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Plans (197) \\NST"'D' ,\l — Ove\ 3 il � � � � SLS ���� ,...,, 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <c, 2 v 89782PE F- -7 OREGON 9,9, L'ir 41?y j5,`L ti 'AULR‘ -/E;1151(;t - 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 8'— 6.0" ICOND. 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 #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: 190 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, MFRS(Dir), TOTAL LOAD = 92.0 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-102 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 I T T 12 12 IIM-9x4 14.00 V 2 19.00 0\ASSUMES SHEATHING TO ONE FACE. o o � 1 0 ti f 4 5 l ly p PROp,,1-0o 8-06 1-00 ' Sco \AGIN c/ e .c 89782PE JOB NAME : POLYGON 3410-A NH - A • l Scale: 0.3929 /• _1 'F GENERAL NOTES, unless otherAse noted: v 40 WARNINGS:Balderatlde „y -9',,OREGON s•. 7. end erection contractor Mould be advised of sl General Notes 1.TMs design is based only upon the parameters Moven and Is bran individual :(� Q Truss: Al and Warnings before construction commences. bolding component.Applicability of design parameters and proper l. -� 2.2r4 compression web bracing moat be Installed where Mown« incorporation of component Is the responsibility of IM building designer +'9 A[y v:A 6 (j 3.Additional temporary bracing to Hose Neb4ity during construction 2.Design and .1 ID e a top and bottom chords to he throulateralghout lanced et fT _`�(Y Isere responsibility of the ander.Additional permanent bracing of 2 o.c.end at e.o c.reepecaseN unless bread throughout their langur by V continuous eheathing such as pNxood sheathing(TC)and/or drywaRBC). PA 1 1` � DATE: 10/26/2015 the overall structure lathe responsibility of the building designer. 3.2t Impact bodging or lateral booing required where Mown•• l,/L. SEQ.: K1487122 4.Nohadshould be applied toany component untlalter albredngand 4.Installation ign truss �.aarobeMb tyeith respective contractor. Wieners aro complete and at no time Mount any Rade greater than and are for"dry condition.'or use. TRANS ID: LINK deelgnsae.e applied to anycomponent.amponent. 5.Design assumes MI bearing at e1 supports Mown.Shim or wedge If 5.CompuTrus has no control over and mistimes no responsibility for the peaty, �4 EXPIRES: 12/3'1/2018 fabrication,handling.shipment end lnsteSaaan of components 7.Design assumes adequate dralnege is provided. October 26,2015 B.This design h MnlsHed.bled to the limitations est forth by 8.Plates Mal be boated on both faces of truss,and placed so their center TP WITCA In SCSI,copies of which cell be furnished upon request. Ines coincide with Joint center lines 9.Digits indicate else of pleb in inches. MITek USA,IncJCompuTNS Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(PATek) 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=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-245) 133 6-7=) -29) 41 1-6=( -53) 156 WEBS: 2x9 ROOF 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SO.I14. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 ROOF ( 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. 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 = -0.001" @ 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" 1 1 1 MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 12 M-4x6 r 14.00 V N 19.00 Design conforms to ma windforce-resisting 2 9.0„ system and componentsand cladding criteria. AK �� i Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWERS(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-3x f If IP3x4�ro .a M-1.5x3 M-3x8 M-1.5x3 k k k 3-03 4-03 ��d pRQFc k 7-06 k1-00 k �`co �Ca1N4- /0 .1 9782 f E �r' JOB NAME : POLYGON 3410-A NH - A2 .ei -.'' Scale: 0.3913 WARNINGS: GENERAL NOTES, unlessotherwise otherwise noted: Y C/ 1.Bolder and eredbn codrador should be advised of al General Notes 1.This destgn is hosed only upon the parameters shown and Is for an Individual -742,),OREGON 4 4" .. Truss: A2 and Warnings before construction commences buldieg componentApplicability of design parameters end proper A 2 214 compression web bracing must be Installed Mere shorn,. 2 Incoryorolbn at component la the rospenelbMy of the bupoing designer.. ..A -....,A • r J V 3.Additional temporary brocing b Insure stability during Construction Design wanes the top abottom Words to be laterally braced al 7 'l lI _4 Is the responstblley of the erector.Additional permanent bracing of 7 o.c.and at IP C.c.respectively uplywood.bncetl)TC)a throughout rite)r length by v DATE: 10/26/2015 the overall strucoxe Is the responsibility of the building designer. coloped sheathing or laton l b adng re me d Wilt.shown r ay»al(ec). �9/1.. �� 3.alrnwabdagogcrleterolbroarroregtkeawhero.nown,, SEQ.: K 14 8 712 3 4.No load should be applied to any component untl after all bredng and 4.Installation of truss is the leeponsitaly of the respective contractor. fasteners are complete and at no time should any loade greater than 6.Design assumes trusses are to be used lea noneeno8ve environment, TRANS ID: LINK design bads be applied to any component. end ere for"dry condition'o1 use. 8.Design assumes full bearing aloesupports shown.Shim orwedge II EXPIRES: 12/31/2016 5.CompuTrue hes no control over end assumes no responsibility for the cowry fabnwtion,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. OC4O1er 26,2015 6.This design N furnished eub)ect to the Ilmletione eel forth by B.Plates shall be busted on both laces of trues,and placed w their anter TPIMTCA in SCSI,copies of which coil be furnished upon request. lines coincide WHh joint center gees. MITek USA,Inc./Com Tnts Software 7.6.7 1L E 9.For Digits basic connector suer piste design igvalues aes E3R•7311.ESR-1988(Wel) 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&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x9 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 9-5=( -52) 8 7-4=(-147) 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 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG 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) M-1.5x4 o equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE vertical members (uon). LIVE LOAD AT LOCATION(5) 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 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" 4' 4 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" M-1.$X3 5 14.00 p7 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" M-3x5 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" J�v MAX HORIZ. TL DEFL - -0.001" @ 7'- 2.5" M-1.5x4 J Design conforms to main windforce-resisting system and components and cladding criteria. ♦, Wind: 140 mph, h=24.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, 3 jlj Truss designed for wind loads �f!'' in the plane of the truss only. NM-2.5x4 or equal at non-structural diagonal inlets. • 0 1 Truss designed for 4x2 outlookers. 