 3 4 5 6 7 8 9 0 d o a 18 17 16 15 14 13 12 11 10 l 1-4-0 l 2-8-0 1 4-o I 54-0 l 6-8-0 I 8-0-0 i 9-4-0 I9-9-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '�ti��° PRQPe c. ��co \AGIN4- 0 / 2 �� 870 2PE �9r (P > N Iy �Aj, OREGON rye Q<U 90 4/ on OS A. HEVI% EXPIRES:06/30/2017 December 1,2015 4 I rr A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ..a truss system.Before.use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall.; -building-design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and SCSI funding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018097 PL15-404_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:07 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uyFHbu-IoH6gGjHhT_Q9OhoWZ9PQMrvPh79Rj7FjsRQbCyDIEw 0-1-8 H I 1-6-0 I I 2-6-0 I Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 2 3 4 5 6 7 8 • : NVVN.__,_M 7 'N V 'N V 'N 1.5x3 II 4x5 = 3x5 = 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,YI— Fl:Edcie,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=748/0-5-4,9=748/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=749/0,14-15=-749/0,1-15=749/0,1-2=611/0,2-3=611/0,3-4=1651/0,4-5=1651/0,5-6=-1457/0, 6-7=1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=-1100/0,7-10=0/706,5-10=296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. P R°Fe \��>cp ss 87022PE 1' N - SAT OREG N (yam 4i "P /.1,1 FIBER 1'" �O OS A. HEC"` EXPIRES:06/30/2017 December 1,2015 8 4 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not �f a truss system.Before use,the bulding designer must verify the applicability of design parametersand properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Alibi(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaRy Criteria,DSS-89 and SCSI Building Component 7777 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018098 PL15-404_UPPER F13 Floor 11 1 Job Reference(optional). Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welk Industries,Inc.Tue Dec 01 13:21:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-m?rVtcjvSn6HnAG_4GgeyaO2 5PbA65OxWAz7fyDlEv 10-8 i 2-6-0 I 0-1,T8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 / N - V '''''N-7 IN 0117 ''''N 7 A...N..a 21 N a 2 e o `-� 20 All 19 18 17 16 15 14 13 3x4= 4x0= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= I 24-3-0 I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,4-5=3137/0,5-6=-3137/0,6-7=3331/0,7-8=-3331/0,8-9=-2298/0,9-10=2298/0, 10-11=2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=294/0,4-16=0/710,4-18=-1056/0,2-18=0/1474, 2-19=1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '<cQ,c PROp4.• co c.. �NG(NEFR /p* 87022PE / ySAT OREGON rye O� 9O 4/ ,--4 1\ - OS A. HE �P EXPIRES:06/30/2017 December 1,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2018 BEFORE USE. l" Design void for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parametersrand properly incorporate this designinto the overall 'x building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members-only..Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS0PI1 Quaily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018099 PL15-404_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumher&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:09 2015 Page 1 I D:L2O9JJu6omRC BuYOhH V69uy FH bu-FBPt5ykXD4E8O KgBd_BtVnxDd VIevZUYAAwXg5yD I Eu 0-1-8 H11-1-12 I 2-6-0 I Scale=1:41.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ♦N 93 a a/ NrV o N 2 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1842/0,3-4=1842/0,4_55=3235/0,5-6=-0235/0,6-7=-3396/0,7-8=3396/0,8-9=-2330/0,9-10=2330/0, 10-11=-2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,14-15=0/3005,13-14=0/1324 WEBS 11-13=1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=274/0,4-16=0/690,4-18=1036/0,2-18=0/1456, 2-19=1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. _v pROFen �, �� NGINEF'7 /�- 8 • 2PE �9r to r - �Aj, OREGO q9 <, -po ��1ER -0 �4 Ota A. HEck EXPIRES:06/30/2017 December 1,2015 I I a A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NO �� Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling cLindividual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available tram Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018100 PL15404 UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Tue Dec 01 13:21:09 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FFBPtt5ykXD4E8OKgBd_BtVnxF7VsTvkOYAAWXg5yDIEu 