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Plans (174) MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 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: K1487122 thru K1487139 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. eg,ED PR Op4:0 41.7 �NGiNFE.9 /� 4 89782PE �2 ' v, OREGON �� ct PAUL VC- ( 2Q,1 fi October 26,2015 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN B'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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: 140 mph, h=15ft, 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, End vertical(s) are exposed to wind, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-03 4-03 f ' T 12 12 IIM-4x4 19.00 r 2 19.00 DESIGN ASSUMES SHEATHING TO ONE FACE. 0 o 0 1 11111 1111 ' a 0 1 1 4 5 ; . )' 1 cO PROpesc5' 1-00 8-06 1-00 �C �NGINEk' ro ¢' 89782PE r0 JOB NAME : POLYGON 3410-A NH - Al • Scale: 0.3929 , y""" (ry WARNINGS:ube., O. hRALNOTEb, uNeupon the ieepar noted 94,OREGON , 1.Builder end erosion contractor should be advised of el General Notes 1.This,design Is based only upon me parameters shown and la for an Indrvwusl 7 OREGON V 1 V Truss: Al and wanting.before nonabudlen commences. building component.Applicability of design parameters and proper L 2.204 compression web bracing must be Installed miner"chum+. Incorporation of component is the responsibility of the building designer. " A/-`.7 3.Additional temporary tracing b Insure stability during constnndion 2.Design ndcornea Ihs top and bodom charas te dt tatenly bead at T Is the rosponelbiltiy of the erector.Additional permanent bracing of T o c.and a e5 o.e.respectively union braced throughout their length by Q.V continuous sheathing such as plywood sheathing(TC)andbr drywal(BC). PA UL `,\ DATE: 10/26/2015 the overall s4ueture Is the responsibility of the balding designer. 3.So impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after a1 bracing end 4.Installation of truss is me reepondbilty of the respective contractor. SEQ.: K 19 8 712 2 fasteners are complete and at no tame should any bads greater than 5.Design assume.trusses aro to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for*dry condition"of use, • 5.Command he,no control seer end names no responsibility for the B.Designnecessary. es Ill baaring"'°"'pp°""hose,shim or swig.h EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Desi spumes adequate drainage Is prodded. October 28,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end plead so their center TPIMTCA in SCSI.copies of which ail be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate We of plate In Inches. MITek USA,Inc./CompuTrus SotNeare 7.6.7(1L}E 10.For MIND connector plate design values see ESR-t311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-245) 133 6-7=( -29) 41 1-6=( -53) 156 WEBS: 2x9 KDDF STAND 3-4=( -6) 146 6-2=( -66) 99 LOADING 6-3=( -73) 153 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: 0.0" 12.0" 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 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. I 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 = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 4-03 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" f 1' 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 12 7 M-4x6 14.00 14.00 2 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. AK / '( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 a„ :-3x4 o0 N O I s ,-1 f 5�_, G 6 _. -/ M-1.5x3 M-3x8 M-1.5x3 l l l 3-03 4-03 1 7 06 yl oo y 1, l¢ D PRQ��sci' c • ,�yGIN � f0 :9782pE JOB NAME : POLYGON 3410-A NH - A2 40 Ade Scale: 0.3413 ,� / NW WARNINGS: GENERAL NOTES, unless otherwise noted 1 bactor should be Truss: A2 Builder and erection before ce construction commences�d of all General Notes I. building component Appn is based pllicabiliy of design parameters andupon the parameters shown and ls�pef IMlvk W l y 9 OREGON6 h) N 2.2,4 compression web bracing moat be Installed where Morn i. incorporation of component is Me responsibility of the building designer. I. �4R y: `'` 3.Additional temporary bracing to Insure stablltty during construction 2.Design uwmaa ms top end bottom els to be laterally brined at T. T 1NI Is the roapomlblllly of the ends.Additional permanent bracing of T o e end at 10 o c.respectively unless braced throughout their length by t DATE: 10/26/2015 the overall structure is me responsibility of Wading de continuous sheathing etchlbas pyaooduired werssnr edryeel(Bc). /�A Ui.. 8y o signer. 3.2s Impact bridging or the enl bndrp required when shown a SEQ.: Ki4 8 7 12 3 4.No load should be applied by any component untll after an bracing and 4.Installation of truss is me Ireponsibuse of respective contractor. fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry confinun'of use. 5.Cumpurnn Ms no control over and eleomas no responsibility hr the6.Design racemes Ml bearing at sl supportsshown.Shim of wedge If �{ A, EXPIRES: 12/31/2016. fabrication,henolkp shipment end installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 S.This design is furnished subject to the limitations set forth by 8.plates shag be located on both feces of truss,and placed so their center TPLWICA in SCSI,copies of which win be furnished upon request. knee coincide with font center lions. MITek USA,Inc./Com True Software 7.6.7 iL E S.Digits Indicate size or piste in Inches. Pu ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-941) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) 8 7-4=(-197) 184 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 POP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 939V -196/ 390H 5.50" 0.70 HOOF ( 625) 7'- 6.0" -317/ 963V 0/ OH 5.50" 0.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1.5x9 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. vertical members (lion). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-04 MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.025" 1 MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.033" 12 M-1.5x3 6 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 ;77 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" M-3x5 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" , MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. ♦� Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, Only left end vertical is exposed to wind, 3 * Truss designed for wind loads 41S::: ::1 in the plane of the truss only. ti M-2.5x4 or equal at non-structural diagonal inlets. o 0 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade a structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. f M-1.5x3 �w.e ,gi I co 0 A f 6..-='. n''-'7 M-3x4 M-3x4 W3 Rope J, y y .,�J iJG Ni. `fp 1-00 7-06 0-03 �^ 9 '" 89782PE r JOB NAME : POLYGON 3410-A NH - A3 • Scale: 0.2889 , �• MWAW �� ••..