2x4 let-ins 410 of the same size and grade as 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. M-1.5x3 f \‘h. Iw m 0 f 6=T T 7 M-3x4 M-3x4 y1-00 7-06 0-03 `Cj� 4NG1N `fit/� 4:::t" 1%""89782PE <' JOB NAME : POLYGON 3410-A NH - A3 - Scale: 0.2889 ,�� WARNINGS: GENERAL NOTES, unless otherwise noted: v •• try 1.Builder and eredlon contractor Would be advised of all Oensrai Notes 1.This design is based only upon the par.metera Mown and I.for en Individual 4,j y OREGON (fie. Truss: A3 and Warning.before eongNcdon commences. building component.Applicability of design parameters and proper //�I (`y2 '`. 2.244 compreMon web bredng must be kuislled where Mown•, incorporation of component Is the responsibility of the buAdimp designer. '.1, S//j s.?y..A+� V 3.Additional temporary bradng to Beare stability during construction 2.Design assumes the top and bottom dorms to be througWendyhout bread at 7 Air? :7 Is the re.porwdmy of the erector.Additional permanent bredng of 7 c.c.and et 10 o c respectively unless bread throughout their length by 't DATE: 10/26/2015 the overall structure is thereeroy dd.bowl de antlnauasior Wstlb,.das ng required esMamhiled Mown +r•drywaM(BC). 140 \‘4 � Spon RY a ng signer. 3.In loped bridging or lb.rel banana where Mown,. lJ L� SEQ.: K 14 8 7 12 4 4.Na toed Mould be.spited to any component until after all bradng end 4.Installation alms b the responsibility dills respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes tosses ere to M used in e non-corrosive environment, TRANS ID• LINK design bads be applied to any component. end em for"dry condition.of use. 5.CompuTrus Ms no control over and assumes no responsibility for the 8.Design assume.RUN bearing at eN supports Mown.Shim or wedge If EXPIRES: 12/31/2016 awry. p fabrication,handling,shipment and the la n of components. 7.Design assumes adequate drainage provided. October 26,2015 S.This design h henished subject b the limiaons set forth by 8.Plates Mall be bested on both Was of buss,and placed ss their canter TP1,WTCA M BCSI,copies of which wIN be runlehed upon request. Ines coincide with Joint center lines. 9.Digitssalute sireof plate in inches. MITeUSA,Inc./Com DTrutt Software 7.6.7 1L 1B Per bask anplate design values see E88•1311,ESR-19813(Welt) 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- (- ) BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-113) 180 -(-152) 151 6-3- 201 292 WEBS: 2x9 KDDF STAND (-441) 292 3-9=(-165) 87 3-7=(-341) 399 LOADING 4-5=( -52) 8 7-9=(-147) 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 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -37/ 939V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 963V 0/ OH 5.50^ 0.79 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" f ,r MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12S 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 f -/ MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.938" 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: 190 mph, h=29.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads ,fri in the plane of the truss only. I 0 I 0 M-1.5x3 o I 6 _-.7 M-3x4 M-3x4 ccEDPRO;�ecs J, 7-06 0-03 � �yGINE - /p .. :9782PE Tra JOB NAME : POLYGON 3410-A NH - A4 • ..ilii Scale: 0.2951 'c"°"© NIWARNINGS: GENERAL NOTES, unless omerwlse noted �. / Truss: A4 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters Mown and a for en individuals7 + e G( and Warnings before construction commences, budding component Applbabllly of design parameters and prop°, 0 2.2a4 comprewbn web bndrg mug be installed where Moven.. incorporation of component a de roeporisibAlty of the building designer. �} �+ (y� 3.Additional temporary bracing to Insure aebillty duang construction 2.Mstpn aswmsa ms fop and bottom chards b M identity braced at 741. �.Y ',J ` Is the responsibility of the erector.Additional permanent bracing of T o.o.end at 1tl o.c nepsctNety ureses braced throughout Mak length by •�" �+s DATE: 10/26/2015 the averal stnidura Is the responsibility of the building designer. continuous MeetMrrg even ea*wood sheathing(7C)end/or arywel(BC). /""�, U�. O 3. Impact badging or nal bracing required where shown+ SEQ.: K14 8 7 12 5 4.No bad should be applied to any component until after all bracing and 4.)o InstelatbOr.n of truss Is the reaponsibllty of the rospeceve coMnd°, teatenen aro complete and at In time should any bads greeter than N.Design eeeumes trusses ars to be used in a noncenosive environment, TRANS I D: LINK destgn bads be applied to any component. and are for'SW condition.'of use. 5.CompuTrue has no control over and assumes no responsibility forma 8.Design assumes ht!bearing at al supporta shown.shim or wedge If EXPIRES: 12/31/2016 ne.saary. fabrication,handling,shipment area installation of components. 7. 8.The design a furnished subject to the limitations set forth by 8.Pla ees shall bd a be ln assumes oaded e enboth We.of prodded.s of tnasand pieced ea thelr nester October 26,2015 TPIMTCA in SCSI,copies of which oil be fumehed upon request. Anes coincide with joint center Inns. MRek USA,Inc./Compel-rue Software 7.6.7(1L}E 9.Digits Indlate see of pate In inches to.For Melo connector pe':e design values sea ESR-1311,ESR-1988(MITsk) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 19'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 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 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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-09-08 7-09-08 T 4 4 1212 I I M-4x4 19.00 V 3 \19.00 Ali1111II o c, 1 1 0 M-3x4 M-3x4 4:0''cO PRQpF0,0 J, 14-09 y1-001 •was ..NG%N E .4 1109 zr 897821E <' JOB NAME : POLYGON 3410-A NH - B1Scale: 0.2919 �,i ' ' 1.111• WARNINGS: GENERAL NOTES, unless otherwise noted. ��OREGON I{,I � 1.Builder and srodion eenbador should be advised of el General Notes 1.Ode design b bend only upon the perametere shown end b for an Irdividual —r RR 1GOI V h Truss: B1 and Warnings before conMNdlon commences. building componem.Applicability or design parameters and proper G V 2.0x4 compression web bracing mud be bsialled where Mown+, incorporation of component Is IM responsibility or the budding tladgner. q I`.y A 5 tj 3.Additional temporary bracing to insure stability during conetrucaon 2 2 s.c.assumes the top sold bottom dorms to be leanly bnatl al �T _A Is Ms responsibility of aro ender.Additional permanent bracing of Y o.e.end a l0 o.e.respectively unless braced throughout their length by cit.' continuous MsalhIng such as pt wood sheathing(TC)and/or drywal(BC). PA I L.. ``" DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.h Impact bridging or lateral bracing required where Maven++ v S E v14 8 7 12 6 4.Na bad Mould be eppped to any component 001*after el bracing end 4.4.Design ion ofassuhu bussm is es respareonsibility si used In a non-corrosive na trsdnr.nem, 4• fasteners are complete end at no time should any bads greeter then TRANS I D• LINK design beds be applied to any component, end ggnassu senamm�•er use. ) ) pp 6.CompuTnehas nocontrol over end assumes noreeponebllhyfar the 5.Design sfdlbeatingeteleupponsshoes.SnitoreedpeIt EXPIRES: 12/31/2016 sorry. �y fabrication,handling.ddpment end indallelbn of components. 