1.5x3 Il 0-10-8 1 2-Cr0 1.bx3 IIS 1 2 3x4= 3 Scale=1:13.0 II MIN II II /AM II 111 7 Mm 1.5x3 = 2 II M' 1.5x3 = t ', WWI \■ 6 MO ME ill 5 �/ 3x4= 3x4= 0r1 3-9-0 I 0-1-8 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=154/0-5-4,5=154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. cs3,`o x.AGNE�c9 Sjo 2 870 2PE /9� LI) cv y Aj, OREGON qc:'Q<U 9O 'M8ER \1 '\OS A. He?, EXPIRES:06/30/2017 December 1,2015 4 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ., Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual buildingcomponent.not a truss system.Before use,the building designer must verify the applicability of design parametersand properly incorporate thisdesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty CrIerfa,DSB-B9 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras H9ights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018101 PL15-404_UPPER F16 FLOOR 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:10 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu jNzFIHl9_OM?OUPNBhj62?TNZu4CeOUhPgf4CXyDIEt p-8-41 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 P. 4 -m- g e 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,V)— f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:119 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1621/0,3-4=-1621/0,4-5=3070/0,5-6=3070/0,6-7=3286/0,7-8=3286/0,8-9=-2275/0,9-10=-2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=1606/0,11-14=0/1213,8-14=_802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=-1071/0,2-18=0/1487, 2-19=1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � o P R 6FFss 2�c\cJ tiNGiNEF9 io2� 87022PE r N > y Cki fi'oj, OREG N ccs Q<U� 9O FMBER ‘1 \- On A. Heck EXPIRES:06/30/2017 December 1,2015 a 1 A WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall Mill .: .. building design.Bracing indicated is:to prevent buckling of ind>idual truss web and/or chord members only.Additional temporary and permanent bracing Mitek .. ' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DS8-89 and SCSI Building Component 7777 Greenback Lane Sure 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018102 PL15-404_UPPER F17 Floor 10 1 Job Reference(ootiionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:10 2015 Page 1 I D:L2O9JJu6om RCBuYOhH V69uy FH bu-j NzFI Nl9_OM?OUPN Bhj62?TK6u7Me7 V hPgf4CXyD I Et 0-1-8 ItF12 112 j 2-5-8 I 2-6-0 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 B - .71. 14. V.i,'saveak.44N. 15 i y0 Y N 9 14 e e e 13 "— 11 10 r 1.5x3 II 3x5= 3x5= 3x4= 3x6=- 0-7-4 0-7-4 5-125-12 16-0-12 1 I 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1249/0,4-5=1249/0,5.6=1256/0,6-7=-1256/0 BOT CHORD 11-12=01773,10-11=0/1395,9-10=0/787 WEBS 2-12=-431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��lc t P R Qpr- Uniform Loads(plf) GINE Vert:9-13=-8,1-8=-80 <� 0N -,4 0 Concentrated Loads(Ib) Vert:1=-400(F) 870 2PE r- cv yN ' N �'oj, OREG N cls Q<l/ 9C FMaER \'� CS A. -i EXPIRES:06/30/2017 December 1,2015 r i _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/201S BEFORE USE. * Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and.properly incorporate this designminto the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek -- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1'11 Quality Criteria,051.89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018103 PL15-404_UPPER F18 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:11 2015 Page 1 I D:L2O9JJu6om RC BuYOh H V69uyF H bu-BaXd Wdmnki Usee_ZIP ELaC0a61V W VNawrdTPeekyD I ES I 1-7-0 I I 2-3-0 I 0-0,411 Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 0 0 \ jAllhhhhhiii6 — /44111iiih I 12 0 d N Wia UMW Z.IMM 11 1l(� 9 8 • 3x5= 3x5= 1.5x3 II 3x4 = I 11-2-8 I 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(rL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceilingdirectlyapplied or 10-0-0 oc bracing. 2x4 DF Stud/Std flat 9 PP WEBS ( ) REACTIONS. (lb/size) 10=482/0-2-12,7=482/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-480/0,1-2=-391/0,2-3=391/0,3-4=713/0,4-5=-713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. � AG NEF,ox, 2 ' 870 2PE 9 y\ . OREGO ti Opti 9C c�M$ER \1 / OS A- HO\ EXPIRES:06/30/2017 December 1,2015 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buldingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall - building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - "MeV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018104 PL15-404_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 J0111 2014 MiTek Industries,Inc.Tue Dec 01 13:21:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-BaXd WdmnkiUsee_ZIPELaCOZwIRYNUSrdTPekyDlEs 0-1-8 H I 1-7-8 I I 2-6-0 I 0-148 Scale=1:38.2 4x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 - o o m a e N .,•••••- ANN_ 7,' -N...a 220,0000• 0d, .... 