• WARNINGS: GENERAL NOTES, unless otherwise noted: f„e' _' 1.Budder and erection contractor should be advised orad General Notes 1.Oda design Is based only upon the parameters shown and is for en Individual -17 -OREGON Pu N. �},... Truss: A3 and Nhmings before construction commences. building component.Applicability of design parameters and proper 11',, V ` 2.234 compression web bracing mast be instated were shown n. Incorporation of component Is me responsibility of the building designer. u4 R y:.\ 1r, 3.Additional temporary bracing to Insure stability during construction 2.Design saunas the tap and bottom chores to he laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10 o.c.reaped//4h Is braced throughout their length by continuous Meaning such as plywood aheeming(TC)end/or drywad(BC). it' PA f d t DATE: 10/26/2015 the overeM structure la the responsibility of the budding designer, 3.2s Impact bridging or lateral bradng required where shown+* �'t lJ 1.. SEQ.: K 14 8 7 12 9 4.No load should be applied to any component until after al bredng and 4.Instillation of Ones is the s rreespoonsiblityre to be used the rasp nttiod contractor. t. fasteners are complete and at no time should any pads greeter than 0 TRANS ID: LINK design loads be applied to any component. end are ssumesor"dry ond"onion ass. 5.CompuTNs has no control over and assumes no reaponelbillry for the B.Design assumes full bearing 5150 suppo"`.hewn.Ohm lir w.dg°" EXPIRES:. 12/31/2016. necessary. fab"wtion,handling.shipment and Installation of component.. 7.Design assumes adequate drainage Is prodded. October 26,201 5 8.This design Is furnished subject to the Ilmltations sat forth by 8.Plates shed be located on both faces of Wadi,and placed so their center TPINITCA In SCSI,copies of which will be furnished upon request. line°coincide with)ohd center linea 9.Digits Indicate she of plate In Inches. Wee USA,IDC./CompuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6= 201 259 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=( ) WEBS: 204 KDDF STAND (-441) 292 3-9=(-165) 87 3-7=(-341) 399 LOADING 4-5=( -52) 8 7-4=(-147) 189 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL.SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 939V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0^ -317/ 463V 0/ OH 5.50" 0.74 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-12 3-04-04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ,r ,r MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12 5 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" M-1.5x3 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 7 ->' MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, Only left end vertical is exposed to wind, Truss designed for wind loads * in the plane of the truss only. r+ . o I 0 M-1.5x3 /- c iw , 1 co 0 H 6 7 M-3x4 M-3x4 s*,Ep PRQ yl-00 7-06 0-03 ar51 c's ‘AGIN /© :9782PE v JOB NAME : POLYGON 3410-A NH - A4 Scale: 0.2951 'lir All, WARNINGS, GENERAL NOTES, unless othendM noted: Truss: A 4 1.Berectionder and erection contractor M or should be advised of all General Notes 1.This design based only upon the parameters oven and N for an Individual IP •R E GON t'•! and Warnings before construction commences. building componentApplk:ebllity of design parameters and proper W 2.204 compreeslon web bracing must be installed where shown+. mcerparollon of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes ms lop end bottom chords a be Morallythroughout braced at "T�,V '; ,/' Ie the responsibility of the erector.Additional permanent bracing of 2 o c and d 10'o c respectively unless braced throughout their length by f Yf DATE: 10/26/2015 the overallMuctureismero responsibility 2sImpct Mg.mmrwcha.plyvrooe required where owerdrywagec). ^'.+1 �\ continuouapo AY of the rG g designer. 3.2s Impact bridging or Neral bndng required wtron Mown+e A V L. SEQ.: Ki9 8 7 12 5 4.No load Mohd be applied to any component uniA after all bndng and 4.Installation of truss a the rospanslMRty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplled to anyeomponent. and areror^dry condition"Muse. y !�fj /�/{4c 5.CamplTrue has no control over and assumes no responsibility for the S.Design assumes RE)bearing at al supports Moven.Shim or Sedge If E V (RES;. GIW7 {`2 V 1 V. febdcagon,handling.Mre 1pnt and installation of components. cessary. 6.This design a fusd subject a the limitations cel kith by B.Platesnahal be lacatedassumesooneboth faces Minns,and placed so their center October 26,2015 miMdrainae d TPI/TCA in BOST,copies of which MI be furnished upon request. Anes coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.DINS.Indicate stye of plate In Inches. 70,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 14'- 9.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1GBTR 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 PSF Wind: 140 mph, h=23.5ft, 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 POE 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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-04-08 7-04-08 I 1 4 1212 IIM-4x4 14.00 7 3 14.00 NN 00 2 I' ,\ let o 0 I o 0 M-3x4 M-3x4 P R o e6+y y ). 1 ‘,..c.; jgyGlNEtc /0�y_ 1-00 14-09 1-00 l �i�: 'V .. ..�j'� - 89782PE C' JOB NAME : POLYGON 3410-A NH - B1 Scale: 0.2919 W. • NW WARNINGS:.BuderOThis design unteup upon hrwise eparamete 7A.OREGON2O. ah 1.Butler and erection contractor should be advised of all General Notes 1,This tlestgn la based only upon the parameters shown and la for en individual -v OREGON 4�V'`I Q Truss: B1 and Nhming.before canarudbn commences. building component.ApplkebaM of design parameters and proper f A g.b4 compression web bracing must be Installed where shown+. Incorporation of component Is me responsibility of the building designer. 1,„;51. t'j lar•. '{� 4, 3.Additional temporary bracing to Insure stability during construction 2.Design and.1 I D Ms lop end bosom awns to be laterally braced atal i 1 _+ Is me responsibility of the erector.Additional rmenent brednp of T a.c. at 1 P a.c.respectively unless braced throughout their length by V Pe continuous sheathing such as plywood sheathep(TC)and/or drywal(8C). PA..I i L C`� DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.a<Impact bridging or lateral bredng required where shown++ V 4.No bad should be applied to any component until alter el bracing and 4.Installation of truss b the re.pensbllty of the respectNe contractor. SEQ.: K 14 8 712 6 raetener.are complete and at no time should any loads greater than 5.Design assumes trusses are to bs used In.non.sonaewe environment, TRANS ID: LINK design bads be applied to any component. entlgnassuare for ry condition"of see. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes h11 beaMp at ee supports shown.Shim or wedge II 'EXPIRES'. 