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Plans (13) N17- 6- � MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON 8256-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: 1(3625227 thru K3625269 My license renewal date for the state of Oregon is December 31,2017. �Ep PR <cs f4GlNE4\ � ct 89200PE L4 4 OREGON , '0 qy 14 SFR R ILS- 6 • August 31,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 9140TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 190 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"0C. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-04 8-04 T T T 12 IIM-4x4 12 14.00 7 n. ' 14.00 /11\ o Aill 11111\11LKI4 o inI o o M-7x6 M-7x6 of o.v PR°Fe.° 1-00y j 16-08 1-00 kyr . 0�.� 89200PE r JOB NAME : POLYGON 8256-A - Al . 4 Scale: 0.2852 WARNINGS: GENERAL NOTES, unless otherwise noted, OOREGON 1.Builder and eradlon canbeobM r. OM dvis be advised of d ell OeneNotes as 7.ThIs design based only upon the paremeter..hare and b for en bdMduel a Truss: A l and w.mings before mmnePucdcn cbmtneneae. building component.Appna.buly of design paremebrs and proper2.254 comproeelen web bracing mu.l be b is ed when Warn+. bcoporstlon of component h the responsibility«Or.budding designer. �/'\�•7 y A 2,0��``^ is 13.Additional lampoon.bracing to Insure stability during durinC011.11.110113.Design assumes the top end Milan chords to be laterally bead SI �,/ Y b tlae napon.lbary d Hro.reela.IWNacrui pamunent bredrq« r c.c.and at 1m e.c.respectively unless bread throughout thee length by 44'DATE: 8/31/2017 tie overall embus is the resew of the building designer. 20 sp.I d ging or such e.ming re aired ng(...nd/a drywNllBC>. �'R R I,-`"- 3.3z imp.d bridging m Moral homing required when.frown+• SEQ.: K3625227 4.No bed should be applied to any I un5 after al bracing and 4.In.t.N«ion of truss Is the responsibility of the respective contractor. fasteners an complete and at no lamed any lads greater man 5.Design assumes Pusses are to be used Ina nencormbe environment, design bad.M.pilled to any aml»Mnt and are for•dry condition'«ua. TRANS ID: LINK 5.canparn.hesneanlden and..sim..nenepmn.rowryfame 6.De.qnassumes full bearing etaflwppauM . wn.Sldmerwedge If EXPIRES: 12/M/2017 necessary. 1abdatien.handling,shipment and%deflation of components. 7.Doal.n assumes adequate drainage 1s provided. August 31,2017 6.This design is furnished subject to the limitations sal fold by 6.Plates shall be loaned on both ha.of truss,end placed eo thele center TPIMRCA In SCSI,copies of which wR he furnished upon request lines sdndde with pint anter tine.. 8.Digits Inflate size of plate In Inches. MITek USA,IncJCompuTnla Software 7.6.8(1 L}E 10.For basic conecbr pleb dais"value.sou ESR•1311,ESR-7O68 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 618BTR LOAD DURATION INCREASE = 1.15 1- 2=( 5) 86 2- 8=(-87) 991 3- 8=(-271) 279 BC: 2x9 KDDF 610BTR SPACED 24.0" O.C. 2- 3=(-711) 210 8- 6=(-72) 386 8- 9=(-264) 526 WEBS; 2x4 ROOF STAND; 3- 4=(-552) 277 8- 5=(-271) 279 2x4 DF STAND A LOADING 4- 5-1-552) 277 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-711) 210 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PIP 6- 7=( 0) 86 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL- 25 PIF 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" -150/ 819V -294/ 294H 5.50" 1.30 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 8.0" -150/ 819V 0/ 0H 5.50" 1.30 RODE ( 625) BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.100" 8-04 8-04 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" T T - MAX LL DEFL = -0.002" @ 17'- 8.0" Allowed - 0.100" 4-02-08 4-01-08 4-01-08 4-02-08 MAX TL DEFL - -0.003" @ 17'- 8.0" Allowed - 0.133" f f fMAX TC PANEL LL DEFL= -0.022" @ 10'- 1.5" Allowed a 0.398" MAX BC PANEL TL DEFL - -0.031" @ 3'- 9.4" Allowed - 0.502" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 77 7\14.00 MAX HORIZ. LL DEFL- 0.006" @ 16'- 2.5" 9 4.0" MAX HORIZ. TL DEFL - 0.009" @ 16'- 2.5" * i Design conforms to main windforce-resisting system and components and cladding criteria. . sn Wind: 190 mph, h-24.1ft, 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 3 Asstsk• Ar ik 0 0 o ••M-3x4 M-3x8 M-3x4 0 y 8-04 y 8-04 y '<(' t� P F1 oPeSO y k �5` LNG I N11E� /O 1-00 16-08 1-00 l,V� "� `.. 89200PE -r JOB NAME : POLYGON 8256-A - A2 Scale: 0.2496 -!( i' ' >/ B,Ade,e Dml.dogee NOTES, unless n enviae teparsmet., '7 , ,OREGON ��" Truss: A2 1.Sulde end erection connector should be edwsaa of all Ge rord Notes 1.Thle ceders Is based only upon the persmal e,shownand la for an I ldMduN and Wandngs before eonebuetnn commences, building component.Applicability of design parameters and proper 20�P� 2.204 compression web bracing must be installed where Thum... Incmporegan of component h the respanegd8ty of the building designer. //� A 3.Additional temporary bracing b Incurs.tebmty during construction 2.Design mum.the lop end bottom chords to be laterally brewed el O 4 Is the responsibility of Ire ludo.Addgbnal permanent bracing of 2'o.e,and x170'me.nespenin respectively unless braced throughout their length by MFR ll FiA- DATE: 8/31/2017 rmgdn g(TC)and/or drywan(SC). I' the ovareA ewduro Is the responsibility o/IM building tlaalgrhw. nunuaua sheathing such as plywood sheathing(TC)1,Za impact bridging or talent bnchp required when shown 4. SEQ. : K3 6 2 5 2 2 8 4.No wed shouts be applied to any component ens ager e8 bracing and 4.In.tlialon of truss Is the responsibility of the respective connector. fasteners ere complete end al no gins should sny loads greeter Own S.Design assumes buses.are to be used In a noncorrosive environment, TRANS ID• LINK design beds be.ppledt any component- end are for•dry condition•of use. 8.CompuTnrs has no onbol over and assume.no responeibrty for the 8.Design assumes full bearing el ace supports shunt Snwh or wedge 0 EXPIRES: 12/31/2017 fabrication,handling,shipment end installation oiaompenems. 7.Design asewnes.dequelemein.geIsprovided. August 31,2017 8.This design Is bn4ehed subject to the Bnkalone sat forth by 8.Plates shell be located on both laces of truss,and placed so their center TPIM7CA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center line. MITek USA,Inc./Com uTrus Software 1 L 7.8.8 IL Digits bdiute sin of elide b Inches. p ( )-E 10.For basic connector piths design value.see ESR-1311,ESR-12100(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-08-00 GIRDER SUPPORTING 39-09-08 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq-1.00 TC: 2x6 KDDF 416BTR 16-08-00 GIRDER SUPPORTING 11-04-08 FROM 13-00-00 TO 16-08-00 1- 2-(-7062) 1582 1- 6-(-1002) 4340 2- 6-( -650) 3230 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-(-4858) 1250 6- 7-(-1006) 4356 2- 7-(-2068) 586 WEBS: 2x9 KDDF STAND; 3- 4-)-4856) 1248 7- 8-(-1004) 4630 7- 3-(-1806) 6976 2x6 DF SS A; LOADING 4- 5-(-7494) 1720 8- 5-) -998) 4608 7- 4-(-2522) 730 2x6 ROOF 02 B LL - 25 PSF Ground Snow (Pg) 8- 4-( -874) 3934 TC UNIF LL( 50.0)+DLI 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 8.0" V TC LATERAL SUPPORT <- 12"OC. UON. BC U14IF LL( 472.4)+DL( 391.2)- 813.6 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12^0C. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 12'- 0.0^ TO 16'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 117.2)+DLI 79.7)= 196.9 PLF 13'- 0.0" TO 16'- 8.0" V 0'- 0.0" -1689/ 7480V -257/ 257H 5.50" 11.97 KDDF ( 625) 16'- 8.0" -1543/ 6856V 0/ 0H 5.50" 10.97 KDDF ( 625) J� ( 2 ) complete trusses required. ADDL. BC CONC LL+DL- 2690.0 LBS 8 13'- 0.0" Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL \AI 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /J(\/](\ 6" oc in 2 row(s) throughout 2X8 bottom chorda, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR 30 PSF LIVE LOAD. TOP MAX LL DEFL- -0.040" 8 4'- 6.4" Allowed - 0.787" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL- -0.080" 8 12'- 1.6" Allowed - 1.050" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.010" 8 16'- 2.5" MAX HORIZ. TL DEFL - 0.022" 8 16'- 2.5" 8-04 8-04 T T .1 Design conforms to main windforce-resisting 4-08-03 3-07-13 3-07-13 4-08-03 system and components and cladding criteria. Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 M-5x12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, 14.00 7 \14.00 load duration factor-1.6, 3 5.0" Truss designed for wind loads IN in the plane of the truss only. Ai Ir M-3x6 M-3x8 z M-8x14 ��M-8x14 o f t iia ll 'ik o BTAIIIIIIIIIIIIIIIIIEEIIIalE ' - 7 1 6 7 8 5 0 o M-3x12 =M-10x10 I , M-5x12 to +24904 pVA y y y y � �Nsn 4-06-07 3-09-09 3-,09-09 4-06-07 CEC / l y \� RR <?/,9 16-08 89200PE r JOB NAME : POLYGON 8256-A - ' A3411111 jV Scale: 0.2217 • ar WARNINGS: GENERAL NOTES, union othendnnoted: • OREGON 4,/� 1.Builder and erection contractor should beadvl ed or.S Omani Notes 1.This design Is based only upon the peramelere shown end b Por an Individual Truss: A3 end Warnings before owwhwibn apnamnca building component Applicability a design promoters and proper ��j �V/� � '` 2.204 compression web brazing s uetL,.Installed seem slams+. Incorporation of component b the responsibility a the bulldog designer. O y 14 '1°' + 3.AddIlbn.t temporary booing to M IdaN81y during construction 2.Design assumes the lop and bottom chorea to be Wordy braced at Y ( � Is thanWansNNty of the ander. rot psmnraml br.dnp of 2'oz.and.110 8.a.respectively union braced throughout Weir length by 1� ` .3. DATE: DATE: 8/31/2017 sus men°EWA.A the empanel of We bu°dkro dol conmact emittingeachbracing reod quired where 0aryw.lkmcl. � �1,1,-`". goon. 3.20 impact bridging or lateral booing nglarod when shown++ SEQ.: K3625229 4.No load Ahmad be eppi.d IN any until aft.,all booing end 4.Iotellelton of bun h the raepon•MIIy of the rnpec1M contractor. fasteners me complete and el no Mount any bade greater than 6.Design aswmee busses an to be used In a iron-aanoire environment. design bads be applied to any wr"#oeanl cod aro for'dry condition.of use. TRANS ID: LINK 6.Campnlmnro she.nocontroloverande.aumnospansbmyforNs I.D°•�••cont..Mb..dg.lel.ppanaahown.Shim arw.dgell EXPIRES: 12/31/2017 neosm•. labrtoalbn,handl% na dpmeM and components. 7.Design assumes edentate,coinage Is provided. August 31,2017 S.This design b hmbhod subject to the Imitations rel forth by S.Plates shell be looted on both Mees of Suss,and placed so tiler center TPBWTCA In SCSI.wpbs of which will be haSehed upon request. lines coincide with joint center Inn. Mflek USA,Inc./Com Trus Software 7.8.B1L I.ForDigiasc con.caaptedeer use, (xl ( }E 10..DorbWocate els connector plate tls.gn vsMssee ESR-1311,ESR-18811(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / TC: 2x4 KDDF 915BTR LOAD DURATION INCREASE - 1.15 BC: 204 KDDF 914BTR 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-23.3ft, 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 PSF load duration factor-1.6, Truss designed for wind loads LL - 25 POE Ground Snow (Pg) in the plane of the truss Only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on Continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 7-00 1' 1' 1' 12 12 IIsi-9x9 14.00 7 3 \14.00 Alk 01 0 2 ealSs V o /is-7x6 M-7x6 0 1 b ��d PR OFFS • 1-00 14-00 y1-00y r ' rGNGINEEo9 us /,-, �' 89200PE 9r" JOB NAME: POLYGON 8256—A — B1 f Scale: 0.3108 / ISO WARNINGS: GENERAL NOTES, anise Mende noted: "9 OREGON ��fr Truss: B Z 1.Builder,,. erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown end b for an individual / b and Warnings before bracing commences. building component swn Applicability of design peramelen end proper f/ w 2. �A 2.2z4 compression web bracing must be Installed where shown s, r000rporegco of component is the responsibility of ms building designer. IO ^� y 4 V 3.Additional temporary bracing to knurl debility during construction 2.Design assumes ms lap and bottom sheds la be laterally braced at Is the responsibility of the erector.Additional permanent bracing of r o.a.M al 1a e.a respectively antes.braced throughout Melt length by 40. MSR n f`�. DATE: 8/31/2017 the overall b thenepondagfy of the building designer. continuous sheathing etch es plywood ehealhlrg(TG)and/or drywall(BC). 3.2a impact bddgrog or latero bracing required when shown.. SEQ.: K3 62 5 2 3 0 4.No row should be applied to any component anal after all bracing end 4.lne dation of wee le the responsibility of the respective contractor. fasteners are complete and at no Ikon should any roads greeter men B.Deign assumes busses ere to be used In a non-orroahe envim roam. TRANS I D: LINK design meds be applied to any component. and are for•dry songlike of use. 5.Cron nln.s has no control over and assumes no reWaidbRty for the 8.Design assumes hug bearing at e8 supports shown.Shim or wedge ifEXPIRES: 12/31/2017 nammfabricalbn,handling,shipment and knldielion of component. T.Designammo*adequate d,emege h;podded. August 31,2017 8.The design Is furnished weed to the Amllagone eel farm by 8.Plates shag be touted on both laps of baa,end placed so their center TPINITCA In BCSI,copies of which will be fundshed upon request lines colndde with Joint center Anse. MRek USA,IncJCom uTnla Software 7.8.8 tl g.Digits Indicate sire o1 plate In Inches. p ( )•E 10.Fm bask connector pi=le design values se*ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 209 KDDF 416BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 416BTR SPACED 29.