1 z, ," 1 ISI e m e - 21 2. 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5 = 3x8= 3x4= I 22-7-8 I 22-7-8 Plate Offsets(X,Y)- ft:Edee,0-1-8) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=978/0,19-20=978/0,1-20=978/0,1-2=867/0,2-3=867/0,3-4=2507/0,4-5=-2507/0,5-6=2911/0, 6-7=2911/0,7-8=2088/0,8-9=2088/0,9-10=2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=1490/0,10-13=0/1097,7-13=-686/0,7-14=0/334,5-15=425/0,3-15=0/840,3-17=1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p PRp or <<- Fss ,_5 �NGINEF'9 wO ' 87022P� 9f �y �'Oj, OR GON eP lU 'AO ��BER O1 �O On A- HEV' EXPIRES:06/30/2017 December 1,2015 r I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated's-_to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT ee k - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Criteria,DSB-B9 and ICSI Building Component Solely Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018105 PL15-404_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-fm5?jzmPV?cJFoZmJ6Ia7QZliipC6_O_s78BGQyDIEr 13-9-4 1 2-6-0 I 0118 Scale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 1I 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 IH e _ m e N 7 21 4 N - / 7'II _ IN 7/40." ..SeiN yo'" e e, 20 19 18 17 16 15 14 111333 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= - 3x10= I 24-6-4 I 24-6-4 Plate Offsets(X,V)— f1:Edae,0-1-81,f12:0-2-0,Edael,120:0-1-8,0-1-81,121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=-1142/0,2-3=1064/0,3-4=-1064/0,4-5=1969/0,5-6=1969/0,6-7=-2102/0, 7-8=2102/0,8-9=1468/0,9-10=1468/0,10-11=-1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=1044/0,11-14=0/758,8-14=-503/0,8-15=0/282,4-16=0/452,4-18=668/0,2-18=0/930,2-19=729/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��_0L0 PR OFen Uniform Loads OM061 Vert:13-19=-5,1-12=-50 ��\Co �NGINEF9 , , Concentrated Loads(Ib) Vert:12=1129(8) 8 • 2 P E 1-" (1) / +CJ H 2'y �"OT OREGO 9.,(:,'O<U 90 AMBER N1 ,`.) A. HE'i P EXPIRES:06/30/2017 December 1,2015 4 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall -_.. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPli Quality Criteria.DSB-89 and ICS!Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-404_UPPER F23 Floor Supported Gable 1 1 846018106 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:13 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-7yfOwJn1 GJkatx8yspGpfd5yp6EIrYW85nukpsyDlEq Scale=1:17.5 1 2 3 4 5 6 7 8 9 O 0 • o a el e o 0 N N O O • O 0 B O 0 O ... .... ...... . ... .. .. .... . .... . .. .. ... .... .. 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��F,Eo P R()Fe. ��\ c. � �NGINEF,9iS"/q 29 ct 870 2PE cv 7 N5. om•• , OREGO ti OIN 'PO 4IBER \1 4 OS a- He?, EXPIRES:06/30/2017 December 1,2015 i 1 ammo A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system;Before use,the building designer must verify the.applicability of design parameters and properly incorporate this design into the overall - _. building desigrc.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing ,. - ' MITek- - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Criteria,DSS-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018107 PL15404_UPPER F25 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Tue Dec 01 13:21:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-7yfOwJnlGJkatxsyspGpfd5vU67ArPS85nukpsyDlEq I 1-5-0 II 2-6-0 I Scale=1:38.7 1.5x3 I I 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 ®- o e e a e7,..N.,e •\ 4%.NN N .1 .7 N\''''. VB e V r,,,- 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/1PI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-766/0,3-4=-2432/0,4-5=2432/0,5-6=2861/0,6-7=2861/0,7-8=-2063/0, 8-9=-2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. O rN-��NGIN -, `r�02 1.7 1rt 87022PE �r N c_.:-. /%1•N � 5'y �Aj, GREG•N ti /OAU 'pon AMBER 1� OS A. He?, EXPIRES:06/30/2017 December 1,2015 / r ~ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITA'A' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018108 PL15-404_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:14 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-b9Cm8fogl dsRV5j8QXn2Cre5nVVZia?SHKRdILIyDIEp 1.5xd II 2-1-4 2-6-0 115x3 II 1 2 3x4= 3 Scale=1:12.9 G 5 4 3x4= 3x4= 1-$ 4-10-4 1 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-104 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R �c P Oreo co NGINEFR ip '9 29 8 • 2PE , NEAT OREGO ry 4/ Q 9 AMBER '` �' OSA. HEn EXPIRES:06/30/2017 December 1,2015 i I Mar ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not aarusssystem.