12/3112018 0,, Y1 EXPIRES: fabrication, banished shipment and NMtalletbn of components. 7.Design assumes adequate drainage is provided. October 26,2015 is Nmish 8.This design Is ed subject to the Imitations sot forth by 8.Plates shag be located on both faces of truss,end placed so their center TPYWTCA In BCSI,copies of which nil be furnished upon request. In.s coine nlnlawMh joi piste cnter ll line.. 9. MRek USA.Inc./CnmpuTfus Software 7.6.6(1L}E 1g.For basic connector plate design values see ESR-1311.EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-73) (- 235) 254 BC: 2x9 KDDF 01613TR SPACED 24.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 4=(-235) 456 WEBS: 2x9 KDDF STAND 3- 9=(-481) 247 8- 5=(-235) 254 LOADING 4- 5=(-481) 247 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 734V -261/ 2618 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -134/ 733V 0/ 0H 5.50" 1.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f f MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 3-07-12 3-07-12 3-08-12 MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" 1' . f 1' 1' MAX BC PANEL TL DEFL= -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 \14.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" 44.0" Ai { Design conformstomain windforce-resistingsystemandcomponentsandcladdingcriteria.�nWind: 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=l.6, Truss designed for wind loads in the plane of the truss only. /011 M-1.5x3 \ / 0 oo o 3x8 M-3x4 o 7-04-08 y 7-04-08 y ,<(, PRQpFss y l V 1-00 14-09 1-00y 45? ''' GIN c� '%C1- ,c` 8"782PE �<` JOB NAME : POLYGON 3410-A NH - B2 If/ -► Q/\�\ /y Scale: 0.2539 V, �•I� I.' . WARNINGS: GENERAL NOTES, uMass athsrwhe noted. _^' Truss: B2 1.Builderand erection contractor should be advised drab General Notes 1.This design a based only upon the parameters shover and is for en Individual ,,y '4,OREGON �a'a :' and Warnings before construction commences. building component.Applicability of design parameters and proper ' �!3 2.294 compression web bredng must be Installed where shown.. ecorporetbn of component is the responsibility of the Aiding designer. �� �{^'l Y . 8 3.Additional temporary bracing to Insure debility during construction 2 Zealgn end al t O ms tap end oeipbottm dohs e W.lenity braced et 'l Is the responsibility of the erector.Additional permanent bredng of coT c.c. at 1 G cc.each as plywood y unless braced throughout their length by /Ram, UL T` DATE:. 10/26/2015 the overall structure is the responsibility of the baldingdesigner, Su WIdginglor ltehbradng re virshee where shove) l •*drywaq(BC). "1. � aPa^ N 3.b impact bof tao or lateral bredrp required where shover.. SEQ.: K14 8 7 12 7 4.No load should be applied to any component urn after all bracing and 4.Installation of was Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes flosses are to be used Inc non-corrosive environment. TRANS ID: LINK design loads be applied to any component, and are for"dry eondmon.of use. 5.CompuTrus has no control over and assumes no responsibility for the8.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabri.tion,handling,shipment and msteledon of components. 7.necessary. d. 8.This design Is furnished subject to the limitations set forth by 8.Plates nhall be locoleduonaboth ifa drainage e o fnseand placed so their center October 26,2015 TPIMTCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center linea 9.Digits indicote siva of plata In Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1LK 10.For basic connector pets destgn values see ESR-1311.ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS : 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1344 1- 6=(-834) 3572 1- 2=(-6010) 1344 4- 8=( -624) 2930 BC: 2x6 KDDF #1&BTR 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1344 WEBS: 204 KDDF STAND; LOADING 3- 4=(-3954) 1006 7- 8=(-746) 3550 2- 7=(-1718) 520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6010) 1344 8- 5=(-750) 3572 7- 3=(-1454) 5668 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 4=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1447/ 6414V -228/ 228H 5.50" 10.26 KDDF ( 625) 14'- 9.0" -1447/ 6414V 0/ OH 5.50. 10.26 KDDF ( 625) J� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, ,X\/X\ 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX IL DEFL -0.03 5. M 7'- L4.5"/24 Allowed = 0.692" MAX TL CREEP DEFL = -0.071. @ 7'- 4.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" 1' 1' 1' MAX HORIZ. TL DEFL = 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 T 1 f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 19.00 P7 7\14.00 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, b3 Truss designed for wind loads }I in the plane of the truss only. M-4x122116, M-4x12 1#4* \ M-1.5x3 M-1.5x3 i2 w u, ��IIY u, ��®iuv Ay__ 0I or 1 M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 o y 1' y )' J' VO PR OFFS, l l 3-10-08 3-06 3-06 3-10-08 4� t4 N4- 4.9/0 14-09 " 89782PE r' JOB NAME : POLYGON 3410-A NH - B3Scale: 0.2641 V /,� ' `• NISI WARNINGS: GENERAL NOTES, union otherwhsnoted: (tpEG©N�7�d) 1.Builder and erection contrador should be advised Mall General Notes 1.ThisdeAgn Is band only upon the paremetera shown and h for an Individual OREGON Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2r4 compression Web braang must be wstalled Mere shown+ incorporation of component b the roeponlbAlry of the hauntna designer. /,',9, q ty`/� .t 3.Additional temporary bracing to Mare stability during conNrudlon Design .710 the top and bottom chords to los througaterhlyhout braced eta"1 ! 1 ..&:,: - 2 b Me responsibility of erector.Additionalpermanent bracing of 7 Data and et 10 o c.reap,a.pi unless braced Ihroughod n dryeir length by /+� [fn V Iiy o continuous sheathing such as plywood sheathing(TC)and/or drym11(BC). /"'^A..'+L *� DATE: 10/26/2015 the overall stnrcture Is the responsibility attn.bolding designer. 3.2u impact bridging or lateral bracing required where shown++ v S E K 14 8 7 12 8 4.Na wad should be applied to any component until afterf b r.I bracing and 4.Installation oun is the responslblgty of the respective contractor. 4• fasteners are complete and at no time should any wads greater than 5.Design sesames trans are to be used in a noncorrosive environment, and e. TRANS I D: LINK design loads be applied to any component. Design ran dry condition"m at a 5.CampuTrus has no control over and assumes no respunlbtty for the 6.Design ssaume.fW bearing al el support shown.Shim or wedge it EXPIRES: 12/31/2016 nnesaery. ,.,a l,� C !1F tl G'�7 fabrication.handling,shipment end I atalbtlon or components. T.Design assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limitations net forth by B.Protea shag be located on both faces of this.and placed so their center TPIANTCA 6 BCBI,copies of which wig be furnished upon request. Ines coincide with hint center line. 9.Digits indicate size of pbte in inches. MITek USA,Ina./CompuTrUs Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-7311,ESR4888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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 PSF Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.