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. 1 WEBS: 204 KDDF STAND LOADING Nota:bears design requires continuous bearing wall for entire span DON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD - 32.0 PSF • BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PIP the structural system for imposed seismic loading is M-4x9 where shown; Jts:1-4,4-5 the responsibility of the engineer of record. 1 2 --/ LL- 25 POE'Ground Snow (Pg) -- I I Design assumes shear panel to align with verticals r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OI6 O enen O 4 IB O m m D\--I f- ///////////// 3 5 y y ��ED P R 0p��,. 1-10-04 ,SO' Gt NFF� Si0� �" 89200PE v JOB NAME : POLYGON 8256—A — BP1 `vi Scale: 0.4238 /'� ''• WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �'s, 1.Bulkier and erection oonbedor should be advised a NI Oe.rsl Nobs 1.This design N based only upon the parameters sham and H for an IndMdu. Truss: B P 1 and warning.before wn.urxmll eorin.na.s. building component.Applicability of design parameters end proper 2.2a4 oarpr.°.Nn web bruin.mutt b.ibldm.wh.m.twwn.. Incopors6on of component N the rsep.,.bley of the building designer. <0'Pt- /Y 1 4 2'�„,,,.v...•- 3.Additional Nmpor°ry bre*"to belie stNBe*during construction 2.Dselpn aeunws the top and bottom chords b M laterally bored at V - a B.mwasdbety oftM.,boloe.Addeonet permanent bracing of continuous n.a end et.ora muchawa a. v.'s d.hs.0dsced(TC)o,d makoen)Br). 'E R I►_L. DATE: 8/31/2017 Bw eansOaWoar.btlw napalm am.buMlnp aedg.r. o Onpo °h0°'s"°la lbrequired .hasadng(Tc).,rdler ayw.IgBq. 7.Ea bnpsd bridging a ng requir dwhe a ehoww.. SEQ. : K3625231 4.NoNod eh.sampspirted to00,,y. untmerall bredngand 4.m.annBonaWehmereapon.BsadIs.resp.dt..cadraa«. Inters ere templet.end M no tees should any bade greeter than 6.Design assumes buss.ars to be toad In a non4corroelve environment, design loads be spelled to any component and aro for'dry condition'at.. TRANS ID: LINK 6.CawuTnphn wmadeer.ddeurt.amneponNbgryfa the e.D.Nna. . umNIbearing°l.wpport.shown.Shimorwedge. EXPIRES: 12/31/2017 ce°.ry. fabrication,handling,sidemen and installation of components. 7.Deign assumes.adrainage Is provided. August 31,2017 6.Thin design a furnished suq.ch to Be kma6o.set form by B.threes shall be locatednd Os on both recs.a Wee and pissed so the.center 9 TPBWTCA b SCSI,mole.ofwNeh we be hxnlehed upon rawest Ones coincide with joint canter Ane. 9.Mfiek USA,Inc/Com True Software 7.8.81L E10.Digits esondicate dileapeaeIn Igde. PO ( } For bask canneam pat.tleInches. .ESR-7371,E814-1868(MReir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacini TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. UON. LI.) 25.0)+DL( 7,0) ON TOP CHORD m 32.0 PSF bearing wall for entire span UON. BC LATERAL SUPPORT <=.12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading M-4x6 )IM-4x4 Y P is the responsibility of the engineer of record. f 1 2 LL - 25 PSF Ground Snow (Pg) 1 I Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. w. 11)14-4x4 `� ti ‘.o UM—4xi I8 l o `o i, o rn cn - /////////i.// 3 5 M-4x6 IIM-4x4 p y 1-10-04 y ��rw G'E' /O,y. 15? `tee T li �' 89200 P E ter' JOB NAME : POLYGON 8256-A - BP2 � - �----- Scale: 0.4083 —lige WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor Should be adWeed of all General Notes 1.This design is based only upon Me peremsters shown end b loran individual 1j OREGON 1IV (e� Truss: BP2 and WenAngs before construction eanmenus. building component.Applicability or design4 paramelen end proper 41 2.2e4 compression web bredng must be Installed when shown•. Incorporation of component h Me responsibility of Me building designer. <0 '</ - y 2-°� �4 3.Additional temporary bracing to Insure Nabiaty during construction Z.Design eaeumec Me hep end bottom cicada b be laleralty broad at O 14 4 la Me responelblety of the erector.Additions(permanent bracing N 2'o.e.and at 10e.o.e.nap,a. unless braced throughout their)origin by MSR R 11-�- DATE: 8/31/2017 Ma overall elnxtero is the responsibility N the building designer. continuous bridging en lateral such as plywood required where g(TC)nen u• drywell(BC). 4.No bad should be applied b any component ung after Ni bradng and 4.InNeImpact albn of WI�h to rosponeiNA�IMe respecthe contractor. SEQ. : K3 62 rJ 2 3 2fastener.em complete end al no One should any loads greater then 5.Design assumes busses are to be used in et non.nnosive envhomnenl, TRANS ID: LINK design loads be applied to any component. end aro for'dry condition'.of use. 6.CaopuTfua hes no contra over and assumes M responsibility for the It Deei assumes NO bearing et all supports Shawn.Shim or wedge If EXPIRES: 12/31/2017 nemfabrication,handling.shipment end In.laSalie of components. ry• T.Petgnassumes adedon drainage l.Inns, August 31,2017 S.This design I.furnished subject to Me Ilmtiatiana eel rain by B.Plates shop be located on both laces N Inns,end placed co Mek center TPI/TCA in SCSI,copies NwNch will be furnished upon request Anse coincide with joint center Anes. Web USA,Inc/Com uTrus Sollwero 7.8.8 iLE H.Digits Indicate she delete In Inches. P ( ) 10.For bask connector plate design values ase ESR-1711,ESR-19513(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 9l6BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD- 10.0 PSF All connections and attachments of components to form TOTAL LOAD,. 42.0 PSF the structural system for imposed seismic loading is M-4x4 where shown; Jts:1-4f4-52 the responsibility of the engineer of record. /- -/ LL- 25 PSF Ground Snow (Pg) -- 1 Design assumes shear panel to align with verticals -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -i 1 I 'N-I IIS 6 0 4 1 I o co co • I 11 3 5 1 l ,�? .° PRO��ss 1-10-04 1..5 " NEF9 /42 c :9200PE �< JOB NAME : POLYGON 8256-A - 'BP3 � Scale: 0.4610 "' 4 Iii WARNINGS: GENERAL NOTES, unessothentse noted: J OREGON /e� 1.Builder and erection contractor.hoed Ile advised of all General Notes 1.Tits design H based only upon the parameter.sheen and is bran individual OREGON(V '�{,/ Truss: BP 3 and Warnings before construction conNenca.. Wooer/NonbIMI component. ofthe designppaMYramette a and pdesigner.° ? '"9I� 2r\ �� 2.204 compression web booing must b.Installed where shown.. 2.Deewn assume.the lap end bottom Stott,to be laterally braced at4� 14 Q. . 3.Addtbn.l itmpmary broldnp to Insure Stability during cmmmwon z es.and at ter es respectively unless braced throughout(heir length by b R a aw rewa"wnh ornw erector.AddllonY permanent Owing or continuous sheathing such sr plywood eha.Bang(Tc)ane«drys.(BC). 'I I L�. DATE: 8/31/2017 t e emelt.mblw.N the responsibility of me bufdptg designer. 3.24 Impact bridging or him&brows required where shown•. SEQ.: K3625233 4.No bad should beapplied krairycalnpyn.ntungeller all bracing end 4.brawleaonofbuss I.the responsibility orthe respective mam.amr. festensre are complete and al no Mlle Should any loads greeter than 5.Design assumes buseae are to be used M a nan-mneehe environment, and are foredo condition'of use. TRANS I D: LINK design beds be applied Io MY cerrliorllnl.5.CmnpuTna has no coned over erne assumes no responsibility for the D..gn.awme.M1 A boort p el Si supportsshown.Shimor wedge EXPIRES: 12/31/2017' antsy. fabrication,handing,shipment and f.hebaon of components. 7.Design assumes Boa edo drainage i.provided. August 31,2017 e.This design N furnished subject to Me Bnnauons wt forth by s.Platas shell be located on both twee of buss,and placed w their center TPOWFCA In SCSI,copies of witch will be Nmlehad upon request. Anes coincide with Joint center Ines. 9.Digits Indicate We ofpleb In inches. MITek USA,IncJCompuTrua Software 7.6.8(7 L)-E 10.For basic connector pleb design value.see E8R-13t t,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" spacing.at 24 "oc uplift ICOND. 2: Design checked for net(-5 psf) s n TC: 2x4 KODF k16BTRP 9• I BC; 2x9 KODF 1116BTR LOAD DURATION INCREASE 1.15 WEBS: 2x4 ROOF STAND SPACED 29.0" O.C. !COND. 3: 250.00 ELF SEISMIC LOAD. LOADING Note:Truss design requires continuous LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,I 7.0) ON TOP CHORD= 32.0 PSF TCbearing wall for entire span UON. BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD- 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 92.0 PSF systemposed seismic loading is -M-4x4 M-3x4 the structural for imposed the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) ® Design assumes shear panel to align with verticals IIILIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oaII I M-4x4 co o6 c, r IIM-4x4 II 0 9 h 0 h r IM Mr IIII 3 5 754—4x4 M-3x4 to PROF y 1-10-04 y �' GINF.w 89200PE 04. �r JOB NAME : POLYGON 8256-A - BP4 Scale: 0.5009 /}. WARNINGS: GENERAL NOTES, unless omarM°e noted: Sr 1.Silkier and erection contractor should be.dNs.a of NI General Notes 1.This design Is based only upon the parameters eshownand Is M an WWI* 7Lj+ ,�OREGON alt, Truss: BP4 and wemmgs before construction commence.. bidding component.Applicability of design parameters and proper 1 2.204 compression web bracing must be metalled where shown e. Incdporelbn A component Is the responsibility of me bulking designer. /O q y 14 e a��4 3.Additional Temporary bracing to mean stability doing canalmcdon 2.Design assumes the top and bottom chords b be laterally braced el 4 1 Is the responsibility of IM erector.Additional permanent brining of 2'0.0.and et 10'o.o,respectively unless braced throughout t hey length by (/��. DATE: 8/31/2017 the ovens structure Is the responsibility of the building designer, 20 impact cos sheathing such as plywood sheathing(7C)ands dryxall(BC). �`R R I L`' 3.20lmp,d bridging or lateral bracing required where shown v SEQ.: K 3 6 2 5 2 3 4 4.No bed Mould be applied to any component unlit eller all bracing and I.1nslsile8on of hues Is the responsibility of me respective contractor. fasteners are complete and at no time should any toads greeter than 5.Design assumes trusses ars to be used In a non-mrmsln.environment, TRANS I D: LINK design load0ds be applied to any component, and are for'dry condition•of use. 8.Conpu7has no control own and assumes no roeponahgiy far me 8.Design assumes Poll beedng at e1 supporta shown.shim or wedge N EXPIRES: 12/31/2017 febrBon,handling,shipment and installation of components. necossary. W B.This design is Nmished subject to me limitation set forth by 8.Design 1shall bem°toe:located onbquate oth fe es ge oftruss°end placed on throb center August 31,201 7 TP W7CA In SCSI,copies of which 041 be furnished upon request. Anes mindda with joint center lines. MRek USA,InWCompuTrus Software 7.8.8(1L)-E 9.Digits Indicate ala.of plate m mores. 10.For bask connector plate design values sae ESR-1311,8318.1988(Mfyek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 RUDE 916BTR LOAD DURATION INCREASE a 1.15 BC: 2x9 ROOF E1613TR SPACED 29.0" O.C. ICONS. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF All connections and attachments of components to form TOTAL LOAD- 42.0 PSF the structural system for imposed seismic loading is M-4x4 where shown; ,Its:l-4,4-5 the responsibility of the engineer of record. 1 2 LL- 25 PSF Ground Snow (Pg) 1- illi\ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. Note: Attachments as stated above must account REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design assumes shear panel to align with verticals 4 IF o Ol G1 I \El 3 5 y )' ,it,Ep P R p,r 1-10-09 �� NGI NE9 /��' 1" 89200PE �<' JOB NAME : POLYGON 8256-A - BP5 Scale: 0.4211 ANNA10 WARNINGS: GENERAL NOTES, unie.s auronNee noted: 1.BWder and Nedbn co/limier should be.drlaed of an Genera Notes 1.1Th design is based only upon the parameters shown and le for en Mdndud p nO R EG O N �[ti� Truss: B P 5 and Warnings Mtge san.M,won ss nramwaa. building ndenrwretnn of component. Applicability component Y ms�resesign parameters of m.building g designer. +�,/��"7 r y Z,a��"'�'- 2.zee compression web bracing must be Installed when shown•. 