-Before.use,the bufding.designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 ll Qualty Criteria,DSI.89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018109 PL15-404_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J0111 2014 Meek Industries,Inc.Tue Dec 01 13:21:14 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-b9Cm8fogl dsRV5j8QXn2Cre3lWSjagoHKRdILIyDIEp 1 1-3-4 I 2-6-0 I Scale=1:42.8 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 A. d e o n "1 ry / \ / IN / \. .1 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1902/0,3-4=-1902/0,4-5=3280/0,5-6=3280/0,6-7=3426/0,7-8=3426/0,8-9=-2345/0,9-10=2345/0, 10-11=2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=1650/0,11-14=0/1256,8-14=-846/0,8-15=0/494,6-16=265/0,4-16=0/680,418=1027/0,2-18=0/1447, 2-19-1268/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c;\ ANG NEER `r�o 2 �� 870 2PE 9 7 fi-0j, OREGO c O<VN 'pO �M$ER ' OSA HE?' EXPIRES:06/30/2017 December 1,2015 4 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with Meek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate this_design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanentbracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBty Criteria,DSB-89 and BCSI Balding Component Safety Informalen available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahfs.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018110 PL15-404_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:15 2015 Page 1 I D:L2O9JJu6omRC BuYOhH V69uyFHbu-3Lm8L?plow_I6FI L_EI HI2AI rvwgJS WQY5NrtIyD I Eo 1-0.8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 G 4 •.•.•.•.•.•.•.•."•. ! ♦...♦♦.♦♦♦♦♦♦♦..•=.� .......... 1.5x3 II 3x4= 1-3-8 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "•"` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFESS NGINER 87022PE 9� N 2'y 41'), OREGON (P 4iti APOOSA i-1E EXPIRES:06/30/2017 December 1,2015 � I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE �x Design valid for use only with Wear connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a.truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this desimgninto the overall. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.AdditionaLtemporary and permanent bracing - Malek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaity Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018111 PL15-404_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:15 2015 Page 1 ID:L2O9JJu6omRCBuYOhFIV69uyFHbu-3Lm8L?plow I6FIL_EIHI2AIwvwrJSWQY5NrtfyDIEo 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 Ar 1.5x3 1.5x3 II 3x4= 1-2-4 0-43 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-ti\GIFFR `r�o `t 87022PE �r N -7 SAT OREGO ti�OWN l'oOS A. Heck EXPIRES:06/30/2017 December 1,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. 101 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss-web-and/or chord members only.Additional temporary and permanent bracing Milek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 ___ Job Truss Truss Type Qty Ply POLYGON R46018112 PL15404_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 1321:15 2015 Page 1 I D:L209JJu6om RCBuYOhH V69uy FH bu-3Lm8L?plow_I6F I L_EI HI2AI KvwnJSWQYSNrtIyD I Eo 1-6-4 1.15x3 II 3x4= 2 Scale=1:13.2 0 0 N • r 1.5x3 II 3x4= Ou 1-9-4 0.0.4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ` ,0 PR()Fe � �� NG'NEFR /�2 8 • 2PE X91` NEAT OREGO ti.) �N -p0 (:S A. HE?'\-4P EXPIRES:06/30/2017 December 1,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and 4 for an individual building component,not �- a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporatethis design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTele ek° _. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T11 Quality Criteria.051-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018113 PL15-404_UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:16 2015 Page 1 I D:L2O9JJu6omRC BuYOhH V69uyFHbu-XXKWZLpwZE79kPtXYyp W H GjTsJ F52vmanl60Q By DI En 1.5x3 II 1 4x4= 2 Scale=1:13.3 N 4 3 1.5x3 II 4x4= 0-11-0 I 0�2 0-11-0 Plate Offsets(XV)— 11:Edae,0-1-81.13:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ..sv PR Oren Co� AG N4.- s% ii 2 870 2PE 9r ti\: :( OREG N ,41.,'AOr,AMSER \1 s A HEVk EXPIRES:06/30/2017 December 1,2015 t I a WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. maw Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component.not . a truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -.-- building design. Bracing indicated is to prevent buckling of individual truss:web and/or chord members only.Additional temporary and permanent bracing Marek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 QuaUly Gileria,555-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018114 PLI5404_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:16 2015 Page 1 I D:L2O9JJu6omRCB uYOh HV69uy F H bu-XXKWZLpwZE79kPtXYy p W H GjTIJF42vmanl60Q ByD I En 0-10-0 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 4011'4i.Adk. 4 ��♦��.. V... 1.5x3 II 3x4= 1-1-0 f) 2 1-1-0 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "*' 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4f 87022PE v� ��ATOREG N ti§O�4U 0,-, 48ER 1,\ S A. HELI% EXPIRES:06/30/2017 December 1,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is fa an individual building coponent,not y.kr a taus system.Before use,the building designer must verify the applicability of design parameters and propercorporate this designm.into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -- MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP[1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018115 PL15-404_UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 Mirek Industries.Inc.Tue Dec 01 13:21:16 2015 Paget ID:1_209JJu6omRCBuY0hHV69uyFHbu-XXKWZLpwZE79kPtXYypVVHGjTOJF22yman160QByDIEn I 1-3-0 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 4 4 1.5x3 II 3x4= 1-6-0 0-0 4 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 "`" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<�ED P R OFE�,S �� ANG I NEER /p* 87022PE (C% OREGSN q / FMoER EXPIRES:06/30/2017 December 1,2015 amli a ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. Design valid for use only with Wield®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the butding designer must verify.the applicability of design parameters and properly incorporate this design into the overall ... _... - building design.Bracing indicatedisto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 QuaNy Criteria,DSI-89 and BCSI Building Component Safely Inlormalon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018116 PL15-404_UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:17 2015 Page 1 ID:L2O9JJu6omRC BuYOhHV69uyFHbu-OkuumhgYKYFOMZSj5fLIgTGekjbLnMOjOPsyydyDlEm 7x10 II 1 2 Scale=1:13.3 0 0 4 3 7x10 II pp 0-7-4 l 0.0-4 0-7-4 Plate Offsets(X,Y)— 11:Edge,0-1-81.14:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=14/0-7-8,3=14/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. pROFen Co ‘AGIN4-ps 870 2PE /9r N yS‘Aj, OREGON �o SER OS A. HE.C\-4P EXPIRES:06/30/2017 December 1,2015 B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. �- Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord.members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 s/4" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onalorX-bracin dia TOP CHORDS g g,is always required. See BCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16" wide truss spacing,individual lateral braces themselves Allimay require bracing,or alternative Tor I __� p bracing should be considered. WIE ■ O 3. Never exceed the design loading shown and never 1414 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 c5-6 P- designer,erection supervisor,property owner and plates 0-1/1g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1 988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. .../".- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® l Min size shown is for crushing only. 11ni M111 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.is Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not pictures)sufficient. before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. e ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015