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. 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. 19-08-08 19-08-08 1 q 1 13-01-12 6-06-12 6-06-12 13-01-12 1 1 4 T 4 12 IIM-4x4 12 7.00 1::-.7. 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION 1,1-3x5(s) M-3x5(s) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE +� CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. N N O c, ... .... alts .. 1 7 o M-3x5(S) o M-3x4 M-3x4 L 4 19=08-08 19-08-08 �'� .. G E `�c.e 0 1-00 39-05 v 1-00 8"782PE� JOB NAME : POLYGON 3410-A NH - Cl // ^-y Scale: 0.2151 /•-• • A. L• WARNINGS: GENERAL NOTES, unless otherwise noted •l ..�1 OREGON __! Truss: Cl1end warnings before coection nnrestructlon commencesuld be bd of all General Notes eilldin componen is n.only upon ofasign parametersmeters Moen,dlproper lndNkual '4. //F,+ R l4JN A� 2.244 compression web bracing must be Irstalled where shown 4. incorporation of wmponent lathe responsibility Of its building designer. 'f erSl�rr G V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bosom chords to M laterally braced at 7 }1 ',:] �j Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10 a.c.respectivelycplywood braced throughout their length by T4/.. + V DATE: 10/26/2015 the overal structure is the responsibility of the buildingdesigner. continuousshging or suerlbacing re airedsheatetresand/4r drywaN(BC). PAUL l r \ 9 3.In Impact bridging orlateralre bracing required caber.ehewn,. A L SEQ.: K 14 8 7 12 9 4.No bad should be applied to any component tints after ate bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners aro complete ant at no time should any bads greater then 5.Design assumes trusses aro to be used in a noncorrosive environment, deal loads M applied to m M. end aro for"dry condition"of use. TRANS ID: LINK g^ pW• ycompon• 5.ComWTrus hes so control over and sesames no naponslbillly for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: Imp iI rf) ,1) necessary. �{ GA(-�l�t Gi7. 1.G7 1701 . febrketlon,handling shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 26,2015 8.This design Is!m elted subject to the limitations sat forth by S.plates Mag be located on both faces of truss,and placed so their center TPUWICA Sr BCSI,copies of which will be furnished upon request. Ines windde with joint center lines. Milch USA,Inc./Com uTrus Software 7.6.61L E 9.Diggs Indicate size of plate in Inches. P ( )• 10.For basic wnnedor plate design values see ESR-1311,ESR41618(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2655) 548 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x4 RODE STAND 3- 4=(-2398) 545 11-12=(-235) 1806 4-11=1-745) 284 LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD= 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL= -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL= -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 T T f Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. 4 T 4 4 1 T T 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 ' 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 '1.-4. in the plane of the truss only. M-Sx6(S) "1\ M-Sx6(S) 0.254 0.25" M-1.5x3 /)ppipM-1.5x3 3 trn \ / N O -,/yo� 1y I I -3x6 M-3x4 •25" M-3 x4 M-3x6 8 . ¢�d PR°arc M-5x8(S) '<‹. 641l 1 y 10-01-01 y 9-07-07 y 9-07-07 y 10-01-01 y ?` N � p�i' 1-00 39-05 1-00 89782PE r` JOB NAME : POLYGON 3410-A NH - C2 Scale: 0.1401 . 1111, WARNINGS: GENERAL NOTES, ante,.otherwise noted Vy OREGON y+y�L I.Builder and erection contractor should be advised of al General Notes 1.ThIs de agn Is based only upon the of design mp rs shown and is for and proper individual , ,f OREGON lrN, Truss: C2 and Warnings before construction commences. /, f1J 2.2e4 eomprosebn web bradng mut be installed where shown". incorporation of component Is the roaponsibNlly e1 the building designer. "I V A h�.. G V 3.Additional b brad to Insure stability during conetrucilen 2.Design assumes the top and bottom dards to be laterally braced at 7 'l(`` J _+ temporary 7 on.end at ea a.c.reapecevely unless braced throughout their length by �} Is the responsibility of the wedresponsibility .Additional ett permanent bracing of continuous sheathing such as plywood where abeam and/or drywsl(BC). r' �� DATE: 10/26/2015 the overall sbudure laths responsiblity of the balding designer. 3,2t Impact bridging or lateral bredng required where abeam a* �/ SEQ.: K1487130 lead should be appitad teeny eenpenerd antI after aN boactflg and 5.4.Detlatienofttrsllthe rn�a bilityof the n e��niaaecontractor. m.m. fastener.are compete and et no time should any loads greater thanDesend gn for n "drycondition"trussesof use. TRANS I D: LINK design bads be applied to any component. S Design essumea full bearing at al supporta shown.Shim or wedge If 5.Campania has re control over and assumes no responsibility for the a„ary EXPIRES: 12/31/2016 fabrication,handling,shipment and mtalletien of components. 7.Design assumes adequate drainage is prodded. October 26,2015 B.DU design is furnished eub)sd to the%Mations set forth by 8.Plates shale be located on both faces of truss,and placed to their center TPIIWICA In SCSI,copes of which win be furnished upon request. Ines colndde with Joint center Ines. S.Digits indicate site of plate In inches. Weir USA,Inc./CompuTtue Software 7.6.6(1L)-E 1o.For bate connector plate design values see ESR•1311,ESn.1Oee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -84) 664 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3449 3-12=(-990) 280 16- 8=(-340) 247 WEBS: 2x4 KDDF STAND 3- 4=(-2929) 569 12-13=(-360) 2470 12- 4=( 0) 365 LOADING 4- 5=(-2366) 551 14-15=( -10) 75 4-13=(-612) 198 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-431) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=( 0) 94 TOTAL LOAD = 92.0 PSF 7- 8=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 545 13- 6=(-385) 1177 LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 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 POP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 19-08-08 MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed= 0.133" f f 2-095-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HDRIZ. LL DEFL 0.101^ @ 38'- 11.5" f ff f ,r MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 M-6x8 7.00 12 Q 7.00 Design conforms to main windforce-resisting 66.0 system and components and cladding criteria. O! M-5X6(5) Wind: 140 : P: :2d ph, ASCE710lfa = .6,wiane of the truss only. M-5x6(5) 0.25" 4 M-1.5x3 o M-3x6 3 ,n M-3x8 .. o r n 4 11 12 13 ���`e 0 d, oM-5x8 M-3x4 o M-6x8 0.25" M-19 15 3x4 M-3x6+`\ �i - 13.75 M-1.5x3 M-6x8(S) o 12 J' l )' l l y ,(} PRQpk- 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 �t ss l y 1 y 1 1-0D-05-08 10-06 26-05-08 y 00 �C../N. �yGINE�CR .1- 39-05 4' 89782PE vr-' JOB NAME : POLYGON 3410-A NH - C3 .