2.Design assumes ms top ane bottom chords a M laterally braced st V ! ('�, 3,Additional Nmpmery b,.OHS b bears MebGy during cenehuetlon • T o.c and et 10'oc.respectively unless braced throughout their Iengm by b `J the responsibilityd IM starter.Additional permanent braking ng continuous sheathing such as plywood shealhing(TC)andfor drywdl(BC). E. R10,t0, DATE: 8/31/2017 Sn over.A esudure a the nWonsl yid the building designer. d,2x Impact bridging or Wend bracing required when shown n• SEQ.: K3 6 2 5 2 3 5 4,No bad should be applied berry M mho after al bracing end 4.Inststlason of hoes is the raspencMAly of to rnpedM contractor. fasteners an complete end Y no should eny beds greater then 5.Design assumes busses Cr.to be used In a nal-cumostw environment, design bads M sPPINe a any component we bray condition.of use. TRANS I D: LINK 5.CanpuTnn hes no control over am pawns*no reasonability for me 8.Design assumes full Mating el ap supports shown.Shin:m rodge If EXPIRES:- 12/31/2017 abrkanon,handing,shipment and Installation d components. 7.Deslpwssumes ed.guete drainage is provided. August 31,2017 S.This design is furnished subJ.sI to the limitations sat forth by S.Plates coal M Waited on both faces of blues,and placed so their center TPNATCA M SCSI.copies d which roll M furnished upon request. lines coincide with Jdnl center lines. 5.Digi.Indnate etas of pieta In Moho.. MITek USA,Inc.ICompuTrua Software 7.6.11(10-E 10.For but connector pate design values see ESR4311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 !CODE 916BTR LOAD DURATION INCREASE - 1.15 1- 2 (-1020) 292 1- 9=(-109) 665 2- 9=(-226) 246 13- 6-(-21) 124 BC: 2x4 KDDF A1&BTR SPACED 24.0" O.C. 2- 3-( -874) 360 9-12-( -77) 586 3- 9-(-181) 398 WEBS: 2x9 KDDF STAND 3- 4-( -504) 286 10-11=( 0) 0 9- 4-(-191) 114 LOADING 4- 5-( -519) 311 11-13-( -1) B 4-12-(-161) 99 TC LATERAL SUPPORT N- 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-( -928) 316 13- 7=(-122) 602 11-12=( 0) 82 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-1073) 257 12- 5=(-118) 375 TOTAL LOAD- 42.0 PSF 7- 8-( 0) 86 12-13=(-120) 605 OVERHANGS: 0.0" 12.0" 12- 6-(-255) 210 LL - 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 942V -259/ 256H 5.50" 1.51 KDDF ( 625) 22'- 5.2" -185/ 1062V 0/ OH 5.50" 1.70 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. 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 f fMAX LL DEFL .. -0.020" 0 10'- 9.5" Allowed- 1.076" MAX LL DEFL - -0.002" 0 23'- 5.2" Allowed = 0.100" 3-09-02 3-06-06 3-06 3-06 4-09-12 4-04 MAX TL DEFL - -0.003" 0 23'- 5.2" Allowed - 0.133" T T 1' 1' T 1' T MAX TC PANEL TL DEFL - 0.055" 0 16'- 6.8" Allowed - 0.725' 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-5x6 M-3x4 M-3x6 14.00 7 \14.00 3 4 5M-5X6 MAX HORIZ. LL DEFL - 0.012" @ 21'- 11.8" 3 MAX HORIZ. TL DEFL - 0.019" @ 21'- 11.8" 44111111 y ��' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-23.5Et, TCDD-9.2,BCDL-6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(DiL), load duration factor1.6, 0 Atilti&t a \HI Alk\ Truss designed for wind loads in the plane of the truss only. :::132;6x4x6M-1.5x4 M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural tap chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are IlltkLM permissible at inlet board areas only, o t 1 !11!'I' -3x69 12 o M-3x4 M-3x8 tiaiiiiimia .24 +� I 1011 13 0 M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 J. l l b l 7-05-04 6-08-08 4-11-08 3-04 J. b Y J. )' 13-10 yy 8-07-04 y-0o jD PROF 19-00 0-02 8-05-09 b ��s'0 GIINFF0,,,(1/ , J, 22-05-04 (V -d" ,c' 89200PE �r" JOB NAME : POLYGON 8 2 5 6-A - C 1 -411P/�,.- Scale: 0.2264 - , �/ ' Q GENERAL NOTES, onlaee olherMas noted: WARNINGS: OREGON � Truss: C 1 1,Builder and erection ca lrectar shoos be advised al eA Omani Notes Tela Ing 00 h based only upon me para nelere ehox and is ban Individual and%whinge before construction commences. Wilding component AppllwbAly of design promoters and proper a^ 2.204 compression web brsdnp must be installed where shown.. incorporation of oamponen le the nrsponarolNy of t,.Wilding designer. /0 X/y 14 2,°4 3.Atldillonsl temporary bracing to aeon steblay dieing construction 2.Design assumes the top and bottom chords to be laterally braced el Is Ma nsponsadEly of the erector.Additional permanent bracing of Z c.c.end a110'Dasa nsOaelNey unless Ens.4 throughout their[moth M by .'� I L� DATE: 8/31/2017 9,s overall structure la the nsponelbi y of the building design". cenuneous eheelhing such es plywood sheathbg(TC)and/or drywall(BC). I, 3.24 hewed bridging I.lateral bredng required where shown•• SEQ.: K3 6 2 5 2 3 6 4.No road should be applied to son component until alter an bracing and 4.Installation of gun I.the reeponsibinly al the respective contractor. bestehen,are complete and a1 no 8mte should tiny toed.greater than 5.Design assumes busses are to be used In a non-canosive envhonment TRANS I D•• LINK design loads be applied toany camponenL and are for'dry condition'"fuse. 6.OonswTnn has no control oneend assumes no m pan AP y for the 8.Design assumes full beefing at ail support shown.51110 or wedge If EXPIRES: 12L31/201.7 lebrkellon,handling,shipment end IneIeileUen of components. T.Design assumes adequate drainage Is provided. August 31,2017 8.Thls design is furnished subject to Ne lineations ad fort by 8.Plates shall be located on both feces of Rues.end placed so Ihek center TPUWTCA In 803),copilot ofwhich will be furnished upon request. Thee coincide with joke canter linea. M(Tak USA,Inc/Com Trus Software 7.8.81 L s.Digits Indicate eke al piste In Indo.. PV ( E 10.For basic connector plate design values see ESR-7311,E38-1988(aRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 MODE 916BTR LOAD DURATION INCREASE - 1.15 1- 2-(-1021) 292 1- 8-(-132) 695 2- 8-(-226) 245 11- 6-(-259) 218 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-( -875) 359 8-11-( -77) 617 3- 8-(-181) 424 12- 6-( -22) 124 WEBS: 2x4 KDDF STAND 3- 4-( -520) 295 9-10-) 0) 0 8- 4-(-185) 116 LOADING 4- 5-( -528) 311 10-12-( -1) 9 4-I1-(-168) 97 TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( -930) 340 12- 7-(-121) 606 10-11-( 0) 82 BC LATERAL SUPPORT <- 12"OC. UON. . DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-1074) 278 11- 5-(-145) 410 TOTAL LOAD- 42.0 PSF 11-12-(-119) 608 LL- 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -138/ 942V -239/ 244H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 5.2" -139/ 942V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T 4 'f 1' MAX LL DEFL - -0.020" 8 10'- 9.5" Allowed- 1.076" 3-09-02 3-06-06 3-06 3-06 4-09-12 3-04 MAX TC PANEL TL DEFL - 0.050" 9 16'- 6.8" Allowed - 0.725" T f I 1' 1 f 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL - 0.013" 8 21'- 11.8" M-5x6 M-3x4 M-5x6 MAX HORIZ. TL DEFL - 0.021" 8 21'- 11.8" 14.00 T 3 4 5 \14.00 4i4� Design conforms to main windforce-resisting 1111 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, MWFRSIDir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. /5x3 M-3x4 • 4'AL 0 -80o M-3x4 M-3x8 isimmemmina; -'(N 910 12 "r..7 0 M-1.5x3 M-3x4 M-3x4 o M-5x8 J, ), 1 b l 7-05-04 6-08-08 4-11-08 3-04 ), J. y 13-10 8-07-04 `, ED Pf�Q�C. 14-00 0 y02 8-05-04 y �`C�� G G,I NE •�'• 22-05-04 cNJ r. V8N9200PE fir" JOB NAME : POLYGON 8256-A - C2 _ Scale: 0.2413 -.14111111" • WARNINGS: OENERAL NOTES, unless othewl.enoted: -7, OREGON �� 1.&Odes end erection contractor should be*Mind of all General Notes 1.Tris design b Mead only upon 8»parameters shown and N for an b,dMdual Truss: C 2 and Wemrg.bolos construction commences. building component ApplkabeIy of design perimeter.and proper 1' /� 2.204 compression web bracing must he legged when shown.. - incorporation d component h IM responalegry of the bulging designer. ��/'1 r A ZV.��-'�"� 3.Additlansi temporary bracing to Mouse MWWIy during construction 2.Design assumes the lap and beton chords to be laterally bncsd al �i I.IN ruponsbaly of the erector. nbnal permanent bed of rim end N IC aft.respectively unless braced throughout their length by b t� `_ n8canhlnumue ah.elMng cud,as plywood shntllnp(TC)en&oo drywsil(BC). r 1 R I DATE: 8/31/2017 the morel structure is Ste n pf Ms building designer. 3.2.Impact bridging or Mere!Owing required when shown+• SEQ.: K3 62 5 2 3 7 4.No lasd should be applied to airy am anl ung at.,ell Magog and 4.Instalbton of bon h Me responsibility of the reepecllw contractor. fastener.an tenger and al no sloes any keds greeter Oen 5.Design assumes busses are to be used M a non-corrosive environment, design beds M...Ned la any 1 end ere la'dry coronion'of use. TRANS ID: LINK a.Design aaaumeshal bearing.1 el supports shown.Shim awedge t 5.canp0Tnehes nocontrol over and 5umnnaa.pah.bRlyb.the necessary 12/31/2017 leeimagon,handling,.Npmsn.rd M.walhn of components. 7.Design memos edegO.le drainage Is provided. August 31,201 7 6.This design h furnished subject to the Omtasone.al farm by e.Plates shall be!meted an both ons or truss,and plaOd u IMO canter TPIMTCA M SCSI,copies ofwhch will be furnished span request OMs coincide*8,joint canter Ones. 8.Digits ingest..l.nt of pate In Inches. MITek USA,InciCompuTnn Software 7.6.B(1L)-E 10.For bub connector pleb design value.see EBR.1311,ESR•11168(MI7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-05-04 GIRDER SUPPORTING 11-04-08 FROM 0-00-00 TO 5-00-00 INC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 816BTR 22-05-04 GIRDER SUPPORTING 23-08-00 FROM 6-00-00 TO 22-05-04 1- 2=(-7442) 1658 1- 8=(-1090) 4436 8- 2=( -38) 272 11- 6-(-1692) 446 BC: 2x8 KDDF 41&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-7008) 1664 8- 9=1-1090) 4432 2- 9=( -106) 222 6-12=( -286) 1408 WEBS: 2x9 KDDF STAND; 3- 4=1-4710) 1232 9-10-(-1060) 4450 9- 3=( -856) 3676 6-13-(-7906) 1752 2x6 KDDF 92 A LOADING 4- 5-1-469B) 1254 10-11-( -842) 4038 3-10=(-2610) 778 13- 7-( -102) 64 LL = 25 PSF Ground Snow (Pg) 5- 6=1-6372) 1466 11-12=1-1204) 5572 10- 4=(-1782) 6714 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.5)- 64.0 PLF 0'- 0.0" TO 22'- 5.2" V 6- 7-( -40) 46 12-13-(-1220) 5654 10- 5-(-2208) 686 BC LATERAL SUPPORT K- 12"OC. UON. BC UNIF LL( 117.2)+DL( 99.7)- 216.9 PLF 0'- 0.0" TO 5'- 0.0" V 5-11-( -622) 2890 BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 5'- 0.0" TO 22'- 5.2" V ( 2 ) complete trusses required. BC UNIF LL( 270.8)+01( 189.2)- 455.0 PLF 6'- 0.0" TO 22'- 5.2" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: ADDL: BC CONC LL+DL- 2700.0 LBS 8 6'- 0.0" 0'- 0.0" -1465/ 6554V -336/ 3756 5.50" 10.49 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 22'- 5.2" -1444/ 6494V 0/ OH 5.50" 10.39 KDDF ( 625) 9" oc in 2 row(s) throughout 2x8 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 webs, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 peE) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- -0.075" 8 15'- 1.8" Allowed - 1.076" MAX TL DEFL - -0.149" @ 15'- 1.8" Allowed = 1.435" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-09-08 8-07-12 3-00 MAX HORIZ. LL DEFL - -0.014" @ 21'- 11.8" T T T T MAX NORIZ. TL DEFL - 0.031" @ 21'- 11.8" 3-06-09 2-07-03 9-07-12 4-00-13 4-10-07 2-08-08 .1 T Q 4' T , T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-5x6 19.00 7 14.00 Wind: 190 mph, h-25.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 5.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, AEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x6 3 ). \ , //M-4x9 2 gr M-1.5x3 '9144111111 oM-Sx e4r111001.M-,At451.....116 i � N _l_ imiiir r�l�l-Ii61.111LIA ee . , - N o 1 M-1.5x3 M-8x10 100.25" M-5x8 M- x12 a�13 M-5x12 127oor =M-=.14 ��'EQ PROF b ,1, A 1 ' b b codGINE W y 3-04-13 2-05-07 4-11-04 9-04-05 4-05-03 2-10-09 y C: V. E',9 Q2 22-05-09 '� y 89200PE r' JOB NAME : POLYGON 8256-A - C3 Scale: 0.1832in �I WARNINGS: GENERAL NOTES, rml.ss atlromise noted: 'T7 OREGON �cr" Truss: C 3 1.Builder and erection conned°,should be adueed of a8 General Notes 1.This design Is based only upon the paremetere shown and h for an IndMdual ' w and Wamhgs before construction commences. building component.Applicability of design parameters end proper 6+' VI 2.384 compression web bracing must be installed where shown♦. Incorporation of component h the responsibility d the bulk8rg designer. IO y n O� �� 3.Miserel tympanic/bracing to Insure stability during construction 2.Design 04 1fFmes the lap respectively bottom chide tori snrsuralry brood al ,s 4 Ie the reeponsbli4 d the erector.Additional permanent bracing of s o.a eM a110 o.e.sod,Ce ureas.based throughout their length by ��R R'0- DATE: 8/31/2017 tins overall atruclure is the respondbgy of the building designer. continuous sheathing such as plywood Meathhg(TC)and/or drywan(BC). 3.21!mood bridging or lateral bracing required where shown • •SEQ.: K3 6 2 5 2 3 8 4.Na had should be applied to any component until after all bruins and 4.Intonation of truss Is the reeponslblly of the respective contactor. fasteners are complete and at no time should any bads greeter than 5.Design assumes busses are to be used Ina non-comocvs environment, TRANS I D: LINK design loads be applied to any component. and are for condition'or use. 5. :anis has no control over and assumes no res 8.Design assumes full bearing at all support.shown.Shinn or wedge if EXPIRES: 12/31/2017 Dong responsibility/or the a gra y. esu .I fa6ricotlen,handling,shipment and betepettes of components. 