7.Design assumes adequate drainage la provided. October 26,2015 G.This design is f=inished subject to the limitations set?Oh by B.Plates shell be bated on both faces of tmss,and placed w their center TPWYTCA In SCSI.copies of which win be furnished upon request. iru/deh)oterns. 9.lines r plate Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For bade connector plate design wi=se see ESR•1311,ESR•,See(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-73) 426 3- 8=(-235) 254 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-620) 187 8- 6=(-62) 335 8- 9=(-235) 456 3- 4=(-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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 POE 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/ 261H 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT.BEING MET. 14'- 9.0" -134/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 'j 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 fI ,f ,r MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 M-4x6 12 7 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 19.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" 4 4.0" { 0.21 Design conforms to main windforce-resisting system and components and 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 in the plane of the truss only. M-1.5x3 M-1.5x3 • 0 hk'S\%, �-i o I r/ o o M-3x4 M-3x8 M-3x90 1 7-04-08 ) 7-04-08 y i,,0 PROFk- .1-00 14-09 1-00 oyGIN Eit? /p k, JOB NAME : POLYGON 3410-A NH - B2 �// 8.782PE � Aoe Scale: 0,2539 '•/ •e./r WARNINGS' GENERAL NOTES, unless otherwise noted: 'M -^' Truss: B2 1.Builder end erection contractor World be advised of at General Notes This design b based only upon the parameters shown and h for en individual OREGON9 and Warnings before conrructbn commences. bupoing component,Applicability of design parameters and proper (r 2.244 compression web bredtp must be Intellect where shown+ Incorporation of component Is me responsibility of the building designer. y(y��,J 3.AddSonel temporary bracing to Insure stability during construction 2.Destgn assumes ma top end bosom droraa to bs lataropy bead at �/y q \! A I� �. le the responsthEy of the erector.Additional permanent bradrp of 7 o.c.and et 10 o.c.rospacdvaly unless bawd throughout their length by f'�� 1 { �.�,i DATE: 10/26/2015 the overall structure is the responsibility of the bolding designer. 2t Impact bddgI tninr suchrel braywootl hose vthere hown*tlrywal(BC). P4 U L Q V 4.No load should be applied b 3.241mped nitro or lateral bracing required wharo shown++ L` SEQ.: K14 8 712 7any component until after al bracing end 4.InstaWibn of trues le the reeponsidpty of the respedWa contractor. Wieners are complete end at no time should any bads greater than 5.Design assumes trusses ere to Na used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for“dry condition.'of me. 5.CompuTrue has no control over and assumes no responsibility hr the S.Design amines nil nsanng at ap supports shown.Shim or wedge if EXPIRES:: 12/31/2016 fabrication,handling,shipment end Installation of component. nea Design sae umes 5.Thle design la furnished subject to the limitations set forth by 8.P1.17 .Mall be locaated on both equate fame of e is trusss,and placed so their center d. October 26,2015 TPIWICA In SCSI,copies or which will be hlni.hed upon request. In..coincide with NW center linea MiTek USA,Inc./CompwTrus Software 7.6.6(1L)-E S.Digin indicate size 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 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 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1344 WE: 2x6 KDDF S1613DR WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3959) 1006 7- 8=(-796) 3550 2- 7=(-1718) 52 0 2x6 KDDF #2 A LL = 25 POE 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 PLP 0'- 0.0" TO 14'- 9.0" V 7- 4=(-1718) 520 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 467.7)+DL( 330.0)- 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX XORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE (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. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 "00 spacing. 9" oc in 1 row(s) throughout 204 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL C0.035" M 7'- L/24 Allowed 0 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 1' f 'I' '1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 14.00 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8� load duration factor=1.6, 1 Truss designed for wind loads in the plane of the truss only. M-4x12 '" iiii, M-4x12 M-1.5x3 M-1.5x3 6 IAl.1.115M111 Ezra 11 ,7, MK_JIMMIUSIINEEMIIIMIKW -S, 1' a, B of M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 0 y y y y y g, d pR� s� 3-10-08 3-06 3-06 3-10-08 y y �., .�NGINEk' /per 14-09 �' 897821E 1-- JOB NAME : POLYGON 3410-A NH - B3 • Scale: 0.2641 !��G' • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON f.� t.Builder and erection conlredm should be advised of al General Notes 1.This design h based only upon the parameters shown and h for an individualII+ O Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 41, ./":3' 2.2t4 compression web bracing musi be Installed where shown•. 0eaign assumes a component top an Is the responsibility of the latently braing edatWeisner. 11',.5) 'lily Ab `C 3.Additional temporary bracing to Mute stability during conetructbn 2.Design aaeumaa Ihe lop and bosom acechob a de re gh braced at is the responsibility of the motor.Additional permanent bracing of 7 cc and et 1tl o c.raspadh ply unless Dread throughoN(hair bnpm by continuous sheathing such es plywood ahesthing(TC)aMbr drywaREIC). , AUL. DATE: 10/26/2015 the overall abuelure M M reponsibBty of the bolding dealgner. 3.74 Impact bridging or lateral bracing required where shown•• SE : K 14 8 7 12 8 4.No load should be applied to any component unit after leg tossing end 4.Installation of truss la the reponsibiltyy of me respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Deal trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �{�]j ��^'+n 12/31/2016 T RAN S I D: LINK 5.CompuTnro hes no control over and sawmes no responsibility ler the 8.Design aawmes MI hearing at all suppons ahaor,Shim ler wedge If EXPIRES: EXPIRES: fabrication.handling,shipment and installation or components. 