�.de'"< -.,,..•' • • Scale: 0.1400 41111 WARNINGS: GENERAL NOTES, unless otherwise noted: s" OREGON � � Truss: C 3 1.Builder and erection contradur should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and N loran Individual B • and Wamings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown o. Incorporotbn of component Is the responsibility of the building designer. ,,�} �} [yam 3.Addl tonal temporary bracing to Insure atabllny during construction 2 F o e,assumes me top end bottom delle to be throughouty braced at 7�['� Gq�Y 1 `� Is the reeponsibllty of the erector.Additional permanent bracing of 7 o.c.and d vox.touch..ply unless bread their length by �•TT}♦�- ` DATE: 10/26/2015 the overall structure Nmarecontinuous sheathing such es pNweod sheething(TC)and/or drywell(BC). "1 ,a Q.` aponabnty of the building designer. 3.20 Impact bndglns or teem tenting required where shown.e /F�UL `` SEQ.: Ni4 8 7131 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the rospectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and an for dry condition.of use. 5.CompuTne has no control over and assumes no responsibility for the S.Design assumes hal bearing N all supports shown.Shim or wedge If EXPIRES: 12/3112016. fabrication,handling,shipment and MetelNllen of components. necIssry, 7.Depro 8.This design is furnished sub)ect to the limitations set forth by 8.PNGesnshall be tuttasmeseegduoneboth facesdrainageiof trues,ed.and placed so their center October 26,2015 TPIM?CA In SCSI,copies of whish will be belched upon request. inn coinode with(slnt canter lines. MITek USA.inc./Com Trus Software 7.6.6 1L 9.Digits Indicate sin of piste In Inches. ( )"E 10.For basic connector piste design values see ESR-1311,ESR-1988(MIME) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1297 14- 7=(-732) 286 BC: 2x4 KDDF #168TR SPACED 29.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3937 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x4 KDDF STAND 3- 4=(-2930) 569 11-12=(-384) 2468 11- 4=( 0) 365 15- 8=(-345) 264 LOADING 4- 5=(-2366) 551 13-14=( -10) 75 4-12=(-611) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2405) 717 14-15=(-229) 1732 5-12=(-931) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( 0) 94 TOTAL LOAD = 42.0 PSF 7- 8=(-2419) 589 12-19=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PIF Ground Snow (Pg) 14- 6=(-131) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA no For hanger specs. - See approved plans 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 PDF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICOND. 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 LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed= 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 1' 1' 1' 1' 1' 1' ' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-6x8 Q 7.00 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ':' load duration factor=1.6, P! M-5x6(S) Truss designed for wind loads in the plane of the truss only. .25" M-1.5x3 M-5x6(5) 0.25" 4 M-1.5x3 o M-3x6 3 N M-3x8 , - _ "' oo f /ii lr 11 1zr _ •` ^ 14 0 1 M-3x9 0 13 14 is .g 0 1 M-5x8 I M-6x8 0.25" M-3x4 M-3x6 I 0 o 0 M-1.5x3 - 3.75 M-6x8(S) 2 ,qA 2105-08 5-01-04 y 5-06-08 y 6-07-04 y 9-08-05 y 10-00-03 y " �� P R CI ZC0,0 J. y y y y NGINEF� /© 1-005-08 10-06 26-05-08 y ' 9 t" :9782PE r' 39-05 JOB NAME : POLYGON 3410-A NH - C4 • Scale: 0.1330 WARNINGS: GENERAL NOTES, unless otherwise noted' Pr , 'J 1.Bolder and ersdbn contractor should be advised of al General Notes 1.This design is bawd only upon the parameters Mown and h for an individual .' OREGON N. Truss: C4 and Warnings before conWuclon commences. building component.App blRy or design parameters and proper 14� �_ 2.2a4 compression web bracing must be installed where shown n. Incorporation of component lathe responsibility of the bugling destgner. A pty. q l'� `. 3.Additional lemporsry booing to Insure Nabllty during constnrctbn 2 Design assumes the top and bottom chords to be latera Ay braced et 1 �Tf Is the responslbllty of the erector.Additional permanent baring of 2 0.4 and at 10 o.c.respsdNsly unless bread throughout mak length by continuous sheathing such as plywood sheammg(TC)end/or drywal(BC). p`"A +1 ;*� DATE: 10/26/2015 the overal structure b me respunstblily of the budding designer. 3.2a impact bridging or lateral bracing required where shown 5 5 V a.. 4.No bad should be spoiled to any component until al bracing and 4.Installation of truss h the reeponabllty of the respective contractor. SEQ.: K 14 8 713 2 fasteners are complete and at no time should any pada greater man 5.Design assumes Masse ars to be used inch ncn<mroNve environment, TRANS ID: LINK design bade be applied to any component. coedpnassumfor emnlbeadogf.ss. PPo dee 5.CampuTrus has re control over and assumes no responsibility for the 8.Deer het b.,fm t alas d.shown.Shim or we 11 EXPIRES: 12/31/2016 necessary, �a fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage la prodded. October 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of trues,and placed so their anter TPINWICA In SCSI.copies of which seta be furnished upon request. Anes coincide ash joint anter lines. 9.Digits Indicate she of plate In Inches. MITek USA,Ina./CompuTrue Software 7.6.6(1L(E 10.For basic connector plate design values see E5R-1311,ESR-1955(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2656) 548 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2399) 545 10-11=(-234) 1807 4-10=(-745) 284 LOADING 4- 5=(-1699) 498 11- 8=(-404) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1699) 503 10- 6=(-747) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2401) 565 6-11=( -55) 563 TOTAL LOAD = 42.0 PIP 7- 8=(-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 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" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 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= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL= -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 f T '1' Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. f 1 f f f f f 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 45( in the plane of the truss only. M-Sx6(S) -\1 M-5x6(9) 0.25" 0.25" 1\1000, +1 M-1.5x3 M-1.5x3 3 + + 'n N = O 1 • cow 4 1 of M-3x6 M-3x4 �•25" M-3x4 M-3x6 *� �1 1,1-5x8(s) ��� D PRQ�Fss l l y l l J• y 10-01-01 9-07-07 9-07-07 10-01-01 l • ttyGIMVEE'9 r°I, 4 1-00 39-05 e•9782PE JOB NAME : POLYGON 3410-A NH - C5 ,r -f►' Scale: 0.1580 ' WARNINGS: GENERAL NOTES, ureas otherwise noted: �� C,.