7.Deegn assumes adequate drainage Is provided. August 3 ,20 1 7 s.Ttds design is hndated subject to the limitations set IoM by 5.Plates shalt be located on both faces of truss,and pieced so Iheb center I 1/WTGA In 0DS1,coptea of which will be furnished upon request. Anes coindde with Obi center fines. MITek USA,InciCompuTrus Software 7.8.8(1LK 9.Nita Indicate elm of plate In Motes. 10.For baslo connecter piety deegn vehree see ESR-1311,ESR-1958(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2-1-202) 54 1-4-(-11) 99 4-2 (0) 122 BC: 204 KDDF 111aBTR SPACED 24.0" O.C. 2-3-1-202) 54 4-3-(-11) 99 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT O. 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. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -65/ 252V -88/ 88H 5.50" 0.40 KDDF ( 625) 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) LL- 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 ' ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL - 0.000" 6 0'- -6.0" Allowed- 0.050" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL- 0.000" 6 0'- -6.0" Allowed- 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.000" 8 0'- -6.0" Allowed- 0.050" MAX TL DEFL - 0.000" 0 0'- -6.0" Allowed- 0.067" 3-00 3-00 MAX TC PANEL LL DEFL- 0.038" 0 4'- 4.4" Allowed- 0.266" T I / MAX TC PANEL TL DEFL - 0.037" 6 4'- 4.4" Allowed- 0.398" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-06 3-06 MAX HORIZ. LL DEFL - 0.000" 8 5'- 6.5" MAX HORIZ. TL DEFL- 0.001" 9 5'- 6.5" 12 12 M-4x6 14.00 7 14.00 Design conforms to main windforce-resisting 2 4.0" system and components and cladding criteria. �� Wind: 140 mph, h-21ft, 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. AI 1" TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. p O M-3x4 M-1.5x31 '. M-3x4 l ), l 3-063-06 0-014-06 6-00 !{ 0-01/4-06 ��E;D PRoFt- co NGINEFR /44, ? 89200PE 9r" JOB NAME : POLYGON 8256-A - C2CAP Scale: 0.4848 f!!y /� WARNINGS: Ndi GENERAL NOTES, udessohenwlsermted: / OREGON <4' 1.Builder and enon connector be&rinsed of Genua Nobs 1.This design b belied only upon the weirder. N le weirder.shown end r an individual As Truss: C2CAP end Wemnge beton conelnsi0a, s. building component.Applicability or design paromelers and a 2.Al pempre.wpn web br.dn9 must w when shown•. Inoomongon d component b the neponelbNly d me Wilding designer. �/0 '47 '" 14 20� QA- 3.Additional lerpasry braobg,te M My didng consWNon 2.Design eoumse Pa tap and bollen diode bracedly unless ba isleroAy bncM el is ge reponsibity of In snicks. permanent bredng or 2'otln n.auaand e hummg such O&plywood ehaaWnp(TC Indio,AywNl(Bhoul their lengthO 1 DATE: 8/31/2017 go"orae tincture is the newel of the building designer. J.So coped brklpng or bland breokg required when shown•• filR R 1 L� SEQ,: K3625239 4.No load should bewiled to'e"y until anorid!bredngand 4.tsteOalonof Innis is the r spomAAltyofPer sp.dIe=fender. fasteners are complete and M no sltauM any bods greater hen 5.Design assume.Imam ere to be used in a non.concelea ennronmanl, design bads be applied lo any cornppnsn. and en Medi),condition`of use. TRANS ID: LINK 6.Design name.robearing el*Nappabshown.Shim orwedge l 6.CompuTru a mistimes no coned oeend mes no responsibility for Ms EXPIRES: 12/31/2017- tebdcagan,handing.shipment and bx1Nlo6on of components. 7.Design MUMS adequate drainage I.provided. August 31,2017 5.7116 design is furnished subject M he IInSa0ons Ml forth by S.Plates shall be located on boll,feces of hues,and pieced so hes center TPUWTCA P BCSI,tonins of wild,will be lomislred upon request Ines odndda will Iob,I center Ane.. 9.Digits indicate she of plate In Indies. MRek USA,InciCompuTrus Software 7.6.6(1 L)"E 10.For bask oonneolor pore design value.see E5R•1311,ESR-196O(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H16BTR LOAD DURATION INCREASE - 1.15 1-2-(-202) 59 1-4-(-11) 99 4-2=(0) 122 BC: 2x4 KDDF /16BTR SPACED 24.0" O.C. 2-3=(-202) 59 4-3=(-11) 99 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD- 10.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural TOTAL LOAD- 42.0 PSF 0'- 0.0" -65/ 252V -88/ 889 5.50" 0.40 KODF ( 625) 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) vertical members (son). LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.000" @ 0'- -6.0" Allowed - 0.050" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL - 0.000" @ 0'- -6.0" Allowed - 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.000" 0 0'- -6.0" Allowed - 0.050" MAX TL DEFL - 0.000" 0 0'- -6.0" Allowed- 0.067" 3-00 3-00 MAX TC PANEL LL DEFL - 0.038" @ 4'- 4.4" Allowed- 0.266" I' T T MAX TC PANEL TL DEFL - 0.037" 8 4'- 4.4" Allowed- 0.398" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 V 7,14,00M-4x6 MAX HORI Z. LL DEFL - 0.000" @ 5'- 6.5" 2 4.0" MAX HORIZ. TL DEFL = 0.001" 8 5'- 6.5" Aik Desitin conforms to main windforce-resisting M-3x6 M-3X6 system and components and cladding criteria. )11, Nindmph, h-21ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, (All Heightel, Enclosed, Cat.2, Exp.e, MWFRS(Di r1, load duration factor-1.6, On Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top A./ ,+j'' chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. M-3x6 -3x6 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN-SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL �r FOR CONNECTION TO BASE TRUSS. O l 0 0 M-3x4 M-1.5x3 M-3x4 1 1 1 3-06 3-06 11 ly 0-01-06 6-00 0-01-06 <�ED PRQlt (s �N5 NGINEF /0 k, - `c" 89200PE vr" JOB NAME : POLYGON 8256-A - C1CAP Scale: 0.5201 '�� ,•5.. • •4 WARNINGS: GENERAL NOTES, unless om.rnn noted: "7 OREGON �� Truss: C1CAP 1.Builder and erection contractor should be advised of General Notes 1.TN.design is based only upon the parameters shown and Is In an individual A- and warnings before construction commences. building component.Applicability of design parameters and properN l 2.254 companion web bracing must be Installed where shown n. Incerporetlon of component h the responsibility of he building desIgner. IO '9}/ 1 • 2,01\��.y=, 3.AddlbnaI temporary bracing to Insure stability during conalred on 2.Design assumes the lop end bottom dards b be laterally braced at /A !} 1 Is Ow responsibility d gra credor,Additional permanent bradng of T on end et 10'on recd,..respectively unless braced throughout Ihak length by \ R 10". DATE: 8/31/2017 the overall atngtoro I.the responsibility or me building designer. 20lop continuator sheathing such es plywood adeemmg(TC)motor drywen(Bc). 9 3.2x Imped bridging or lateral bracing required where shown+s SEQ.: K3 6 2 5 2 4 O 4.No load.hood be applied to any component until after all bredng end 4.Installation of Wil is the reaponsiUilly of the respective contractor. testeners ere complete end at no time should any loads greeter then 5.Design assumes busses are to be used In.nonconodve envimnmed, TRANS I D: LINK design lads be applied to any component. and aro far'dry coMbton•of use. 6.CompuTnus hes no control own and assumes no rospcoalblilry for the 5.Design wasu mu MI bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shlpmant and installation of components. neceanry. 7. Is H.This design N furnished subject to the limitations s.1 forth by 8.Plate shell be locaassumes ted on botherludeld.noes of nage russ rovidBand pieced so their center August 31 h 20 17 TPIMTGA M BG51,copies of which will be fumhhed upon request Ines coincide with Joint center hes. 9.Digits Indicate else of plate In Inches. MITek USA,InciCompuTrus Software 7.6.8(1L)-E to.For basic connector pule design values see ESR-1371,ESR-191113(MOck) � I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF 614BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE 014BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12^OC. UON. LOADING Wind: 140 mph, h-16.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12^OC. UON. LL( 25.0)1DL) 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD - 42.0 PSF load duration factor-1.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20-00-04 20-00-04 T 4 1 6-06-14 13-05-06 13-05-06 6-06-14 T 1' 4 4 1 12 I I M-4x4 12 7.00 p 3 Q 7.00 M-3x6(S) M-3x6(S) 411101 ## 474 0 2 o 0 I o 0 o M-3x6(5) M-3x6(S) o M-3x4 M-3x4 ' aPR0FF J, y ), ss y 12-06-08 14-11-08 12-06-08 ��Gj ONGI E X0 1-00 40-00-08 892001 E00 9 -fiw•. JOB NAME : POLYGON 8256—A — ',D1 ..41P. ,/ Scale: 0.2124 WARNINGS: GENERAL NOTES, unless otherwise reglad: 1.Builder and andbn coniracbr Mount As adweed of NI General Notes 1.This design Is based only upon We perimeters shown and h for an Indndduel OREGON L(/ Truss: D1 and Warnings before ansbuclten cdmmawes. building component Applicability of anion wranglers and proper �f A 2.1x1 aompnesbn web bndrp mad be installed Mere sheen 0. Incorporation of component N the responsibility of the building designer. G,O��7 ,4 Z°` �"�^� 3.Additional temporary braalno to Insole pabWy during oonaln0on t.Design assumes the lop and bottom chords to be IS tO P braced at Y (� Is tins reeponNbaty of IM smuts,.Additional permanent bracing of 7 ex.end at 10'or.reapedbp unless braced throughout Nets Nngm by p f-1 ‘).'<e› 2. DATE: 8/31/2017 tin wend emoure A the reepondbNty of me building design.,. imbed sheathing Wesucn as anIng reood.nseswhere shown IO- DATE: 2e imbed Went required •• SEQ.: K3 62 5 2 41 4.No load ehsdd be applied to a4'cnTpsern until after NI bndog and 4.Instaltelten of trim A the reapundblety of the resesdln contmlor. fasteners an.complete and et no Ilme rwuid any loads greater than L Design assumes busses are lobe used Ina non-corrosive environment. TRANS ID: LINK drip''loads be append to eAy component e.o a areuramea hal Ib..n of .uppon..how.Shim or if 6.Csmpurnnhasnoaannln.rend awmeanorespaWbityfenme EXPIRES 12/31/2017 fabrication,handling. n ap.etpmeend Oaten/Non of components. Cet•ass T.Design..hall be eafteddrainage is August 31,2017 S.This design is furnished ambled m me AmXatlons set forth by S.Plates shall be toasted on born/aces drugs,and placed so their center TPIMTCA in SCSI,wines of which Ml be furnished upon request. Anes caindde with pini center lines. A.Digits Indicate sin of piste M Inces. MIT.*USA,IrwlC6mpuTNe Software 7.6.6(1 LYE 10.For basic connector plate design values see ESR-1711,ESR•e938(MNes) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE - 1.15 1- 2=) 0) 57 2-10=(-155) 234 10- 3=( 0) 262 BC: 2x9 HOOF #1SBTR SPACED 24.0" O.C. 2- 3=( -248) 94 10-11=(-157) 232 3-11=1 -511) 308 WEBS: 2x4 KDDF STAND 3- 4=( -62) 463 11-12=(-326) 322 11- 4=(-1523) 713 LOADING 4- 5-1 -596) 456 12-13=1-188) 912 4-12=( -225) 898 TC LATERAL SUPPORT K= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1 -577) 459 13-14=1-392) 1299 12- 5= -109) 193 BC LATERAL SUPPORT c= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1162) 579 14- 8=(-390) 1302 12- 6=( -828) 508 TOTAL LOAD - 42.0 PSF 7- 8=(-1630) 629 6-13=1 -80) 456 OVERHANGS: 12.0" 12.0" 8- 9-( 0) 57 13- 7=( -451) 284 LL - 25 PIF Ground Snow (Pg) 7-14-( 0) 262 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -71/ 468V -260/ 260H 5.50" 0.75 ODDF ( 625) 12'- 6.5" -202/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 40'- 0.5" -140/ 1202V 0/ OH 5.50" 1.92 KDDF ( 625) !PROVIDE FULL BEARING;Jts:2,11,8 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL- 0.054" 0 27'- 6.0" Allowed= 1.333" MAX TL DEFL = -0.084" 0 27'- 6.0" Allowed= 1.778" MAX LL DEFL- -0.002" @ 41'- 0.5" Allowed= 0.100" MAX TL DEFL = -0.003" @ 41'- 0.5" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.021" @ 3'- 3.7" Allowed= 0.460" MAX TC PANEL TL DEFL = 0.043" @ 3'- 3.7" Allowed= 0.690" 20-00-04 20-00-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-08-11 6-01-05 7-02-04 7-02-04 6-01-05 6-08-11 MAX HORIZ. LL DEFL = 0.018" 0 39'- 7.0" 1' . T 1' 1. ' f MAX HORIZ. TL DEFL = 0.028" @ 39'- 7.0" 12 12 7.00 IIM-4X4 Design conforms to main windforce-resisting ''Si 7'00 system and components and cladding criteria. 4.0" 5 'K( Wind: 140 mph, h=16.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, 1' Truss designed for wind loads in the plane of the truss only. -"..:14-4x4 M-3x4 4 Is n M-5x6(5) M-5x6(5) 0.25" 0.25 3 7 .`sae +A .+ . o0 0 o o o o 1 1. 11 5 12 25 17 19 9 � ��EO P R OFFS M-3x4 M-1.5x3 1.25" M-1.5x3 M-3x4 of M-3x8 0.25" C M-5x6(S) M-5x6(S) (S) y J' G C i, ), y y `3 �N I N Lc"'4 `Sp2 6-06-15 5-11-09 7-05-12 7-05-12 I J• 5-11-09 6-06-15 �C? 1-00 40-00-08 1-00 89200PE 9�" JOB NAME : POLYGON 8256-A - D2 i /-:-le.. Scale: 0.1499 ' "a • WARNINGS: G.ThRAeNGTEb, unyupot hepsraolae: '7 ,t,OREGON �'G(� Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1,This design b based only upon pro wonders shown and Is for an mdMdwl and Waminpe before mnatrvci 0 commences. biddinIncorporation component.Applicability IO of rdesignesponsibility parameters end proper �F 2�� 2.7x4 compression web bracing must be Installed where shown+. Mmrporation of component is the responsMAty of do barring designer. I '.7 3.Additional bmporery bncaag to Imre stability dump construction 2.Design assumes the lop and bottom chords to be Wendy brecad al O /.0 le int responsibility d the erector.Additional permanent bracing of Y o.G end at IP o.0.reapae4vary wares braced o,,nolhml tlaea length by 4,1 a.,,,Fi'R10- DATE: 8/31/2017 the overall structure Is the n 2ni,rpcoalman,sheathing such en Atwood sheathing(TC)and/or dryw il(ec). epanoo,ep of the building designer. 