7.Design assumes adequate drainage a provided. October 26,2015 e.This design is furnished subied to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPWATCA in BCSI,copies of which W1 be furnished upon request. Ines 9.Digin olndde Joint i We of plate center ee inches. e MUck USA,Ino./CompuTtUS Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MOW) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 39'– 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR 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"0C. UON. LOADING I'I BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=24.9ft, TCDL=9.2,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 POP 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 T f T 13-01-12 6-06-12 6-06-12 13-01-12 T T T . T 12 IIM-4x4 12 7.00 p 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP 4 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 M-3x5(S) M-3x5(S) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE +v IlII1biiii111114 4 CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. ..„,4411111111111111111111 L.r.: oM-3x5(5) I M-3x4 M-3x4 l 19-08-08 y 19-08-08 ���¢N N � Fs-- 1-00 39-05 <(~ 1-00 8.782PE ter' JOB NAME : POLYGON 3410—A NH — Cl j/, �' /y/� Scale: 0.2151 ' •.d•/�Q \ —h.,WARNINGS: GENERAL NOTES, unless otherwise noted: G' 11.. 4) 1.Bolder and erection contractor should M advised of a8 General Notes 1.This deagn h based only upon the parameters shown and h for an individual �,/ •"+ OREGON (� Truss: Cl and Wamings Micro eon°budbn commences. building component Applicability of design parameters and proper i {/ y �` 2.Drs compression web bracing mud M Nehlled where shown. incorporation of component lathe responsibility of IM bulding designer. .e?- R,/(n e.+, � 3.Additional temporary bracing to harm stability during construction 2.2 s.c.assumes the lop and bottom dons to M latently braced et 7 Il�"y '�J N the responsibility of me Broder.Additional permanent bracing of TT o c.and et 10 o n respectively unless braced throughout their length by //�,,, ` DATE: 10/26/2015 the moral ehucluroh ntroeponebl yofint building designer, continuous sheathing wMnplyvmaesheathing/TO)required end/ortlryweA(BC). A L 0 stgner, 3.ar Impact bridging or NNW laming required where Mown++ �"1 t,/4. SEQ.: K1487129 4.No load should he applied to any compornM ural after MI bracing and 4.ledgelbn Mums is he responsibility of the respeclive vendor. %Menem are complete and at no time Mould any bads greater than B.Dellen assumes hues are to be used h a non-corrosive environment, and an for"dry condition"of use, TRANS ID: LINK design bads M applied to any component. 5.CompuTrus hes no control over end assumes noneponeibilhyfor the 6.De�gw°°fU^1°•nt^l°•n^g•I alwppomenown.snimorweegeN EXPIRES: 12/31/2016 hbricatlon,handling.shipment and Installation of components. ry 7.Design assumes aded ne drainage is provided. October 26,2015e.TMs deign is furnished subject to the llmMibne set forth by S.Plalee shall be toasted on bin faces of trues,and pieced w their center TPIPATCA In BCSI,copies of which Mil be furnished upon request. Ines ceinclde wIh joint center Ikne USA,Inc./Com MITek Trua Software 9.Digits indicate size of plate in inches. Pu 7.6.fi 4L E( )- 10.For bosh connector plate de°Ign values see ESR-1311,ESR-1888(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x9 KDDF #1iBTR SPACED 29.0" O.C. 2- 3=(-2655) 548 10-11=(-230) 1927 10- 9=( -39) 557 WEBS: 2x9 KDDF STAND 3- 4=(-2398) 545 11-12=(-235) 1806 4-11=(-745) 284 LOADING 9- 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) 595 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 PSF LIMITED STORAGE BEARING MAX VERT MAX MORE 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. I 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 HORIE. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 6-10-09 6-05 6-05 6-05 6-05 6-10-09 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.9ft, 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), load duration factor=1.6, 4.0" Truss designed for wind loads 5 d4( in the plane of the truss only. M-5x6(S) •\ M-Sx6(S) 0.25" 0.25" M-1.5x3 /\kM-1.5x3 3 Lo \ / Lo O I J $� I 12 '\ o I / I -3x6 M-3x4 •25" M-3x4 M-3x6 0l ¢VD PROpe M-5x8(S) Co��.' GINE s'r/ 10-01-01 9-07-07 9-07-07 10-01-01 :O' -' ' 1-00 39-05 1-00 . 89782PE 9r JOB NAME : POLYGON 3410-A NH - C2 Scale: 0.1401 -,......e."-.. • ': `"" WARNINGS: GENERAL NOTES, ode..othen...a noted Crt. (gyp /y �4 1.Builder end erection contndor 10,004 be advised of all General Notes 1.This design h bawd only upon the penmetere ehown and le for an individual / OFIEG O N �' �._ Truss: C2 and Wammge before contraction commences. building component.Appdcebility of design parameters and proper / C1O 2.204 compression web bracing must be Metalled where shown,. Incorporation of component la the rosporulbRty of the building designer. .a'1 V A r r`" at 3.Additlonal temporary bracing to Mame stability during eonMnxdon 2.Design assumes the top end bottom anorae to be laterally Meted en 7 �l Y J _4 Is the roaponsi 1 the cedar.Additional permanent bracing of T o e.muend el ea10 e.c.n 0 5 plywood ood a bead throughout main length by V bury o conlIm ous sheath on each as plywood sheething(TO)snd,or dryweREIC). re U t C� DATE: 10/26/2015 the overall stmcture lathe reeponsibRty of the building designer. 3.20 Impact bridging or lateral bracing required when shown+* L SEQ.: Ki4 0 7 13 0 4.No load should be applied to any component unit ager a1 bracing and 4.Delegation of n s 1 is are epoo sibletye of the et respective ce frac r. Reimers are complete and at no time should any bads greater than Desiend gn for"dry condses tob. TRANS I D: LINK des pre bad be applied to any component. 6.Design assumes MI bearing el al supports shown.Shim or wedge if 5.GompoTnnhas no control over end assumes norespontbllMfor the necoaeary. EXPIRES: 12/31/2016 fabrication.handling,shipment end h.tatetlon of components. 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design Is furnished wb)OW to the limitations set forth by 6.Plates shall be located on both faces of Inas,and placed so their center TPUWICA In SCSI,copies of which wR be furnished upon request. lines coincide with Joint center linea 5.Digits indicate size of plats In Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-11268(MITsk) 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/Cq=1.00 TC: 2x9 KDDF 01&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 #1&BTR SPACED 24.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3449 3-12=(-990) 280 16- 8=(-340) 247 WEBS: 2x9 KDDF STAND 3- 9=(-2929) 569 12-13=(-360) 2470 12- 4"( 0) 365 LOADING 4- 5=(-2366) 551 14-15=( -10) 75 4-13=(-612) 198 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2409) 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 = 42.0 PSF 7- 8=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 545 13- 6=(-385) 1177 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 POE' 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" -293/ 17691 -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 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 = -0.182" @ 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" 2-09 5-01-04 5-03 6-05-08 ' 5-06-12 6-11 7-04-09 MAX HORIZ. LL DEFL = 0,101" @ 38'- 11.5" f f f A A ` f 1 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 12 7.00 M-6x8 Q 7.