•• / Truss: CS Builder and aredlon contractor should be advised alae General Notes 1.This design Is based only upon the parameters shown and la for an individual "t OREGON �y1. and Wamings before construction commences. building component.Applicability of design parameters end proper ► �{f \! ���aae,,,''�"' 2,2x4 compression web bradng must be installed where shown•. incorporation of component is the reasonability of the bustling designer. (f/� v ar� y� 3.Additional temporary bracing b insure stability during constnn:tlon 2.Design assumes the top and bottom asschoionsds o be no gh bncetl at 4f P 1 J �4- la Me responsibility of the erector.Additional permanent bracing of continT o c,and at 10 o c reaped.ely unless bncod throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility rates building designer. 2*lep am sheathing such as plywood sheaMing(TC)erM/ortlrywae(BC). PAUL 80 ly o ng signer. 3.2i Impact bridging or lateral bracing required where shown•• �'{ L. SEQ.: K 14 8 7 13 3 4.No load should be applied to any component until ager al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bbe ads greeter than 6.Design assumes Mimes are to be used In a noncorrosive environment, and are for"dry condition of use. TRANS I D: LINK design bads be applied to any component. B.CumpuTrus has no control over and assumes no responsibility ler the 8 Design assumes full bearing et all supporta siwxn.Shim Cr wedge If EXPIRES: 12/3112016 fabrication,handling,shipment and installation of components. necessary. ��,yj 1.�p 7.Design aawmsecated on drainage Is truss, October 26,2015 8.This design is furnished subject to the imiltllons set faith by 8.Plates shall be located on boil faces of truss,and placed w their center TPIIW1'CA In SCSI.wpbs of which MI be furnished upon request. Ines coincide with joint anter lines. uTrus Software 7.6.8 1L E B.Digits Indicate size of plate In inches. MiTek USA,Inc./Com P ( )• 10.For basic connector plate design values we ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-371) 2281 3-11=) -293) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 4=( -40) 558 WEBS: 204 KDDF STAND 3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-334) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1658) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 92.0 PSF 7- 8=(-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 8- 9=) -24) 298 8- 9=(-2661) 509 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 57 OVERHANGS: 12.0" 12.0" 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 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 ROOF ( 625) 38'- 10.0" -284/ 1795V 0/ OH 5.50" 2.79 ROOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 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 = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL= -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" 19-08-08 19-01-08 MAX HORIZ. TL DEFL = 0.093" @ 38'- 4.5" T 1 1 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 1' T 1 1' 1 1 '1 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.00 . 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, 5 4N load duration factor-1.6, End vertical(s) are exposed to wind, M-5x6(5) •`\ M-Sx8(S) Truss designed for wind loads in the plane of the truss only. 0.25".oeeo0.25" rV M-1.5x31-1.5x3 3 7 M-3x6 ! 000. \ /\)1101/ to us 11 12 13 �� PR0 . � 0 M-3x6 M-3x4 0.25" M-3x4 M-4x6 I c M-5x8(S) y y J, y ) �C .ENGI N k-. rp y y 10-01=01 9-07=07 9-07-07 9=06=01 l l ,�. :.. ice 1-00 38-10 1-00 :9782PE JOB NAME : POLYGON 3410-A NH - C6 r Scale: 0.1432 WARNINGS: GENERAL NOTES, unless otherwleenoted. r7 L.A. 44) 1.Builder and erection contractor should be advised oral General Notes 1.This design is bard only upon the parameters shown and Is for an individual ' OREGON ,;'s. Truss: C6 and Warnings before construction commences. building component.AppllcaMlly or design parameters and proper ty 2.254 compression web bradng mull be installed where shown•. incorporation of component Is the responsibility of the building designer. AA 1 a. V J.Additional temporary bracing to insure stability during construction 2.Design saunas me top and bottom chords to be laterally braced at /P0',./...'l 7 ��j Is the responsibility of the erector.AddBbnel immanent bracing of 7 c e.and at 1R o.c.role»ctNey unless foretell throughout their length by 'I Y continuous sheathing such es plywood eheething(TC)and/or drywa9(BC). • w1/I U DATE: 10/26/2015 the overal structure la me responsibility+tithe building designer. 3.2s Impel bridging or lateral bradng required where shown++ •''11 1.. SEQ.: El4 8 7 13 4 4.No load should be applied to any component untl after all bredng and 4.Installation st llation of truss iss thehare N usyad the respective contractor. nn kon.nsnt. resigners are complete and at no time should any beds greater than Design assumes design loads be applied to any component. and ere for'dry condition"of use. T RAN S I D: LINK s.Compaarus hes no control ower and sate no responsibility for the 6.Design.,sums.MI bearing at al supports sheen Shim are wetlge if EXPIRES: 12/31/2016 fabrication.handbng,+shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 0.This design is furnished subject to the lhneatbns set forth by B.Plates s6al be located on both face,of truss,and placed so their center TPI,Wt EA in BCSI,copies of which all be furnished upon request. Ines coincide with joint center lines. 9es. MITek USA,Inc./Com Trus Software 7.6.71E E I Digits indicate size Mate desin ign values Pu ( } 1.Dorbasiconneoe platedinincvalue,re ESR-1177,ESR-7 gSB(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 /CEDE #laBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.9ft, 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 = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. 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. Gable end truss on continuous bearing wall 11011. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 I I 13-01-12 6-06-12 6-06-12 12-06-12 1' 4 1 1 12 IIM-4x4 12 7.00 3 Q 7.00 11-3x5(5) 19-3x5(5) 0 K iiis 0 2 4 W c Io I. m I o M-3x5(5) 6 0 M-3x4 S's .1,--,I• 19-08-08 y 19-01-08 � � � t�/O 1-00 38-10 #,(j 1— 0 89782PE "ycr JOB NAME : POLYGON 3410-A NH - C7 • tee.! -."r.' • • Scale: 0.2057 OW WARNINGS: GENERAL NOTES, unlessetheneaa noted. E.o. . OREGON � � � I.,. 1.Builder and eredlon conlndor should be advised of al General Notes 1.This design Is based only upon the parameter.shown and h for en Individual a.