3.2x Impact bridging or Waal bracing required where shown 4• SEQ.: K3 6 2 5 2 4 2 4.No row aha�dd be applied b any component until after all bracing end 4.Installalbn of Ince As the responsibility of the raspedM contractor. fasteners are complete end at no takne should any beds greater men 5.Design assumes Inoses are to be used In a nontorrmive enWonnent TRANS ID: LINK design bads be applied bany component. and are for'dry condition.oruse. 6.Compares hes no mmrW over and assumes no respanaibOly lor the U.Des fesassumes lug Maung al all supports shown.Shim or wedge II EXPIRES: 12/31/2017 necfabrication,handing.aIdpmenl and mmepstlon of components. 7.Design ssumes adequate Waage hi provided. August 31,20'17 e.Ws design is furdshad subject to the limitations set font by 5.Plates shell M located on Mm feces of buss,end placed so their center TPUWTCA In RCM,copies of which WI M Washed upon request Anes colndde vim)dna center Anes. 9.Digits indicate size of plata In Indus. MITek USA,InC.ICompuTrue Software 7.E.8(1L)-E t0.For basic mmedor pieta design values see EBR•171 t,SWISH(WA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF 816BTR; '. LOAD DURATION INCREASE - 1.15 1- 2-5 0) 57 2-10-1-540) 2448 3-10-(-218) 189 8-14-1-1836) 398 2x4 DF 2400E T3 SPACED 24.0" O.C. 2- 3-(-2745) 541 10-11 (-413) 2143 10- 4-( -75) 432 14- 9-) -146) 113 BC: 2x4 KDDF 81413TR 3- 4 (-2604) 573 11-12-(-300) 1768 4-11-(-506) 201 WEBS: 2x4 NODE STAND LOADING 4- 5-1-2103) 543 12-13-1-270) 1440 11- 5 ( -93) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-1511) 507 13-14-(-262) 1105 5-12-1-897) 306 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-1566) 478 12- 6-(-295) 1145 BC LATERAL SUPPORT <-12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-1-1678) 423 12- 7-(-381) 205 B- 9-( -99) 111 7-13-(-209) 203 OVERHANGS: 12.0" 0.0" LL - 25 PIF Ground Snow (Pg) 13- 8-1 -16) 563 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -203/ 1795V -275/ 331H 5.50" 2.87 KDDF ( 625) " For hanger specs. - See approved plans 39'- 9.5" -198/ 1664V 0/ OH 5.50" 2.66 KDDF ( 625) 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc soacina. 1, VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/180 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed- 0.100" MAX TL DEFL- -0.003" e -1'- 0.0" Allowed- 0.133" MAX LL DEFL- -0.125" 9 14'- 11.6" Allowed- 1.944" MAX TL DEFL - -0.204" 9 14'- 11.6" Allowed- 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-07 17-05-01 MAX HORIZ. LL DEFL - 0.054" 9 39'- 6.0" MAX HORIZ. TL DEFL - 0.086" 8 39'- 6.0" 5-10-14 5-05-04 5-05-04 5-07 8-03-09 4-05-14 4-07-10 Design conforms to main windforee-resisting 1' f 1' T 1' i' 1' system and components and cladding criteria. 12 12 7,.00 M-4x6 Q 7 00 Wind: 190 mph, h-16.Bft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 Ohh (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor-1.6, M-3396 .h(M-3x6 End vertical(s) are exposed to wind, IIM-1.5x4 ,„11,''.14444414441440,...M-1.5x4 M-1.5x4 Truss designed for wind loads M-3X6' M-3x6 in the plane of the truss only. M-3x41 , 4t M-1.5X4 MM3gc8(S) M-2.5x4 or equal at non-structural diagonal inlets. M-5x6(S) �' Truss designed for 4x2 outlookers. 2x4 let-ins 0+I.25" of the same size and grade as structural top 7 chord. Insure tight fit at each end of let-in. 0.25".0007/r11I � Outlookers must be cut with care and are M-3x6 permissible at inlet board areas only. M-3x6 M-1.5x9 140 r , M6> ii/ 1.5x3 tee\ 3 \ M-1.5x3 cu to O o c1 1 Lu 7 13 + -7/'-> o 10 11 12 44 M-3x6 M-3x4 M-3x4 1 M-3x8 M-3x4 =M-4x4 j M-3x6(S) ``•• ED PROF 7-08-10 y 7-03-01 y I7-04-13y y 8-07-01 y 8-10 �' GIN E'''.91 s/O� 20-00 19-09-08 I` !f ,� 1 00 39-09-08 ,i' 89200PE r JOB NAME : POLYGON 8256-A - El _•i'�,/r� Scale: 0.1471 rt WARNINGS: GENERAL NOTES, unless otherM.ei noted: • 1.Builder and man contractor ant advised of el General Nobs 1.Thle design a based only upon to.parameters shown and I.for an bMMdur �j OREGON/� �<v Truss: El. and Wemkps before catenation s. balding component.ApplkWMIN of design parameters and proper !•"/ N. 2.244 compression web a.dny nerd ed where shown♦. Inaaporeaon of component b the responatoely of me bulldog designer. ,/\ .1 y 1 4 2Q - 3.Ad011an.l lmporery antra to bey during coronation 2.Design assumes the lop and bottom chortle to M laterally braced el �/ 0.. H the nepanMbeay of the erector. permanent Unclog of 2'huhu end et ld ea reepedhely Wns bayed throughout Mk length by /�,/C• �J DATE: 8/31/2017 me earn sbsd0n I.b.n lb of the bredbg drama. 30 llnosl bridging oretchlbedng reutred plywood f,s,e.onodar• drywaH(SC). -'4�RpIL`,• alone 3.2.Impeol 0410 g a late,..breckp regdre.when ehowrh SEQ.: K 3 6 2 5 2 4 3 4.No bed should be ended sin no aunt'ear 9 boating and 4.In.letinon of trues Is me responelbety of the respective contractor. %stems are condole end K no *o dd any bade greeter than 6.Design assumes trusses are b be used In a noacono.Ne emtryrema, ann design bads be applied to any ere for'dry condition'of u . TRANS I D: LINK over eHa, 9.Design assume.M.bearing ales supports.sown.Shan or wedge t 6.Canna.hes n CaNd over end ratary h ns no reeponalb.er the EXPIRES: 12/31/2017 fabrimtim,handing,shipment and Ilwleaeaon of yonponenb. �.0 see T.phi..enumeeotedobothlfeg.le 505.,provided.en August 31,2 17 e.This design b furnished ehdhJM to ftp AmRetlane eel lath by B.Plates shod be boated on both fans of trues,end played w mob center TPIMITCA In SCSI,cope.of which Mite furnished upon request lines colndde with Joint anter.nee. 9. Indicate size M pleb In Inches. Mffek USA,Inc/CompuTrus Soflwere 7.6.6(71} For bale 10.For Connector pleb design value.see ESR-1311,ESR-11166(MITM) 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC, 204 KDDF g16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-540) 2961 3-10-(-21B) 189 8-14-1-1857) 398 2x4 OF 2400F T3 SPACED 24.0" O.C. 2- 3=(-2760) 541 10-11=(-413) 2157 10- 4=( -75) 930 14- 9=1 -146) 113 BC: 2x4 KDDF 116BTR 3- 4=1-2619) 573 11-12=(-300) 1782 4-11=)-505) 201 WEBS: 2x4 KDDF STAND LOADING 4- 5 (-2120) 543 12-13-1-270) 1479 11- 5-( -93) 728 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-1520) 507 13-14-(-262) 1133 5-12=(-899) 306 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10,0 PSF 6- 7-(-1581) 478 12- 6-1-295) 1160 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-1-1724) 423 12- 7-(-418) 205 8- 9-( -99) 111 7-13-(-209) 203 OVERHANGS: 12.0" 0.0" LL- 25 PSF Ground Snow (Pg) 13- 8=) -16) 582 *" 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 LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -203/ I795V -275/ 331H 5.50" 2.87 KDDF ( 625) 39'- 9.5" -198/ 1696V 0/ OH 5.50" 2.71 KDDF ( 625) ICONS. 2: Deaian checked for net(-5 oaf) uplift at 24 "oc soacino. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL- -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.127" 0 14'- 11.6" Allowed - 1.944" MAX TL DEFL- -0.205" @ 14'- 11.6" Allowed - 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-07 17-05-01 MAX HORIZ. LL DEFL.. 0.055" @ 39'- 6.0" '1' MAX HORIZ. TL DEFL- 0.088" @ 39'- 6.0" 5-10-14 5-05-04 5-05-04 5-07 8-03-09 4-05-14 4-07-10 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Q 7.00M-4x6 Wind: 140 mph, h=16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 7.00 4 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di,/$ 6 .."-4' load duration factor=1.6, st End verticals) are exposed to wind, a` Truss designed for wind loads in the plane of the truss only. M-3x4 �- M-5x8(S) 5 M-5x6(S) 0.25" 7 0.25"111/Ai `�� 4 iiiii 0 M-3x6 M-1.5x3 . , ii•••//•••(4./o0//. 3 M-1.5x3 to ....111114111141 1 N Oo 0 1/r. 10 11 .. 12 13 s 49 I M-3x6 M-3x4 M-3x4 M-3x8 M-3x4 -M-4x4 o M-3x6(5) 4� 0 PRp FS J, y y y y y E F b 7-08-10 7-03-01 7-04-13y 8-07-01 8-10 c ' G,IN E • t,)/ i 00 20-00 39-09-08 19-09-08 b �� N F�j 02 J• 89200PE �r JOB NAME : POLYGON 8256-A - E2 Scale: 0.1472 '1.1110114. WO WARNINGS: GENERAL NOTES, unless otherwise noted: '17� OREGON �v(,/ 1.Budde and erection contractor should be advised of ale General Notes 1.This dealon h based only upon the parameters shown and le for an Individualw� Truss: E 2 and warnings before construction commences. bolding component.AppllcablIly of design parameters and proper N 2.204 compnasloe web bracing must be Installed whew shown.. aoaporeeon of oo nponem Nth.reaponeWmy or the building designer. ''.6 '9 y 1 4 2" +. 3.Addition!temporary bracing to Insure stab*during censWchon 2.Design assumes the top end bottom stores to ba laterally braced al 9,t"` Is the responsibility of the credton Additional permanent bracing of 2'o.a ani et 70'°A.respectively unless bread throughout thek length by � - �� _ DATE: 8/31/2017 cosusuous sheaving such as plywood sheathing(TC)aodror drywall(SC). Mit overall Is the mpondaey or ars building designer. 3.24 Impact bridging or Went bracing required where shown.+ SEQ.: K3 6 2 5 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respanslallly of the reapeollve contractor. fasteners are complete and at no lone should any loads greater than 6.Design assumes susses ere to be used Ina nenaorreshre environment, TRANS I D: LINK design loads be applied to any component and are fon'dy condition'.of use. 6.CompuTnn has no control aver and assumes no responsibility for the 6.Dealgn assumes bearingdlbearing al as supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handing.eMpnonl and inelegellon of components. T.Design assumes War s%drainageIs provided. August 31,2017 b.This design is furnished stied to bre limitations set forth by 8.Plates shah be located on both faces of Wee.and placed so their center TPOW CA In SCSI,apple.of which will be furnished upon request. lines coincide with OW center linea. Wok USA,Inc/Com Trus Software 7.6.8(10-E a.Digits todlwla else d plat.In Inches. W10.Far baslo connector pleb design values see ESR-1311.ESR-lebb(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE - 1.15 1- 2-1 0) 57 2-10-(-5768) 7200 2- 3-(-4870) 2768 13- 8-1-1517) 1821 2x4 DF 2400E T3 SPACED 24.0" O.C. 2- 3-(-4870) 2768 10-11=(-5054) 6305 3-10-) -856) 814 14- 8-1 0) 144 BC: 2x4 DF 2400E 3- 4-(-3835) 1598 11-12-(-4749) 5783 10- 4-( -703) 1043 8-15-1-3602) 2237 WEBS: 2x9 KDDF STAND LOADING 4- 5-(-3026) 1230 12-13-(-6925) 7834 4-11-(-1289) 1011 15- 9-1 -347) 302 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2135) 799 13-14-(-8043) 8762 11- 5-( -811) 1279 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-1-1996) 566 14-15-(-8043) 8761 5-12-1-1756) 1274 BC LATERAL SUPPORT 4- 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8-1-2255) 738 12- 6-1 -295) 1146 8- 9-1 -636) 643 12- 7-(-2067) 1905 OVERHANGS: 12.0" 0.0" LL- 25 PSF Ground Snow (Pg) 7-13-(-1272) 1265 "* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -1421/ 2800V -9948/ 9948H 5.50" 4.18 DF 1 670) 39'- 9.5" -1425/ 2788V -9948/ 9948H 5.50" 4.16 DF ( 670) • VERTICAL DEFLECTION LIMITS: LL-L/240, TL-1/180 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" 9 -1'- 0.0" Allowed- 0.133" MAX LL DEFL- -0.195" 9 16'- 8.5" Allowed- 1.944" MAX TL DEFL - -0.266" @ 14'- 11.8" Allowed - 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.263" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.292" @ 0'- 5.5" 22-04-07 17-05-01 ICOND. 3: 250.00 PLF SEISMIC LOAD. conforms to main windforce-resisting n 5-09-05 5-06-13 S-OS-09. 5-07 8-03-09 4-09-06 4-04-02 Design g f T f T f f T system and components and cladding criteria. 12 12 Wind: 140 mph, h-16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 7.00 M-9X6 ‘S:17.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration tactor-1.6, 6 ,`I End vertical(s) are exposed to wind, OS Truss designed for wind loads in the plane of the truss only. iM-4x4M M-5x8(5) • 40 M-5x6(5) �` .25" 0.25"4 M-5x12 8 M-3x93 le:A /S444S44%::;'/0/ M-1.5x3 \ -/ M-1.5x3 '^ I �p o o 10,r= 10 'b.25'1 iz 0.2503 M-115x3 M-5x8 '*ls �'�D PR F I MSH.-7x16 M-3x4 M-4x8 `` F J, l 0 M1@Hs-�lo(S) b MSHS-8y10(5) l b �\C�j NGINZ . 6'> 1 00 7-08-10 7-03-01 7-04-1309-OB 8-07-01 4-04-02 4-05-14 y '� =9200PE 9<' JOB NAME : POLYGON 8256-A - 'F2DRAG -�'1 /- i Scale: 0.1472 Mu 40) WARNINGS: I GENERAL NOTES, unless oHonMae noted: OREGON /s� 1.Budder and erection contractor Shoo bb}�sdwsed&aA General Notes 1.This design N b.ed only upon Re parameters shown and Is for an IndMduA C�.1 v I`It. "`V Truss: E2 DRAG and Wambhgs before construction-• n�.wee, busdlq component.Appgtabeiy of design perwmlera and proper /� �f �y(y� 2.204 compression web booing mot. ed wawa shown•, Incorporation&component b go responeblAly&ma building designer. 