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 6 „S( Y! M-5x6(5) Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.7" load duration factor=1.6, 0.25" Truss designed for wind loads M-1.5X3 - in the plane of the truss only. M-Sx6(S) 0.25" 4 /)01fipp.M-1.5X3 M-3x6 3 M-3x8 N 0 v12 0 13 a 'NO M-5x8 M-3x4 0 II I M-6x8 0.25" M-3x4 M-3x6 1 0 . 3.75 M-1.5x3 M-6x8(S) 12 PR . l 1 l y l l l vO1 A 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 4 VS 1-0- 10-06 26-05-08 , 00 39-05 89782PE r JOB NAME : POLYGON 3410-A NH - C3 .-= . `-ow- ' . Scale: 0.1400 4111, WARNINGS: GENERAL NOTES, unless othemlee noted: f/' 4J 1.Baldest and erection contndor stouts be advised of al General Notes 1.This design b based onlyupon the parameters Hawn and Is for en hkhMuel OREGON �. ww 'Q Truss: C3 and Warning.before construction commence.. building component.Applicability neatis r design parametersoft ending d proper r if Q"' 2.204 compression web bracing must be halalled vinare shown C. incorporation of component Is IM responsibility Ortho building serener. '9,5/ e1 Vq ;'I .. 2 Design tisanes the lop and bottom chords to be laterally braced at 7 !` • 3.Additional temporary bracing to Insure Medley during construction 7 o.c.end at 10 o.c.rospecweN unless braced throughout their length by t Is Ore responsibility of the eredor.Adtlglonal permanent bracing of continuous sheathing such as plywood sheathing(TC)endear drywal(BC). �� fi)A U L %- DATE: 10/26/2015 ma overall structure is ere responsibility of the building designer. 3,2x Impact bndgmg or lateral bracing requfed stare shown 0 0 4.No load should be appged to any component until atter all bracing and 4.Installation of truss Is the responsico blgty of the respective ntrador. SEQ.: K 14 B 7131 fasteners are complete greater than 5.Design assumes susses are to be used m.non-corrosive environment, p and et no time should any beds TRANS ID: LINK design Bed.be applied to any componentand are for oreriot use. SDe 5.Compares Ms no control over and assumes no responsibility for the . sign assumes full rit beaMbeg al all supportsMown.Shim or wedge II EXPIRES: 12/31/2016 y. fabrication,handling,shipment and installation of components. ei gna ss 7.Designassumesoedebothfacels Iruss,a. October 28,2015 B.This design la furnished subject to the limitations est reran by 8.Plates Mag be boated on both laces of truss,and plead so their censer TPINVTCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint miler line. g.Diggs indicate sire of pleb In bolds. Wee USA lnc.lCompuTnt.Software 7.6.6(1L).E 10.For basis connector plate design values see ES8.1311,ESR-1988(MITek) This design prepared from computer input by �, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1,001 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=1 O) 57 2-10=(-751) 3890 10- 3=(-192) 1247 19- 7=(-732) 286 BC: 2x9 KDDF b16BTR SPACED 29.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x4 KDDF STAND 3- 4-(-2930) 569 11-12=(-384) 2468 11- 9=( 0) 365 15- 8=(-345) 264 LOADING 4- 5=(-2366) 551 13-14=( -10) 75 9-12=(-611) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-2405) 717 14-15=1-224) 1732 5-12=1-431) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=1 0) 94 TOTAL LOAD = 92.0 PIP 7- 8=1-2419) 589 12-14=1-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=1-390) 1177 LL = 25 PSF Ground Snow (Pg) 19- 6=1-131) 779 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -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 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" 19-08-08 19-08-08 MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 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' 'f I 1 1' 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-6x8 7.00 ...Si 7'00 Wind: 190 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 'F.'/ load duration factor=1.6, M-5x6(5) Truss designed for wind loads in the plane of the truss only. .25" M-1.5x3 7 s M-5x6(5) 0.25" y M-1.5x3 ot M-3x6 411111111111111113 in M-3x8i� 4. i.,,•-,./... lr 11 12r � �I M-5x8 M-3x9 0 13 14 15 ** o 1 1 st-6x8 0.25" M-3x4 M-3x6 1 0 0 0 M-1.5x3 d 3.75 M-6x8(S) 12 J' 1 l l l l icc1,0 PROFe - 2-0-0 . 5-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 ). y ), ), y ,,,,j ,tyGIN .6is) /0 1-03-05-08 10-06 26-05-08 + 39-05 :9782PE r JOB NAME : POLYGON 3410-A NH - C4 ,-�,� � Scale: 0.1330 ' illr WARNINGS: GENERAL NOTES, unities otherwise noted (I �j y++y47 I.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and la for an Individual ,.r '�y. REG\, N " N Truss: C4 and Warnings beton construction commences, building componentAppllubNBy of design parameters and proper !F '�f V 2.2x4 compression web basing must be Installed where shown*. incorporation of component is the roapomlbl8y of the budding designer. .,f1 �}A .. ' S.Additioal tempenry horning to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally Maud al T 'l Is the naponstMNly of the erosion.Additional permanent brining of 7 c.e.and et sheathingI O.continuoue o.c.respectively unleae braced throughout their length by //l DATE: 10/2 6/2 015 the overall structure Is the neponsibity of the budding designer. 3.2t Impact bridginglateral bresuch es deg required od h*Ode Mown end/or tlrywal(BC). �y}'AUL j t � SEQ.: Vi4 8 7 13 2 4,No load should be applied to any component until after.l badng and 4.Inataeadon of truss is the responstbgNty of the respective contractor. �'{.�,/ fasteners are complete and.t no time should any tends greater than 5.Design assumes trusses are to be used in a noncamNve environment, design hada be applied to any component. end as for'dry condition.'of use. TRANS ID: LINK8.Deegnassume•full bearingat alsupports Shim EXPIRES: 12/31/2016 5.GompuTrus hes no control over and assumes no responsibility ler the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. October 26,2015 8.TMs design is furnished*trifled to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed os their center TPkWICA In SCSI,copies of whkh wil be mmlehed upon request. Ines coincide with Joint anter lies. Mitek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Fes lE Ndaconnnecct ofMate desttint•. pp sign values see ESR-7377,ESR-1988(MITsk) 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/Cil=1.00 TC: 2x9 KDDF #1ABTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 2- 3=( 0) 57 2- 9=(-391) 2311 3- 9=(-239) 218 SPACED 29.0" O.C. 2- 3=(-2656) 548 9-10= ( -39) WEBS: 2x4 KDDF STAND (-243) 1920 9- 4= 557 3- 4=(-2399) 545 10-11=(-234) 1807 4-10=(-745) 284 LOADING 4- 5=(-1699) 498 11- 8=(-409) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 289 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 PSF 7- B=1-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 PSF 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) [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 HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX BORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 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 T f T T f f Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 ' 7.