�. Truss: C7 end Warnings before con•tructlan commences. building component.Applicability of design paronrotee and proper Q �''` Z.Deo compression web eedrg must be Installed*lore stroven♦ IncorpoMbn orcomponent Is the responsibility of boiling designer. . G Z, 3.AddNonel temporary bracing to Insure stability during construction 2 Design.nd.1)assumes the taped bottom...chobasedds to be throughout braced eat n Is the responsibility of the erecter.Additional permanent bracing of T o.c.and al f U Dees reapeahrely unless throughout their length by DATE: 10/26/2015 the overall structure is the responsibllty of the building designer. continuous•heammr atehlas atywg required e quire where own 4 drywal(ec). PSR UL r" 3.In Impact bridging rue Ior.bens bracing ty of he vehpe shown<a �'t SEQ.: K 14 8 713 5 4.No bed should be applied to any component unto ager el Dradng end 4.Installation of is the responsibility or me respective antraaor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and aro for"dr/condition"of ue.. 5.Computrus hes no control over and assumes no responsibility for the 8.Design geese rut bearing et all supporta sewn.Shim or wedge if EXPIRES: 12/31/2016 easssry. !.enation,hedling,shipment and Installation or components. Design d. S.This design iefurnisedeubjectathelimitationssetforthby e.plaesshall bebat denbothequate hccesofbuge is vsss,edplacedsotheircenter October 26,2015 TPWtTCA In ECM.copies or which veil be furnished upon request. Ines aindde with joint caner lines. MITek USA,Inc./Com uTrus Software 7.6.7 1 L E g.Digits Indicate size of plate In inches. p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1888(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 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-5=(-27) 30 3-5=(-120) 106 BC: 2x9 DF 2900F SPACED 24.0" O.C. 2-3=(-59) 91 WEBS: 2x4 OF 2400F 3-4=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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" -69/ 325V -17/ 58H 5.50" 0.99 DF ( 670) LL = 25 ?SF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.29 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). '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 = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" MAX TC PANEL TL DEFL= 0.013" @ 2'- 1.9" Allowed = 0.298" f f I 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.50 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=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. OI _...allid111111111111111 =r, 0 I .a t m of 1 2 ?is 0 M-3x4 M-1.5x3 1 1 1 3-08-04 0-03-12 1 1 1 1-00 4-00 IRO P R OF 4kcoc~ 4-9 GINE 17 89782PE r JOB NAME : POLYGON 3410-A NH - D1 ' Scale: 0.6177 V [.1�' NAM 1.WABuldera GENERALtis lin Is unlessupon N.ise parameters 1' OREGON ^�. I.Buldar sold erection contredor shouts be advised of a9 General Notes 1.This design h based only upon the parametere mown end M for an Individual OREGON 4l V'V `,3 Truss: D1 end warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bradng must be Installed where shown.. Incorponllan of component Is me responsibility ohne building designer. '9,k5) 4�y Y:,`5 3.Additional temporary bracing to Inure stability during construction 2 Z o o assumes the tap and bottom choles to he latera My braced at ,'1 Is its roaponstbq of erector.Additional permanent foredoof 2'mu and at se18 o.c.nob a.cry unless broad throughout their length by j� Q. 8Y o g continuous*teething such es plywood sheamhp(TC)and/or drywe8(BG). PA t+L ``\ DATE: 10/26/2015 the overall structure Is Ma responsibNly of the building designer. 3.21 Impact bridging or bterel bradng required where shown.. V 4.No load should be applied to any component until alter all bradng and 4.Installation of buss Is the reaponstdtlty of the roapective contractor, SEQ.: K14 8 713 6 fasteners are complete and at no time should any bads greater men 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID: LINK design load.be applied to any component. endgn.aror'dryfullber'ogruse. g• 5.CompuTrue Ma no control over end assumes ne responsibimy ror the 6.D eIg ssumes ndt beets al al w rte shown.Shim or vntl 11 EXPIRES.. 12/31/2016 ty,, L (- 1-7 fabrication,handling,shipment endtlen of components. 7.Design assumes adequate drainage Is provided. October 26,2015 S.This design Is furnished subject to thea limitations set forth by 8.Plates shag be located on both teas of truss,and placed w their anter TPI/WCA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter Imes. 9.Digits indicate size of pita In Inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design value.see ESR-/311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-4=(0) 0 BC: 2x9 DF 2400F SPACED 29.0" O.C. 2-3=(-54) 25 TC LATERAL SUPPORT <= 12"OC. SON. 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" -65/ 333V 0/ 57H 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -93/ 103V 0/ OH 1.50" 0.15 DF ( 670) " 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. 12 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J 4.50 p 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.9" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.334" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, of Truss designed for wind loads o in the plane of the truss only. cr ililidEllIMMINE=IPrAl 1 2 0 11��� '- 4++ M-3x9 l l y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 c~ , ,ZJGIN 4cf0 k/ 89782PE t- -... JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 (4' ..WARNINGS: GENERAL NOTES, unless otherwise rested' Truss: D2 1.Builder and erection contrador Mould be advised of all General Notes 1.This design h based only upon the parameters shown and is for en individual '• ' OREGON rye`, and Wantings before combustion commences. building component.Appfeabdty of design parameters and proper 15',* �'�AjjA//'' y'�y Incorpontlon or cont ttY of the budding designer. ,may f/���. {+ ,(�.� 2.284 compression web bndng mak M installed where Mown*. component is Me rosponsibA 7 3.Additional temporary bracing to Insure stability during consirumbn 2.Design assumes the top and bottom chords to M laterally bread al wt Is Me ro 2 sc.entl at 70 sc.respedNely unless braced throughout Meir length by �+a/� ` sponsidlNy or IM aroctor.Adtlkloal permanent bndng o! continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). !"'4 U L' " DATE: 10/26/2015 the"vend structure Is the respunNbMlty or the budding designer. 3.Zr Impact bddgMg or lateral bndng required where Mown.. SEQ.: K 14 8 7 13 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsibgty NEN raspectNe cogndar. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads beappuedtomycomponent, and are for•drycondmon^muse. 5.CompuTrus has no control over and assumes nc responsibility for the B.Design assumes NII bearing al all supports shown.Shim or wedge 11 EXPIRES:. 