12..... A. ' �`"'�� 3.Additional temporary brschp to - MAy during con.huetlan 2 Design assumes the top and bottom chords to he IelaroAy bread al 14 P I.aro responsibility o the erecter.Ad I pennenaM bradnp& T on.and at IT on.reapeeWey unless braced throughout Weir length by `` DATE: 8/31/2017 on.wend(shdebaa a tars db •the building deal continuous sheathing or Sudlssacing required I,..,.oma drywNRBC). R�`L� .pen ..sin 3.Ix Impact ball..a the bracing ly4Wn.wren sawn a e SEQ.: K3625245 4.No load should couplets to any no .. uny after NI boring end 4.Indallaflnn&buss Is me napenalbilly of the respective connedon. fasteners m couplets end 4 no any hods greater don 5.Dedgn assumes hues.are b be used In a non-corrosive environment. TRANS ID: LINK design lead'a applied to any L 5.aD.agn are..sum:.nn bearing alar supports soon or wedge B.Comps rmhesnecontrol ow,and wsedm.a no remonsWWy for the mammary. EXPIRES:.112/31/2 17 lebtlo.tIon,handing,shipment and 4.1105805 of components. 7.Design assumes Memo's drainage 6 provided. August 31,20 17 I.INN design Is furnished subject to the Am 510w.set forth by B.Plates sag be located on both faces of suss,and planed so their center TPPWTCA In SCSI.copies&width wed he furnished upon request. Ines odndde with Jdnt canter Ansa. 5.Digit.Indicate alta of plate In Incas. MRek USA,Ire/CompuTrue Software 7.6.811 L)-E 10.For basic connector piste de.lgn Valu.sse ESR-1311,ESR-1958(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 SIESTA1-3-(-214) 153 6-7=(-304) 611 1-64.(-168) 318 7-34.(-222} 194 BC: 2x4 KDDF SPACED 24.0" O.C. 2-3=(-214) 248 6-7=(-309) 459 1-6=(-168) 314 STAND; WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 6-2-) -59) 179 2x4 RODE 416BTR A LOADING 2-7=(-465) 295 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 463V -209/ 319H 5.50" 0.74 KDDF ( 625) 44 For hanger specs. - See approved plans LL- 25 PSF Ground Snow (Pg) 11'- 4.0" -140/ 520V 0/ OH 5.50" 0.83 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. �DND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL - 0.011" @ 2'- 6.6" Allowed - 0.392" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.016" @ 2'- 6.6" Allowed - 0.588" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-09-12 5-02-08 0-03-12 f ,�,� MAX HORIZ. LL DEFL 0.007" @ 10'- 10.5" MAX HORIZ. TL DEFL 4= 0.007" @ 10'- 10.5" 12 7.00 M-1.5x3 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.U, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End verticalis) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 0o IiI m/- �dIi . ol 741 : M-1.5x3 M-3x4 M-3x4 i' 5-06-04 ), 5-09-12 y (<,,$), .0 PR OFFS y 11-04 y C?��\ �NGINEF� s/ O2 cc 89200PE yr JOB NAME : POLYGON 8256-A - E3 Scale: 0.2932 ei ry.... 10 WARNINGS: GENERAL NOTI b ashen onnenoted: �011l_.�OIV ��6. Truss: E 3 1.Builder end erection senireclm should be advised of ell General Notes 1.This design la based only upon the monetary p shown end Is for an Indvidual / w- and Warnings before canehuUbn commences. bidding component.Applicability of design parameter.and proper G+ �} - N 2.204 oomproaabn web bracing Inset be metalled where shown�. Inoorlonnon of component Is the responsibility of me building designer. I/� . 4" .8 A 2)�� 3.AddoonaI lemporery bracing to thea"stability dating construction 2.Design assumes the lop end bottom chorda to be laterally braced at C/ A 4 1 h On responsibility of IM erector.Additional permanent bracing of T o.e.end al ltl o.e nomads*union braced threugneW their length by MFR I 1-\.' DATE: 8/31/2017 the overall stmdure is the responsibility of the building designer. continuous sheathing such a plywood eheathing(TC)and/or drywsll(BC). S'E', 4.No bad should ba applied b any cemponeM until atter all bracing 3.2s Impact bridging or island bracing required where shown n• Q.: K3 6 2 5 2 4 6 ng end 4.Inetanalbn of lose is es reepnmlbllly of the respective contractor. no are complete and at tum should any bade greater than 8.Design assumes wean era to be used In a non-conceive environment, TRANS I D: LINK design bads be applied to any camponem. and are for roy condition.of use. 5.CompuTlus hes no control over and assumes no responsibility forme 8.Design assumes full bearing el all supports shown.Shan or wedge If EXPIRES: 12/31/2017 febdmibn,handling,shipment and Installation of components. T.Design eseunies edequale drelnsge Is provided. August 31,2017 S.This design Is bmlehed object to Be mmItenana til fort by 8.Plates shall be located on both lam of truss,and placed so their center TPIPMCA In SCSI,copse of which will be furnished upon request. linos eoindde with Joint canter lines. MRek US Inc.ICom Trus Software 7.118(114-E 9.Digits indicate.he of piste In Inches. /4 pts10.For basic oonneolar plate design values sae ESR-1311,ESR-1888(Musk) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-l.00 TC: 2x4 HOOF 41&BTR LOAD DURATION INCREASE - 1.15 1-2-(-664) 187 5-6-(-566) 633 5-1-(-549) 207 7-3-(-255) 224 BC: 2x9 KID' 61&BTR SPACED 24.0" O.C. 2-3-(-241) 260 6-7-(-324) 595 1-6-( -71) 475 WEBS: 2x9 KDDF STAND; 3-4-( -12) 5 6-2-( 0) 308 2x4 KDDF 916BTR A LOADING 2-7-(-626) 271 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -72/ 607V -181/ 328H 5.50" 0.97 KDDF ( 625) For hanger specs. - See approved plans LL - 25 Ply Ground Snow (Pg) 14'- 9.4" -109/ 640V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0.011" 9 7'- 5.6" Allowed- 0.693" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.020" 9 7'- 4.7" Allowed- 0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-08 6-11-04 0-03-12 MAX HORIZ. LL DEFL - 0.010" 8 14'- 3.9" 1 1' 1 1' MAX HORIZ. TL DEFL - 0.011" 8 14'- 3.9" 12 7.00 M-1.5x3 4Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir(, load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. M .41 ...C1111 o 0 M-3x9 1 enH 111111111111111 -ii-P N I "I 56 7 ' M-1.5x33x4 M-3x4 � � l y •kOIN. PROpFss 7-03 7-06-07 GINE / l 1�-p9-o7 l , �N F44 6) el. 17 �c 89200PE <' JOB NAME : POLYGON 8256-A - L E4 -4 j�� Scale: 0.2932 '�� /- ' WARMNea: GENERAL NOTES, threes omerwlse noted: 'y7� OREGON (��' 1.Bolder and ar•csan conked. be advised of al General Notes 1.This design b based only upon the p.ramelers shown and Is for an MMMduN Truss: E4 and Warnings before aen.wdlae. eswilding convened.Appllo.bllly of design peram.l.rs and props x.xa4 communion web lusting mus. kpsaled where shown... Incorporation d component a the nsponelMlN d w•holdng designer. +�/� 1).' 1 4 f)Q �'�.- 3.Aaanoeal I.nwore'y bredng to In .Ey during construction x.Desgn.swmes me tem and bottom alwNs n be laterally braced s `. 4`_..41 is me r•spee.a,atl'd the ender. permanent bratlng of T o.o.and et 10.Dees respectively redoes braced throughout Fel,length by - 444F•I R I.�'" V DATE: 8/31/2017 He amyl sbunhrn le m•respond,1 ams hold designs. coSnead rigembq latera b plywoodre tired he,.shown we dal wpecl. e'g d.xs e)I bridging its.sAs,s be,cingreale,.whenen.a.. SE • K3625247 4.No bad shmadbeapplied bany•• dunylosda brsdngand 4.InsallagonofwuleMenapsdbilitydm•nw.dn.contractor. Q fasteners are complete and N no 1 •any beds greater than 6.Design assumes bones an to be used In a non-corrosive environment. and efll ry condlUorr of uss. TRANS ID: LINK design loads be applied b any 14 B.Design eewdbearingehAbearings bearing al supports Dune.Shim or wedge if S.CanpuTnmhneosdno central •a. nspo yfmm. EXPIRES: 12/31/2017 es 'abandon,handing,shipment and ... �. of cdnpmante. rnosesass 7.Mesign t...6, adequate asnag.Io provided.nuts, August.� ,20 7 e.This design is furnished eublacl to rive Imtledens ad teal by B.Metes shill be loaded on both laces of Wes,and miresd m dada canter TPVWTGA In BM,copes ofwhkhwill be 1,0dabed upon request. Ane•odndde with Mint anter Ines. 9.(Add Indicate aka of plate In Inches. MOck USA,InciCompuTnu Software 7.8.8(11)-E no,For beslc connector Ode design values ee EBR•13t1,ESR•19ON(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF 11613TR LOAD DURATION INCREASE = 1.15 1-2=(-96) 89 4-5=(-171) 158 4-1=( -96) 71 BC: 2x4 KDDF Y1&BTR SPACED 24.0" O.C, 2-3=( 0) 0 1-5=(-129) 148 WEBS: 2x4 KDDF STAND 5-2=(-123) 116 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON, DL ON BOTTOM CHORD- 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD- 42.0 PSF 0'- 0.0" -14/ 125V -61/ 87H 5.50" 0.20 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 2.4" -44/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1110 MAX TC PANEL LL DEFL- 0.006" @ 1'- 6.2" Allowed- 0.176" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - -0.005" @ 1'- 5.3" Allowed- 0.120" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.001" @ 2'- 8.9" 2-10-11 0-03-12 MAX HORIZ. TL DEFL - -0.001" 8 2'- 8.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 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, Truss designed for wind loads M-1,5x3 3 y in the plane of the truss only. 01011 j M-3x4 0 1 ,-r 0 m C .a I N IPO I�� 1 5 M-1.5x3 M-3x4 l 1 3-02-07 5 �NC'�1VEE6 /O ,� 2 �' 89200PE �r JOB NAME : POLYGON 8256-A - E5 /:--' Scale: 0.5489 a.;,. 40110 WARNINGS: GENERAL NOTES, unless°then....noted: "y OREGON EG O N cc Truss: E 5 1.Bolder end erection contractor should be edvised of aN General Notes 1.This design Is baud only upon the parameters shown and le for en I^dMduel and compress onlwebwdng m commences. building component.ApplluN the of design parameters and prayer 4 2°��4� 2.204 compression web bracing must be Installed where shown+. Incorporation a component is bottom s nhsrdMNy of the building designer. <0 0.Additional temporary bracing to Insure s1ablNy.°erre construction 2.[resign assumes Sed top end bottom°horde to be laterely braced et C/ ,e r Is the responsibility of the erecta,Additional permanent bredng of 2'o.e,end at 1G o.o.rosparAvaly unless braced throughout Irak length by F?R'0- DATE: 8/31/2017 ins overall structure b the recontinuous sheethbq each es plywood.heewrq(TC)end/or drywell(BC). `h responsibility of until eft tleelgnar. 3,2.Impact bridging or lateral bracing required where shown** SEQ. : K3 6 2 5 2 4 8 4.No Ned should be spoiled m wry component ens after mrd bracing and 4.Installation°I buss Is the responsibility of Te respective contractor. fasten.ra ere complete end et no time should any Inds greeter than 6.Design a mes trusses are la be used In a non-corrosive environment, TRANS ID: LINK design bpp loads benedtoanycomponent end arefoor1dycondition.oruse. 5.CnmpuTnn has no contra over end assumes no responsibility For Me11. Design ;^assume.erg bnrMp.l.N.uppons.Navin.Shinn or wedge If EXPIRES: 12/31/207 fabrication.handling,aMpmeM and installation of components. 7.Design assumes edeauete drainage Is provided. August 3 I,20 g 1 7 S.This design N Mmlehed subject to the Imiadons set forth by s.Plates shall be touted on both fens of Inas.end preud so their center TPIANTCA M SCSI,copies of which wall be furnished upon request. lines coincide with joint enter Anes. MrTak USA,InoiCompuTrue Software 7.8.8(11}E10. Digits Indicate sin a plate m Inches. 10,For basic connector plate design vetoes see ESR-1311,ESR-181111(MRek) . This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 BC: 204 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. (ION. LOADING Wind: 140 mph, 1,16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, - Unbalanced live loads have been TOTAL LOAD- 42.0 PSF load duration factor-1.6,Truss designed for wind loads considered for this design. in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22-03 22-04-08 T T f 7-09-12 14-05-09 19-05-04 7-11-04 4 1 l 1 1 4 12 IIM-9x9 12 7.00 p 2 '7:17.00 M-3x6(S) M-3x6(S) m N .40//11/°°°/1 M low to p O o M-3x6(5) M-3x6(S) o M-3x4 "— .9 Ep P R ppF� s5� 1� 15-01-12 14-02-08 15-03-04 ,...!• °& ,90� 44-07-08 c 89200 r JOB NAME : POLYGON 8256-A - IFl Scale: 0.1933 S. �^ ill WARNINGS: GENERAL NOTES, udeu otherwise noted: '� OREGON �'V� 1.Bolder and erection contractor sddsed or M Genets Note. 1.This design I.Meed only upon the parameters shown end h for en IndMdusl . - Truss: F 1 and wanr,g.boror.aon.mphn building component.Applicability of design parameters and proper L/ '9 2ed �� g.ga4 oomps.dat pow bndnp must. bellied where.town.. incorporation or component is aro responsibility of be butmbq designer. 0 k 1 • 3.Additions!impala),bracing to - '•Ray during con.INctlon 2.Design eserine.the top end bottom dere.b M!eternity baud at V 4�P h Ra nspomDRly of IM wilder. .. permanrol bntlrq d r ac.end et is ex.respectively mitess braced throughout new length by p V DATE: 8/31/2017 am acral wnrcfun h ser of aro bull desgn.r. continuous sheaudnr sum as plywood sheetdied where s owner drywwl(ec). ��g'1 RIO" th9 3.In impact I bo.a tale,".bracarp required wM,e shown•nubble, • s SEQ.: K3625249 4.No load.are dbeapprseaanyco ..enluntil ytoad. bramgand 4.Instaraonorw.eheero.ponsibn of tothereepess ns.n*or. futeners are camphh and Y no • any load.greeter Bron 6.Design snubs busses aro b be used In a noncorrosive environment. design loadsb.el/piledbanyeem.