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 'h( in the plane of the truss only. M-5x6(5) .1 M-5x6(S) 0.25" 0.25" +1 M-1.5x3 M-1.5x3 3 + + .\sk ul o )11 11 I M-3x6 M-3x4 U.25" M-3x4 M-3x6 *g o o )0 10-01-01 y 9-07-07 M-s y(S) 9-07-07 y 10-01-01 ). o ��� ...".4 NG N ESR %_,. 1 1 y C? 1-00 39=05 ' ' :9782PE �r JOB NAME : POLYGON 3410-A NH - C5 ior / Scale: 0.1580 WARNINGS: GENERAL NOTES, /Mess otherwise noted: ,� Truss: C S 1.Bulkier and erection contractor should be advised of ail General Notes 1.TR.design la based only upon theparameters shown and Is for en mdvldual 9 OREGON a. and Wemings before construction commences. building component.Applicability of design parameter.and proper IP. 0 2.204 compression web bracing mud be Installed where shown+, ,N- Incorporation of component Is the responsibility of IM bidding destgnar. .�ry J y: 2 3,Additional temporary bracing to Insure WMINy during construction 2 Dastgn assumes the top and bottom chortle la be latereNy braced at Ie me respomlbllXy of IM ender.AddAlonal permanent bndng of T o e and et 10'o.c.reapechMly unless braced throughout their length by DATE: 10/26/2015 the overal structure Is the ro nalbil f the building de 24Impa continuous sheathing auch as pywooa aired where r shownand/or drywa8(BC). �'�"1 U L R� apo ty o signer. 3.2a Impact bridging or lateral bracing required where shown++ I` SEQ. : K1487133 4.No Rad should be applied to any component until alter all bracing and 4.Installation oflutesistherespnnsIMltyofthe respective contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes Irunes are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end ere for'dry osndnion•or see. w 12/31/2016 ry/�l Y� {[ 5.CompuTnas has no control over end assumes no responsibility ler the 8.Destgn assumes lel bearing at ail supports shown.Shim or wedge if E P IR ES. i G/J I/20 1 U febrkstlon,handling,shipment end Retaliation of companenis nece n ass '.Designaewmeaadaden drainageis provided. October 26,2015 8,This design N furnished a.of c b the Iimlatl rnis set forth by B.Plates shag be bcetetl on both faces of truss,and placed w tisk center TPI/WICA In SCSI,copies of which MA be furnished upon request. inn mind/.with joint comer lines. MTek USA,Inc./Com Trus Software 7.6.6 1L 9,DIgita indicate sin of pieta In Inches. ( )-E 10.For MM.connector plate design values a..ESR-1311,ESR-fees(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 BC: 2x4 KDDF #146TR SPACED 24.0" 0.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 9=( -90) 558 WEBS: 2x9 KDDF STAND 3- 4=(-2352) 537 12-13=1-228) 1733 4-12=( -795) 285 LOADING 4- 5=(-1652) 989 13- 9=(-339) 1892 12- 5=( -307) 1279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 NSF 5- 6=(-1658) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 92.0 NSF 7- 8=1-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 8- 9=( -24) 298 8- 9=(-2661) 509 LL = 25 PSF 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 BORE BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1795V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 KDDF ( 625) ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc 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'- 2.9" Allowed = 1.896" MAX TL CREEP DEFL= -0.326" @ 26'- 2.9" 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" 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 f ' ' j' I 1 ' ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 7.00 'S:17.00 Wind: 190 mph, h=29.9ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 4`s' load duration factor=l.6, End vertical(s) are exposed to wind, M-Sx6(S) \ M-5x8(5) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" 11(\ M-1.5x3 M-1.5x33 + 7 M-3x6 N \ / . w 1 o 3 M-3x6 M 3x9 M- z9 M-4x6 s �0 r p QFr0 M-5x8(S) Gn� y y y y y � y � /\ R © 10-01-01 9-07-07 9-07-07 9-06-01 yr 37 1-00 38-10 1-00 " :9782PE • JOB NAME : POLYGON 3410-A NH - C6 Aa' "del" Scale: 0.1432 •,/ - WARNINGS: G.Thee *NOTES, mien tihartweed 7A.OREGON " 1r I.Bu/der end erection centred*should be advised of all General Notes I. design b based only upon the parameters shown and Ie for en thdvau,I 4 wilding component.Apoliedb*hy of design parameters and proper y, Truss: C 6 end wemmge baron wnsinw len commence.. hoerporanon of component is the n.ponebuty of the molding designer. A ty G� t` Z.2s4 eompreadbn wale bracing must be Metalled where Moven+. 2.Design assumes the top end bottom chords to be laterally braced el �+l _{'G✓ 3.Additional temporary lensing to insure debility during construction 2'a s.end at 70 c.e.respectively unless braced throughout their length by V Is the responsibility of the aredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or dryswl(Bc). PA U 0 DATE: 10/26/2015 the nerd nylons bthe re.pondblityofthe building designer 3.24Impact bridging orleterelbradngrequired where shown++ 4.No bed Mould be applied teeny component until after al bracing end 4.Installation of thus is the responsible*of me respective cemndor. SEQ.: K 19 8 713 4 fasteners are complete end at no time should any bads greeter than 5.Design assume.hunts ere to be used in a noncorrosive envkanment, TRANS ID• LINK design bads be applied b any component. and are assumeor l'dry.full on.of d.. 5.CumpuTnn has no control over and assumes no responsibility for the e.Design a.wme.NI bee0 S I ell supports shown.Shim or wedge if EXPIRES: 12/31/2016. fabrication,handling,shipment and lnsielatlon ofwmponents. 7.Design necessary. adequate drainage is provided. October 26,2015 6.TMs design le furnished dubled to the limitation set forth by 8.Plates duel be located on both feces of true.,and placed so their center TPOWTCA In SCSI,copies of which will be fumelred upon request. Ines wind4e with Joint center ins B Digits Indinte sloe of plate In Inches. MITek USA.Inc./CompuTfue Software 7.6.7(1L)E IN.For basic connector plate design values see EBR-1311,EBR-1258(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.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 INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. 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 T f T 13-01-12 6-06-12 6-06-12 12-06-12 T i T '1 T 12 ()M-4x4 12 7.00 3 .S.-.17.00 M-3x5(5) 400011111111111111111111411111 M-3x5(5) o 2 I 7/°°°°///°°°°/e rn 4 ,, 1 m O 5 to M-3x5(S) 0 M-3x4 ). yti �a PRof fie L L 19-08-08 19-01-08 Co.` �GIN'�c- c.1'r9. 