12/31/2016 exwry � fabrication,handling,ehipment and inshlltgan of components. V.Design assumes adequate drainage is provided. October 26,201 5 5.This design is furnished wbpd to the!Whitlow set forth by e.Plates shall be baled on both feces of trues,and placed so their center TPINWTCA In SCSI,copies of which wig be furnished upon request. lines coincide with joint anter lines. Mtiek USA,inc./Com Trus Software 1L 7.6.7 E 9.Digits indicate size of plate in inches( )- 70.For Msio connector plate design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" S.C. WEBS: 2x4 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 POE Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, 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. 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T T 12 4.50 v M-1.5x3 4 —/ 3 0 1 ,-1 2 ......,„„iiiiii ,.. _. 0 1 , ,_ .M-4x4 M-1 55x36 l ) ) 1-00 3-05 ��y'OO PROFL C,..; ',, fi19 :9782PE JOB NAME : POLYGON 3410-A NH - El -o" "'' Scale: 0.6222 'IV WARNINGS: GENERAL NOTES, unless otherwise noted: p /�y F�' 40 I.Bulder and erection contractor should be advteed of all General Notes 1.This design h based only upon the parameters shown and b for en individual „ �j{_OREGON V �T'`. �y,,.. Truss: E 1 and Warnings before conmuction commences. building component.Applicability of design parameters and proper + �Y l 2.?x4 compression web bracing must be Metalled,Mere shown+. Incorporation of component is the responsibility of the building designer. ' A L`y v: '{� 3.Additional temporary bracing to Insure elabioy during conetructwn 2.Mallin aasumss the tap end broom chords to be laterally braced at �l 1 b the responsibility ofthe erector.Additional permanent bracing of 7 o.c.end at e.o.c.sash so respectively unless braced throughout Mayr length by � A �� SY continuous sheathing such as plywood sheathing(TC).ndror drywal(BC). �' DATE: 10/26/2015 the overall atmohue lathe responsibility of the betiding MOO.. 3.b Impel bridging or lateral bracing required where shown++ SEQ.: K 14 8 713 8 4.No wad should be applied to any component until eller all bracing and 4.Installation of toes is the responsitally of the respective contracto, fsateoen are complete and at no tbne should any loads greater then 5.Design assumes trusses ere to be used Ins noncorrosive environment, TRANS ID: LINK design wade be applied to any component. andareassumor'dry es of supports wedge 5.Compares has no control over and assumes no responsibility for the 8.U�Nus Nammea lull bearing t A eu na moven.Shim or watl if EXPIRES: XP I R E L+... 12/31/2016 2 13.112016. y. GYAI 1lGal GtJ V V fabrication, andli g,shipmentandhelimenonofcomponents. 7.Design assumes adequate drainage is provided. October 26,2015 5.This design is furnished subject to the limitations set forth by B.Plates shag be located on both fads of turas,and placed so their center TPSWTCA In SCSI,copies of which Abe famished upon request. Ines coincide with joint canter lines. 5.Digits indicate she of plats In inches. MITek USA,Inc,/CompuTrus Software 7.6.7(114-E 10.For hash connector plate When values see ESR-1311,ESR-1505(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C.WEBS: 2x4 DF STAND 2-3=(-56) 24 LOADING TC 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 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 316V 0/ 48H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 v 'COND. 2: Design checked for net(-5 psf) 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/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 = 0.005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads M-3X4 in the plane of the truss only. ti /- o o ti I 0 1 o f 2 x x4 .L y y 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,9,3 I4.1 0 ,O P R Qre�, CO NGINE�"� <p `c- 89782PE ''r` JOB NAME : POLYGON 3410-A NH - E2 Scale: 0.8445 WARNINGS: GENERAL NOTES, aster otherwise noted /�,,. Truss: E2 1.Balder and erection contractor should be advised ofaAGeneral Notes 1.This design is bard only upon the parameters Movenand isfor anindividual It OREGON N. end Warnings before construction commences balding component.Applicability of design parameters and proper 15. !/ (}. 2.2a4 compression web bracing must ba installed where Moven 0. incorporation or component Is the responsibility of the building designer. � �, y: q5' ` 3.Additional temporary bracing to hears stability during construction 2.Deign and at tI the lop and bottom chords to be Worldly braced at Is the responsibility oldie credo,.Additional permanent bracing or 7 o.c.and et 10 sc.such unless breed throughout their length by DATE: 10/26/2015 the ovenA structure la IM ro rWSNI continuous sheathing such r plywood sheet where a and/or drywaR(BC). " Q� spo ty of the bidding designer. 3.)n Impact bridging or literal Stearns required where Mown.. /"` ` SEQ.: K 14 8 7 13 9 4.No load Mould be applied to any component ural alter all bracing and 4.Installation Ukase is the responsibility of the raapactNe contractor. fasteners are complete and et no time should any loads greater than B.Design smarms busses are to be used in a noncorrosive environment TRANS ID: LINK design bade be applied to any component. and.re for"dry condition"or use. 12/31/2016(ry N/ (�{�! B.CompuTNa has no control over and Brumes no responsibility for the 6.Designassumesdal bearing at al,peons shown.Siem or wedge If EXPIRES: i /3 i! V N R7 fabrication,handling,shipment end Inhalation of components. ry' S.This design Is famisired subject o the limitations set forth By 8,Plates shall be located7.Design assumes adequate on both faces of pr S. ded.end placed so their ismer October 26,2015 TPIWTCA h BC51,copes of which nil ba famished upon request. Anes coincide with Joint center linea MiTek USA,IDC.lCompUTfUe Software 7,6.7(1L)-E 9.Diggs indicate air of plate in Inches. 10.For basic connector pate design values ase E5R-1311.ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Pro ert 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths P y Damage or Personal Injury 1 /4 I I (Drawings not to scale) offsets are indicated. r�� Dimensions are in ft-in-sixteenths. 11.44‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/T 6 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I AMIINE o bracing should be considered. O 3. Never exceed the design loading shown and never r � U ilh.11.1111011 ez Ustack materials on inadequately braced trusses. n_ O D- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ c» c6-7 5-6 Or designer,erection supervisor,property owner and plates 0-'AV 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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 �, Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. vat ® ( number where bearings occur. ` Min size shown is for crushing only. INN 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 Review lortions of design pictures back,words and pictures)befoeuse.Reviewing lo Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing. m iTe k e 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.01/29/2013