• 6.o.wehrbn.ondwn•class. TRANS ID: LINK de 5.CunpnTnehnnerommla rend.wmesnors.poneblaytore. "..um..keM.rino.t.l.npper,..M,m.Shim erwedge a EXPIRES: 12/31/7017 necess!ablution,handling,shipment and Installation d components. Oulu assumes s 7.Platlsnhall eboaedaate onotlag.ISI provided.en August3 ,20 7 d.This deign h fumhhad wrb)set b this IlnMlons eel IoM by 6.Plates atoll be bated on both fes.d Inns,rod plead so their center TPSWTOA In SCSI.copes of which will be furnished upon request. Anes odndde with joint anis.Ines. 9.Digits Indicate she ol pleb In Mmes. MiTek USA,Inc./CompaTN.Software 7.6.6(1 LYE 10.For bade connector pets design values see ESR-1311,ESR-1961(MITeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 94'- 7,5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2-1 -369) 115 1- 9=(-158) 344 9- 2=( 0) 339 6-13=10) 335 BC: 2x9 KDDF 116BTR SPACED 24.0" O.C. 2- 3=( -65) 523 9-10=(-161) 391 2-10= WEBS: 2x9 KDDF STAND ( -667) 435 3- 4=4 -538) 459 10-11=(-396) 398 10- 3=4-16781 764 LOADING 4- 5-1 -508) 468 11-12=(-118) 820 3-11=4 -269) 1017 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1101) 563 12-13=(-380) 1350 11- 4=) -138) 170 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1699) 641 13- 7-(-379) 1352 II- 5-) -907) 543 TOTAL LOAD - 42.0 PSF 7- 8-( 0) 57 5-12-( -124) 552 OVERHANGS: 0.0" 12.0" 12- 6-( -618) 379 LL- 25 Ply Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -70/ 923V -293/ 288H 4.00" 0.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 1.7" -230/ 2187V 0/ OH 3.50" 3.50 KDDF ( 625) 44'- 7.5" -147/ 1259V 0/ OH 5.50" 2.02 KDDF ( 625) [PROVIDE FULL BEARING;Jts:1,10,71 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TL DEFL = -0.016" @ 7'- 9.8" Allowed= 0.988" MAX LL DEFL = 0.062" @ 29'- 4.3" Allowed - 1.436" MAX TL DEFL= -0.097" 8 29'- 4.3" Allowed= 1.915" MAX LL DEFL - -0.002" @ 45'- 7.5" Allowed - 0.100" MAX TL DEFL - -0.003" 8 45'- 7.5" Allowed= 0.133" MAX TC PANEL LL DEFL - 0.058" @ 3'- 6.2" Allowed - 0.565" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-03 22-04-08 MAX HORIZ. LL DEFL= 0.021" @ 44'- 2.0" T f ' MAX HORIZ. TL DEFL = 0.034" @ 44'- 2.0" 7-11-09 7-05-11 6-09-12 6-09-12 7-05-11 8-01-01 1' '1 1' 1 T 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 IIM-4x4 Q 7.00 Wind: 140 mph, h=16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 . load duration factor-1.6, Truss designed for wind loads 1. in the plane of the truss only. M-3x6 M-3x4 3 5 M-5x8(S) M-5x8(5) 0.25" +I 2 0.25" + cn O N o n o 1 M-3x4 M-195x3 1(.25" M-3x8 0 .2,, 13 o 0 M-1.5x3 M-3x4 I M-5x6(S) M-5x6(S) O '[?"•0 PROFen 9 1 Y l b > l 1 �5`4;,T h F� /� 7-09-13 7-03-15 7-01-04 7-01-04 7-03-15 7-11-05 (`� ?/ l b l :9200P 9r' 94-07-08 1-00 / JOB NAME : POLYGON 8256-A - F2 -41111F010Scale: 0.1330 41. WARNINGS: GENERAL NOTES, unless olhem4enoted: 'i7 OREGON <C/�" Truss: F2 1.Sunder and erection minim:tor should be advised of aA General Notes 1.This design I.based only upon the parameters shown end Is for en ndMduel G and Warnings before eoneOudkm commences. building component Applicability of design parameters and proper 1 g.Ad compression web bradng must be installed where shown+. ncorporatbn of component N the re•pemlMAty of N°bulking designer. <O q,/ 14 '4 r 0.Additional temporary bracing to Inure stability tludng con.Imotlon 2.Malign assumes ms lop and bottom chords b be laterally braced at (�' 1 N Aro responsibility of the erecta.Addleonel permanent brewing ol 2'o.e,and et 10'o.a rospectivNy unless braced throughout Mak Isngg,by DATE: 8/31/2017 s e ownA.tmolurs le me recontinuous sheathing each as plywood°healhlng(TC)endtor drywall(Bc). �r 1 R I L yronsoep of the building cell bracing 3.ga Impact bridging or lateral bracing re4krotl where shown++ S E K3 6 2 5 2 5 0 4.No load should be applied to any component until after all bracing and 4.nstagalbn of Ouse A the re. of the respedive 4 w fasteners em complete and al no time should any loads greater than 5.Design assumes trusses are to ebused n a non-awn/sive contractor. TRANS I D: LINK design load.be MAW to any component and am for'dry condition'or use. 6.CompuTms has no control over and assumes no raspensibliy tor the S.0eelgn assumes fon beednp al all support. shim or wedge If EXPIRES; 12/31/2017 fabrication,handling,shipment and inelenellan of components. no.1gm ore T.wsgna.aumeocaadequate ldrainage lo tosls, August 31,2017 S.This design h 05tl subject b Ilea 55fu lie set fold by S.Plates ahold be located on both faces of Imo°,end placed w their center TPINTCA n SCSI.copied of which WR ber fumiehed upon request Anes colndde with joint center lines. MITek USA,IneJCompuTrue Software 7.6.6(11)-E 10. DIplts Indleefe slay of Ride In Inches. 10.For baste connector plate design values see ESR-1011,ESR•1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2-1 -393) 194 1-12-(-137) 906 2-12-(-297) 125 16- 6-( -78) 263 BC: 2x4 ROOF 416BTR SPACED 24.0" O.C. 2- 3-1 -667) 368 12-13-) -13) 35 2-19-(-221) 466 18- 6-(-1991) 877 WEBS: 2x4 KDDF STAND 3- 4-( -126) 126 14-15-(-322) 827 12-14-(-161) 464 6-19-( -344) 1143 LOADING 4- 5-( -138) 623 15-16-(-194) 209 13-14-( 0) 15 19- 7-) -116) 192 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD- 32.0 PSF 5- 6-) -112) 633 17-18-) -11) 35 14- 3 ( -23) 194 19- 8-) -900) 544 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -480) 402 18-19-1-510) 996 3-15-(-678) 537 8-20-) -136) 560 TOTAL LOAD- 42.0 PIF 7- 8-( -443) 438 19-20-) -94) 700 15- 4-( 0) 320 20- 9-( -659) 401 OVERHANGS: 0.0" 12.0" 8- 9-(-1001) 516 20-21-)-339) 1267 4-16-(-590) 341 9-21-( 0) 350 LL - 25 PSF Ground Snow (Pg) 9-10-(-1602) 604 21-10-(-337) 1270 5-16-) -90) 73 M-3x4 where shown; Jts:1,3,8,10,12,15,18 10-11-( 0) 57 17-16-( -83) 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-18-(-572) 543 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX FIORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF ( 625) 15'- 1.7" -264/ 2333V 0/ OH 3.50" 3.37 HOOF ( 625) 94'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 ROOF ( 625) PROVIDE FULL BEARING;Jts:1,18,10' VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/180 0-10-04 MAX LL DEFL- 0.025" @ 2'- 3.1" Allowed - 0.741" ''-"( 1 MAX TL DEFL - -0.035" @ 7'- 8.9" Allowed- 0.988" 22-03 22-04-08 MAX LL DEFL - 0.061" @ 28'- 10.0" Allowed - 1.436" MAX TI, DEFL - -0.095" @ 28'- 10.0" Allowed- 1.915" 1-05-12 5-06-10 5-04-14 2-00 6-11- 8 6-03-08 7-09-11 8-03-05 MAX LL DEFL - -0.002" @ 45'- 7.5" Allowed- 0.100- r--f f 1 f f T f f f MAX TL DEFL- -0.003" @ 45'- 7.5" Allowed- 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 FIM-4x4 '7,17.00 MAX HORIZ. LL DEFL- 0.032" @ 44'- 2.0" 4 0„ MAX HORIZ. TL DEFL- 0.051" @ 44'- 2.0" 7 .f f Design conforms to main windforce-resisting system and components and cladding criteria. s"7 1. Wind: 140 mph, h-16.8ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, M-3X8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor-1.6, 4 05-1.5x3 i Truss designed for wind loads 5 in the plane of the truss only. M-5x6(S) M-5x8(5) 0.25" !i �'I 0.25" + M-3x6 3 2 .., 0 -,y 0 ut , 111fa14 15 36.ems. -2--- 4074,444%,......44. 44,44.14,„ re - - -/'c 0 1 1213 0 0 17 18 19 20 21 i t o of o ' M-5x8 M-3x8 0.2511 M-1.5x3 to M-1.5x3 M-1.5x3 M-5x8 M-5x6(5) P ), y). ), ), y J, y y ), ��EO a�Fs4S 1-0:5-0782-085-04-19 5-08-06 ly 10-04 7-01-04 6-07 7-07-15 8-01-09 J• 1 fie\) '.... NEAR /°�� 2-04 10-09-12 31-05-12 1-00 ), 44-o7-oe i' �` :9200F' r- JOB NAME : POLYGON 8256-A - '3APP,� Scale: 0.1330 t WARNINGS: GENERAL NOTES, unless oneness noted: + n 1.Builder end motion connote,should Jj ed feed of al General Nobs 1.Tb,design b bated only upon the panmelen shown and b for an Ax1Md 17,du ,4 OREGON tel(/ Truss: F3 end warning.before connection awn r}eric.e. bNk6p odnponeoi AWWWIlity mdetgn Parenroien and proper Y , 114 e 2.2x4 congneston web brining mud Pe Metaled when drown w maogor.lbn N component b the rospanebl0ty Who building daelpewr. '.) 7 r 14 9- -1" 3.Additional temporary bracing to Nene ebiny dunrq construction 2.Design assumes ms lap and Oolom chords b be htenpy brand el VV �vw I.ms roeponN6Alty of the eneNar.Add',^_'-J permanent bnedn9 or 2'o s end a11a o.0.roepeclwh wile..breeed mrwpheul their length by • ` 1 IO- DATE: 8/31/2017 m.oven structure b be nHpon.bllly'alme Holding dedgnx. 3.25 m pact bridging mitheetNng lateraudt l brewing requiredwhen.hovm•• I(BOJ_ �4.� . ��,'y impact of buss or SEQ.: K3625251 4.No Went..,.d NMept..nbpryomeshee wrMxNlbaNgand 4.D.WalrnumesMo see re to in anon.owm yeen*or. helenan are complete and N no lime ehwb wry loads pester man 6.andDesignare assumes Mows ere b M used In a mnconeeWs ambonmeN, TRANS ID: LINK deign bed,b.applied to MTr.ngunads N.D..o6ni dms.fary in bearing use. letepporb shown.Shim or wedge 6.Caimans has nocontrol nor end wines noneponsmaty for the ma,,,,y, EXPIRES: 12/31/2017 fabrication,handling,shipment and bletelladon of components. 7.Design assumes Worthen dr.b.g.4 provided. August 31,20 17 4.TMs design Is furnished WOW b C.limitation.eel 1005 by B.males shall be boated on both feces of bun,and placed so their cents TPOwTCA In SCSI,coves of which 641 be furnished upon request Knee coincide will)ami oentw Ina•. 1.Digits Indkele sin of plate In inch,,. MITek USA,Inc.JCornpuTnle Ratner.7.8.0(IL)E 10.Fm bask connector piste design values we 680-1311,ESR-1066(Mlles) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 94'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2 ( -393) 194 1-12=1-137) 406 2-12-1-297) 125 16- 6=1 -78) 263 BC: 2x4 KDDF 81613TR SPACED 24.0" O.C. 2- 3-) -667) 368 12-13=) -13) 35 2-14=(-221) 466 18- 6-(-1991) 877 WEBS: 2x4 KDDF STAND 3- 4-( -126) 126 14-15=1-322) 827 12-19-1-1611 464 6-19=( -344) 1143 LOADING 4- 5-) -138) 623 15-16-1-194) 209 13-14=1 0) 15 19- 7-7 -116) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,01+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -112) 633 17-18-1 -11) 35 14- 3-) -23) 194 19- 8=) -900) 544 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -480) 402 18-19-1-510) 496 3-15-(-678) 537 8-20=) -136) 560 TOTAL LOAD - 42.0 PSF 7- 8-1 -443) 438 19-20-1 -94) 700 15- 4-1 0) 320 20- 9-7 -659) 401 OVERHANGS: 0.0" 12.0" 8- 9-1-1001) 516 20-21-1-339) 1267 4-16-1-590) 341 9-21=1 0) 350 LL- 25 P5F Ground Snow (Pg) 9-10..1-1602) 604 21-10-(-337) 1270 5-16-1 -90) 73 M-3x9 where shown; Jts:1,3,8,10,12,15,18 10-11-1 0) 57 17-16=1 -83) 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-18-1-572) 543 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF ( 625) 15'- 1.7" -264/ 2333V 0/ OH 3.50" 3.37 KDDF ( 625) 44'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) !PROVIDE FULL BEARING;Jts:1,18,10! [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. ! 0-10-04 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- 0.025" @ 2'- 3.1" Allowed - 0.741" f---f MAX TL DEFL - -0.035" @ 7'- 8.9" Allowed= 0.988" 22-03 22-04-08 MAX LL DEFL - 0.061" @ 28'- 10.0" Allowed - 1.436" MAX TL DEFL - -0.095" @ 28'- 10.0" Allowed- 1.915" 1-05-12 5-06-10 5-04-14 2-00 6-11-08 6-03-08 7-09-11 8-03-05 MAX LL Deet - -0.002" @ 45'- 7.5" Allowed = 0.100" ., T .1 . I ,' . f f f MAX TL DEFL - -0.003" @ 45'- 7.5" Allowed - 0.133" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 L IIM-4x4 Q 7.00 MAX HORIZ. LL DEFL- 0.032" @ 44'- 2.0" 4,0" MAX HORIZ. TL DEFL= 0.051" @ 44'- 2.0" 7 .h( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-16.8ft, TCD1..-4.2,BCDL=6.0, ASCE 7-10, M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir I, 6 load duration factor-1.6, M-1.5x3 i- Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) M-5x8(5) 0.25" 0.25" 4 4.1 / ♦V M-3x6 3 CI 2 .. o - " g ut J'- .'01:-''14 15 16 paw. _ :, 4. 0 1 1213 0 0 17 18 19 ,r2021 `r 1 I I M-5x8 M-3x8 0.25" M-1.5x3 I ) o 0 0 0 M-1.5x3 M-1.5x3 M-5x8 M-5x6(S) y �, PROF4-, 1 bb l le l b b 1 1-M5-0M-085-04-14 5-08-06 1-10-04 7-01-04 6-07 7-07-15 8-01-09 �� GINE ts/ 2-04 10-09-12y y C? �N F9 O y 44-07-08 31-05-12 1-00 89200PE 29t"" JOB NAME : POLYGON 8256-A - F4 i .4+., Scale: 0.1330 _,� ' " �• Az- WARNINGS: WARNINGS, GENERAL NOTES, unless dM,elee nosed: Q �"4, 1.Sui18w and erection contractor should be advised of all General Notes 1,This design Is Weed only upon the parameters shown and I.bran individual 7 40,OREGON NI* A Truss: F4 and Mundy')before construction commences. building cdesignomponent.mpomnl.A neat I. of.peoel t parameters and poo=r L `' 2.244 compression web bncing must be bridled wine shown•. De.Ign=lion of component Is the responsibility of me=fly ng ed.1 are <O "q7 14 /4° p..6�, 3.Additions'temporary bracing to bears NeNAy during construction S.Design assumes the lop and bottom chords b be laterally breed al 4`_ 1 e ma responslb811y of the erector,Addwenal permanent breoing of Y o.G and al to'no,reepsoussy poles=bneM throughout nab length by �"r�` R10- DATE: DATE: 8/31/2017 tie nverell structure le tin ncontinuous sheelhln11 such as plywood sheamtrp(TC)and/or drywall(BC). responsibility of the des designer. 