1-00 38-10 1_ p "-37 v 8�3782PE rre JOB NAME : POLYGON 3410—A NH — C7 . •. „� / -.. • • Scale: 0.2057 WARNINGS: GENERAL NOTES, unless olMnvhe noted I OREGON Truss: C 7 1.Buldar and.rection contractor should be advised of all General Notes 1.This design I.based only upon the parameters shown and Is for an individual /4,OREGON cy�• and Warnings before connection commences. bidding component.App8cabley of design parameters and proper III((('''kk" 2.2v4 compression web bracing must be Installed Mare shown.. Incorporation of component Is me responsibility of the building designer. ,a9 GgrT `+ 3 Additional temporary bracing to Insure stability during construction 2 Design sestinas the lop end bottom dant to W laterally braced at 77 'l N me responsibility of the erector.Atldpbnsl permanent bracing of 2 o.c.end et 10 c.c.reapaaWely unless braced throughout their length by ` DATE: 10/26/2015 the overal*acture Is the reaponaiblity of the building debgne,. aconmpact edging or laterlbedngrh as e tiredsheatdrera own+dryweA(BC). �A t �1 3.In Impact bridging tru ora thelatre bracing requires where shown++ {., SEQ.: K14 8 713 5 4.No bed should W applied to any component until after al bradng and 4.Installation of true.is the reapunablse of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-conoslve environment, TRANS ID: LINK design loads be applied to any component. and aro for•dry condition"of use. 5.CempuTnn has no control over and assumes no reepeneibay form. 6.Design assumes MI bearing at sA supports shown.Shim or wedge l/ EXPIRES: 12/31/2016 fabdaibn,handling,shipment and Installation of components. Z Desinecessary. B.This design Is furnished subject to the limitations set forth by B.Pleleenahal be located enassumes eboth ifawa of russ.Is eand placed so their center d. October 26,2015 TPIM!ICA In SCSI,coplee of which MI W furnished upon request. lines coincide with Joint anter IMes. 9.Digits indicate ala.of pate in babes. M(Tek USA,Inc./CampuTrus Software 7.6.7(1L(-E II.For basic connector plate design values sea ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-5=(-27) 30 3-5=(-120) 106 BC: 2x4 DF 2400F SPACED 29.0" O.C. 2-3=(-59) 41 WEBS: 2x4 DF 2900F 3-4=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -17/ 58H 5.50" 0.49 IF ( 670) LL = 25 PSF 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-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). ICOND. 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/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" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.50 I7. MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 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, Truss designed for wind loads in the plane of the truss only. Iti t 0 I ,-I M O � 100000011111111111.1.1111.11i0::5 -/ O M-3x4 M-1.5x3 y k 1 3-08-04 0-03-12 1-00 4-00 89782PE c` JOB NAME : POLYGON 3410-A NH - D1 Scale: 0.6177 , r . JEW ''^^ WARNINGS: GENERAL NOTES, unlessothervse noted' .�y OREGON -J 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an indivlduel /,/.. 7/��REG O N Sn,, Truss: D1 and Warnings before construction commences budding component Applicability of design parameters and proper +T -K 2.2s4 compression web bracing must be Installed where shown v. Incorporation of component ec Is the responsibility of the budding designer. +� A[� 3.Additional temporary bracing to Msuro debility during combustion 2.Design assumes 8w top and bottom dons la be laterally braced at ♦ e-'l r '` Is the responlbllty of the eroder,Additional permanent bracing of c ntmuowaµeathing such respectively sMaming(TC)endo drywa(,hout their BC).. IT p P DATE: 10/26/2015 the overall structure la the respontbdity of the balding designer. 3,2s hoped bridging or Wesel bracing required where whown.e A-U l'"> S EQ.: K 14 8 7 13 6 4.No load should be applied to any component and after al bradng and 4.Inatalatlen of truss Is the responsibily of the respectNe contractor. fasteners ere complete end at no time should any Made greeter than 5.Design assumes trusses ere to be used M a nonconoalvs environment, TRANS ID: LINK design loads be tippled teany component. .edeassumre for y juntas bearing at 5.CompuTrus hes no control over and assumes no responsibility for the 5.Design.aum..Sit bearbg dal support.siown.shim.r wedge d EXPIRES; 12/31/2016. y. fabrieatlon,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design la fumiehsd subject to the Ihnitations set forth by 8.Plates shell be heeled on both famed truth and placed so their center TPIWI CA In SCSI,copies of Mich will be furnished upon request. Ines cobr dde with)Dint center lines. 9.Digits Indicate she of plate M Inches. MITek USA,Ina./CompluTrus Software 7.6.7(11)-E IN.For bask connector plate design values to ESR-1311,ESR-1988(MITak) 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: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-9=(0) 0 BC: 2x4 DF 2900F SPACED 29.0" O.C. 2-3=(-59) 25 TC LATERAL SUPPORT <= 12"OC. DON. 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" -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" -43/ 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4.50 (7 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'- 5.4" 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 -I Design conforms to main indforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=19.9ft, TCDL=9.2,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, I Truss designed for wind loads oin the plane of the truss only. I m 1 1111111P1M1111.1111=11=IVA m 0 i 0 2111111,-...A11111 4.e M-3x4 l l y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 ,,,,c,0 GINE r0 (14 17 `t. 89782PE v-- JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 , NNW WARNINGS: GENERAL NOTES, unless otherwise noted. V Truss: D2 f.Bulder and erection contrador and Warning before wnetructlon codbe mmeadvised of all General Naes building coThis mponent Applicas based only b ility lily of design paramethe parameters ewn and ters andlpaper Individual e 14OREGON r^� Z Zee compression web bracing must be Installed where Mown+. Incorporation of component Is the rosporalbAlty of the building designer. ,,,yy� /y y �•J � 3,Additional temporary bracing to Insure steblllty during construction 2.Design aawmas the lop and bottom unless adsds to he latently braced at 77 'l Pt b the/responsibility of Aro erector.Additional permanent bracing of oe c.and d 1a'o.e.respectively.055.5end.bead throughaout mein si)B by ���,,,�yya DATE: 10/26/2015 the overall structure Is the respona@Aity of the bultling designer. tincts sheathing or sueh es atyag re uir a where s ovel•r•tlryvnN(BC). P',4 U L V�� 3.In impact bodging or isles.ponsibbracing ty of the where Mown t SEQ.: K1987137 4.Now,adaaeheappledw any wmponentymuanaraAbrodngend 4.mdaeetwnannnslsthe ro.pondaNtyarmere.pedNewmr.der. fasteners are complete and at no time should any wads greater than 5.Design assumes tngaes are to be used Ins noncorrosive environment TRANS ID: LINK design wads be applied to any component. and are for"dry condition'or u... A/� ]N ]/�{c 5.CompuTns has no control over and saute no responsibility ler the S Design assumes hill bearing al all supports shown.Shim or wedge If EXPIRES: 1.2/3 A/20 A SJ. fabricelwn,handling shipment and kMelletlon of components necessary.assumesgn 7.Pld.shalladequate bathmss.age ofruss, October 26,2015 8.This design Is furnished subject to the l Nalorro set ops by S.Ins.o ind be bowed an both faces of truss,and placed w their tamer TPIIWfCA In SCSI,wpbs of which will be furnished upon request. Ines coincide with)oht center lines. S.Dlgite indicate stn of piste in Inches. MITek USA,Ina./CompuTrue Software 7.6.7(1L)-E 10.For bade connector plate design values see ESR-t31 t,ESR-19138(MITek) 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 BC: 2x4 ROOF #16BTR 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. 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 PIF (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. M-1.5x4 or equal at non-structural vertical members (uon). 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 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 1 T 4 12 9.50 v M-1.5x3 9 - iiiii A LirO I 2 ti o /- ti 0 1 O /- W/////////////////////////A -/ =M-4x4 M-1 15x36 l l l 1-00 3-05 ��� ,D PROFFss .csN � GIN �cR �0 � 9782PE r' JOB NAME : POLYGON 3410-A NH - El Scale: 0.6222 / ../ WARNINGS: GENERAL NOTES, unless otherwise noted �/ L" OREGON y(�� �/'�y �4 1.Bolder and eredbn contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and Is for an Individual �e_ 1!.-ORE GON�O Truss: El and Weming.before construction commences. building component.Applicability of design parameter.and proper +q /i./ 2.244 compression web bndng must be Installed where shown. incorporation of component h the responsibility of the bugMng designer. q p Y: At _+ 3.Additional temporary Inning to Insure stability during construction 2 Design assumes the lop ark bottom choke to he istenly braced at V4. Is the responelblay of the erector.Addisonet dammed bracing of continuous asheemingrsuch is eplywood sheathing(TG) ndbty unless braced throughout r drdryneheir l BC). Ll. ' DATE: 10/26/2015 Se overall structure Is the reaponebltty of the bulging deeds.,. 3.2a Impact bridging or lateral bracing required where shown•• 4 UL 4.Na bed Mould be applied to any component until oder el bracing and 4.Installation of trues Is the resportelblry of the respective contractor. SEQ.: K 14 8 713 8 laatenere are compete and at no time should any loads greater than 5.Design assumes basses are to be used in a non.aarrodre environment. design beds be applied to any component. end ere for^dry condition"of use. J TRANS I D: LINK s.CompuTrus has no control over and aewmes no responsibility for the 8.De.19 ry nese 541 be g at al supports mown.Shim or wedge if EXPIRES 12/31/2016 fabrication,handing.shipment and insteBelhn of component.. 7.Design anum.a adequat.drainage is prodded. October 26,2015 6.This design h furnished subject to the tkneatlons set forth by 5.Pales shell be located on both laces of trues,and placed so their center TPbWICA in BCSI,copies of which MI be furnished upon request. lines coincide with joint center lines. 9.Digits 5.10.1e size of pleb In Incises. MITek USA.Inn/CompuTrus Software 7.6.7(1L)-E to.For been connector plate design values see ESR-1371,ESR-less(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4#18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-56) 29 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. U014. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 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 PSF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 I • 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. -1 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 = 0.005" @ 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'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. lf Wind: 140 mph, h=15ft, TCDL=9.2,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. o ti I 101 o 1 oI o /- -a, 2 2..---=l 7><=4 l l l 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I ���,.V P`l OFk. 641 GIN 44. `t` 89782PE vc-. JOB NAME : POLYGON 3410-A NH - E2 Scale: 0.8945 • • J� 1��"';. i,‘ Milif WARNINGS, GENERAL NOTES Wales.otherwise noted: S.�' OREGON/ Truss: E2 t and Warning.before construction commeder and erection contractor should be nces. building of al General Notes buiding c This design Is based ponent.Applicability of n the design parameters andarameters shown and 1proper individual 1. fl t7Q Cert. �, 2.204 compression web bracing must be installed where shown+. Incorporation 1 pgneM Is the responsibility of the building designer. rt1 A��, 1.'_ ' 3.Additional temporary bracing to Insure stabllky during construdlon 2 Design m tap end bosom a braced to be laterely braced their at 7 i7 J Is the responsibility al the credo,.Additional permanent bracing et T o.c.end t 10 c rpspectNely unleae braced throughout their length by At vic4 continuous sh.thing such as plywood sheath here)end/or drywaA(BC). PA,'j t DATE: 10/26/2015 the overeti structure lathe respendbtilty of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ V 1+" SEQ.: K 19 8 713 9 4.No load should be applied to any component unto after all bracing and 4.Installation of truss Is the responelbilty of the rsepectNe contractor. fasteners are complete and at no time atauld any loads greater than 5.Design assumes trusses are to be mad In a noncorrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINKS.Design assumes full bearing et al supports shawl.Shim or wedge If 5.CompuTrushas noarNolover and assumesnerosponsibilityforthe EXPIRES: 12/31/2016 sx, febnoation.handling,shipment and Installation of component.. 0. 6+ 7.Mores shall assumesadedon&shags ptruss, October 26,2015 6.Thio design M furnished subject to the timgetrom sal torah by e.Plates be bated on both faces of Crux,and plead w(hair anter Tpl/WFCA In BCa copies of which wG be furnished upon request. tinea aindde with Joint center Anes. 9.Digits Indicate size of plate nd ate0eofpletbin Inches. MITek USA,Inc./Com uTrus Software 7.6.7(1L)-E to.For basic anne0er plate design val ues see EBR-1311,ESR-1988(hNTaN) Symbols Numbering System Al General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. wik Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 0_l/T�,� 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves - may require bracing,or alternativeeredTor I 0 1111\141111141 pbracing should beci considered. ��� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cl a c•7 cs 6 designer,erection supervisor,property owner and plates 0 'nd' 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 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 ,.4. Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection 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, or less,if no ceiling is installed,unless otherwise noted. BEARING w.. 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 verticallyunless indicated otherwise. l number where bearings occur. Min size shown is for crushing only. y 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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. IIIBCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013