8.7..4 Impact bridging or lateral bndng required where shown.+ SEQ. : K3 6 2 5 2 52 4.No load should be implied b any component until ager all bracing and 4.Installation of con Is me reap=hsibinly of the respective=reactor. fasteners are complete end el no time Mould any loads greater than 5.Design assumes trusses are to be used Ina non-mnaslvs environment, TRANS I D: LINK design loads be appi.d to any component and.,a for'dry condition'of use. 5.ConpuTma has no control owe and assumes no responsibility ler the 6next sea saun=a 00 bee#np al all euppons shown.Shim or wedge if EXPIRES: 12/31/2017 Fabrication,handing,shipment w Installation of components. 7.Design assumes adequate drainage is prodded. August 31,201 7 6.This design I.tunnelled duped to ba Imitations sal forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIM7CA in SCSI,codas of which will be fuodshed upon request. teres odndde with Fold center Anes. MITek USA,InnlCom uTrue Software 7.8.8 1 s.Dbue indicate see of plate Inches. P (LE} 10.For bads connector plata design Wires see ESR-1711,ESR-11189(MEW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0,6" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq-1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2=(-631) 142 1- 8=(-102) 522 8- 2=1 0) 330 11- 6=1-114) 87 BC: 2x9 XDDF 416BTR SPACED 24.0" O.C. 2- 3=(-103) 277 8- 9=(-104) 520 2- 9-( -646) 237 6-12-(-303) 161 WEBS: 2x4 ROOF STAND 3- 4-(-554) 285 9-10=1-237) 206 9- 3=1-1253) 380 12- 7=(-115) 717 LOADING 4- 5-(-514) 269 10-11-1 -86) 600 3-10-1 -44) 644 7-13-(-914) 230 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-800) 258 11-12-(-135) 617 10- 4-1 -96) 188 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-778) 193 12-13-1 -41) 56 10- 5-1 -549) 243 TOTAL LOAD - 42.0 PSF 5-11-1 -1) 250 M-3x9 where shown; Jts:1,3,5-7,9,11-12 LL- 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -86/ 571V -268/ 327H 5.50" 0.91 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 15'- 1.7" -198/ 1769V 0/ OH 3.50" 2.56 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.6" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,9,131 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TL DEFL - -0.021" 9 7'- 9.8" Allowed- 0.979" MAX LL DEFL - -0.026" 0 28'- 10.0" Allowed- 1.158" MAX TL DEFL - -0.043" 8 28'- 10.0" Allowed- 1.544" 22-03 16-09-10 MAX BC PANEL LL DEFL- 0.027" 9 12'- 4.0" Allowed- 0.345" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-11-09 7-05-11 6-09-12 6-03-08 5-01-05 5-04-13 MAX HORIZ. LL DEFL- 0.012" 8 38'- 10.9" 1' f . ' 1' 1' 1' 'f MAX HORIZ. TL DEFL- 0.019" 8 38'- 10.9" 12 12 IIM-4X4 7.00 Q 7.00 Design conforms to main windforce-resisting ',I 4.0" system and components and cladding criteria. 4 .hf Wind: 190 mph, h-16,8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, :00007.,/n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed far wind loads in the plane of the truss only. 3 M-5x8(S) .0••••••••••••000171 6 0,25" 2 Jt 7 N o I r- 0 n o o 1" 8 9 10 11 12 "913-r I M-1.5x3 M-3x8 M-1.5x3 0 M-3x6(S) O pp^r l Y i' b l 1 .• � N Sr fl(/I�`S y 7-09-13 7-03-15 7-01-04y 6-07 5-01-05 5-01-05 y \Ca' GNGINE SS 19-10-08 19-02-02 ``e T �9 39-00-10 y ft' 89200PE r' JOB NAME : POLYGON 8256-A - .440110P<Li; Scale: 0.1602 er . WARNINGS: GENERAL NOTES, wiles.otherwise noted: w 1.SUAdw end eradlon conb.el0r be advised of NI General Nobs 1.This design b based anry upon the Ammeters shown and A for en Individual A_OREGON h- '.(,/ Truss: F5 end Warnings before combudbn noobe.nee.. building component Applicability of design parameters end Proper -[7�Q f�,V� Z.204 compression web bndnp mut(b Inalaead utero shown.. Incorporation of component b IM reeponeeley of the building designer. /6 / 1 4 2�7. �k"" 3.Ad4Abnallemorary bracing to ANSON during con.Weaon 2.Design assumes the IOD and bottom chords b be laterally Meed N t 1 No b Are reapondbMyof the Breda.Additional permanent braising of contInuoY oda and et a p.o.such as ply wood.braced(IC( ori and/or di length by .E''1 R 1 M� DATE: 8/31/2017 me onerdd eb"ri"m le Sri i d Sre building deal 2slimeuamgawor sumlbpyn rewired wee s •• drywag(BC). moons! neer. 3.Installation n Impact bridging a Bn rel pondt required whore moven Be SEQ.: K3625253 4.No low Mould be Moiled4 any I mill aThr ellteeing and 4.Installatinot trussin the nepo^el nee of me respective centred°, fasteners are complete end N no should any bade greater than 5.Design assumes uses ere b be used M a non-mnoaive emkonment TRANS I D: LINK assign baleen noapplied sen b Me 8. end .pn for oras mfg condition. use. supporta shown.shim or wedge if 5.CompuTruehasnocontrolMar a RAMOSnore.ponebNlyforthe EXPIRES: 12/31/2017 fabrication.handling.shipment with IMIMhfan of components. y. necessary. ..ume.adequate drainage I.provided. August 31,201 7 O.This design Is mmished mb)ed to lith imitations eel forth by 6.Plates shall be located on both faces or bus.,end placed so their center TPIAYICA In SCSI,copies of whim odI be furnished upon request. Anes coincide with plot anter ones. MITek USA,Inc/Com Trua Software 7.6.8 1 L E e.For i Indcen sinofplate.a desIncign vat W ( } 10.For bade comedo plate daelpn veluee m E8R-1311,ESR-1988(ARM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 ROOF #1413TR LOAD DURATION INCREASE = 1.15 1- 2-(-5622) 5347 1- 8-(-4048) 4278 1- 2-(-5622) 5347 5-11=(-1619) 1812 BC: 2x4 ROOF #168TH SPACED 24.0" O.C. 2- 3-(-4344) 4502 8- 9-(-4050) 4276 8- 2=1 0) 331 11- 6=1-2169) 2156 WEBS: 2x9 KDDF #14BTR; 3- 4=(-2467) 2243 9-10=(-3164) 3054 2- 9=1-1533) 1111 12- 6=1 0) 208 2x6 ROOF #1413TR A LOADING 4- 5-1-1945) 1724 10-11-1-5907) 6250 9- 3=(-3264) 2530 6-13=(-4225) 3627 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-2277) 1871 11-12-1-7289) 7645 3-10-1-3137) 3614 13- 7=1 -404) 357 TC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -747) 759 12-13-1-7290) 7644 10- 4-1-1326) 1415 BC LATERAL SUPPORT <- 12"OC. VON. TOTAL LOAD- 42.0 PSF 10- 5-1-2366) 2071 ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -2784/ 3114V -9763/ 9763H 5.50" 4.98 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15'- 1.7" -1767/ 3193V 0/ OH 3.50" 5.11 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.6" -2482/ 3066V -9763/ 9763H 5.50" 4.94 KDDF ( 625) [PROVIDE FULL BEARING;.n3:1.91131 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL- -0.051" @ 7'- 9.8" Allowed = 0.979" MAX LL DEFL- 0.071" @ 28'- 10.1" Allowed - 1.158" MAX TL DEFL = -0.083" @ 28'- 10.1" Allowed= 1.544" MAX TC PANEL LL DEFL - 0.055" @ 3'- 7.0" Allowed - 0.564" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.202^ @ 0'- 5.5" 22-03 16-09-10 MAX HORIZ. TL DEFL .. -0.208" @ 0'- 5.5" 7-11-09 7-05-11 6-09-12 6-05-09 5-01-05 5-03-01 ICOND. 3: 250.00 PLF SEISMIC LOAD. I T T T T T T j' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.00 Q 7.00 Wind: 140 mph, h-16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 � 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-5x8 5M-4x6 3 111 MSHS-7x16(S) M-5x16 0.25"20e�� M-1.5x3 7M-1.5x3 16111111111114. Ln• o,M-5x12 rr 70 o N een fli ''1> M-185X3 9 ,.25" 10LA10411 �1 12 hn *13 t c o MSHS-8x10(S) M-5x12 0.2MSHS SBx10(g) M-1.5x3 •C��0 PRaFChs y y y y y y y �('`�NG I N 4;s:. /0 7-09-13 7-03-15 7-01-04 6-07 4-11-09 5-03-01 y 39-00-10 y Q 89200PE �r' JOB NAME : POLYGON 8256-A - F5DRAG Scale: • 0.1500 4010P.007,-.. WARuede,a GENERAL 140708, edea othenvies noted: 'T7• I OREGON w �� Truss: FS DRAG 1.Builder and eredbn centred°,should be advised of ell oanerel Notes 1.7h1.Meilen Is based only open the parameters shown and le for an IedMdual ` 4, Vt and Warnings before wend/wean commences. building component.ApVI°ebdly of design paremelers end pope, n 2.2x4 compression web brsdng must b.installed where shown+. Incorporation of component Is the respon&hiny d me bulld ng designer. 0 ".7y 1^ l'' �4 3.AMdI°nel temporshy bracing la Insure OWING dicing construction 2.Desitin assumes the top and bottom chorda°ba literally bread al L/ Y 4 I.the reaponeroRty or the arid",.Addlmn.l permanent bradng a r o.d..M.l 1a ad.respectively anlss.brad..throughout their length by /�6-1i RIO- DATE: `-DATE: 8/31/2017 Ihs morel eructate le the responsibilityof the buIldl designer. continuous sheathing such es plywood sheathing(7C)and/or dryweg(BC). p ng 3.2x Impad bridging or intent bracing molted where shown a• SEQ.: K3 6 2 5 2 5 4 4.No load should be applied°any component unu after all bradng end 4.[nidation of hues Is the respnneiNgy of the reapedN*contractor. fasteners ere candela and al no ere should any loads greater Nen 5.Design assumes busses are to be used in a noncorrosive enviro menl, TRANS ID: LINK design loads beapplied°any cumponsnt. end are for•drycondition.ofuse. 5.Compurrue has no control over and assume.no,eepanelbsy for be 8.Dulgn eawme.Arg besting at as supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrInaibn,handing,shipment and installation of components. necessary. T.Desgn assumes adequate dre°ege is provided. August 31,2017 8.This design Is°mIehed subject to the limitations cal lath by 8.Plates shall be located on both laces of trues,end placed so Iheh center TPI/WTCA In SCSI,copies of which will be furnished upon squeal line cdndde cogs joint center Mn... fi.Digits Indicate"ked plate In Indus. MR&USA,IrrCJCotnpuTnls Software 7.8.8(7L}E 10,For basic connector plate design values see ESR-1311,ESR•1908(MITeb) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 57 2- 9=1-102) 522 9- 3=1 0) 334 7-13=(-303) 161 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-1-633) 192 9-10 (-104) 519 3-10-1 -655) 221 13- 8=(-115) 717 WEBS: 2x9 KDDF STAND 3- 4=1 -99) 282 10-11=1-240) 203 10- 4=1-1258) 380 8-14-(-914) 230 LOADING 4- 5-(-552) 287 11-12-1 -86) 598 4-11-1 -45) 648 TC LATERAL SUPPORT <- 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-512) 271 12-13=(-135) 617 11- 5-1 -98) 186 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-798) 259 13-19-1 -91) 56 11- 6-1 -549) 243 TOTAL LOAD - 42.0 PSF 7- 8-(-777) 194 6-12-1 -11 250 OVERHANGS: 12.0" 0.0" 12- 7-1 -119) 87 LL - 25 PSF Ground Snow (Pg) M-3x4 where shown; Jts:2,4,6-8,10,12-13 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *" For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -86/ 699V -273/ 336H 5.50" 1.12 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 3.2" -194/ 1776V 0/ OH 3.50" 2.57 ROOF ( 625) 39'- 2.1" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,10,141 '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" 9 -1'- 0.0" Allowed- 0.100" MAX TL DEFL - -0.003" 8 -1'- 0.0" Allowed- 0.133" MAX TL DEFL- -0.022" 8 7'- 11.3" Allowed- 0.987" 22-04-08 16-09-10 MAX LL DEFL- -0.026" 8 28'- 11.5" Allowed- 1.158" MAX TL DEFL - -0.043" 9 28'- 11.5" Allowed- 1.544" I 1' l' MAX BC PANEL LL DEFL- 0.027" 8 12'- 5.5" Allowed- 0.345" 8-01-01 7-05-11 6-09-12 6-03-08 5-01-05 5-09-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 f f f f T 12 12 MAX HORIZ. LL DEFL- 0.012" 9 39'- 0.4" 7.00 I IM-4x4 Q 7.00 MAX HORIZ. TL DEFL- 0.019" a 39'- 0.4" 4.0" Design conforms to main windforce-resisting 5 "S( system and components and cladding criteria. 1. Wind: 140 mph, h-16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSID1r), load duration factor=1.6, , End vertical(s) are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. M-5x8(5) + 0.25" 3400000,000,00• .,, 4_ } + osis }A + o1 r Ln 0 0 1 1" o 1 - r,r 11 /13 *94-' 9 10 I M-1.5x3 1 M-3x8 M-1.5x3 0 M-3x6(S) D PROF ; b )' l l 1 ), r�Ql FS y 7-11-05 7-03-15 7-Ol-Oy 6-07 5-01-05 5-01-05 y �CJ�.. NGII N tr Q/O 20-00 19-02-02 �� 'yam 1-00 39-02-02 y �" :9200PE P" JOB NAME : POLYGON 8256-A - '6 ,- Scale: 0.1539 t y4�. 498 WARNINGS: GENERAL NOTEA, urns.others.noted: "y� OREGON ��(/� 1.&Aden and waggon wnb.dor . advised of all General Notes 1.This design I.band only upon me parameters shown and la bran lodMduei Truss: F6 and Warnings before constnansn.• • .AdMg component.Applkabrlly of design panniers and proper J� A Ak 1)4 2.3a4 ownpn.Non web bracing must. ,ed were drown.. Iwmomaan d component N 1.responsibility s ma.IlAnp..gn.r. /O 14 �� ww�� 3.Additional te'ePorary bndnp'ib •Aly during construction 2.Ossgrm aawm.the IOP ars bosom chords b.letanly braced at Is aro reapon.batyof an weeks. .... permanent bndrp s Y 0.0.ash et 1.7o..ro.peeWMy unless hawd throughout mak length by �, continuous shsatlti5,such a plywood.h.gdn e,..h end/or aywMNBC). M�ri R'Lk- DATE: 8/31/2017 tai overall structure b me reiponelb yua the bubdlrp designer. 3.7x Impact bridging or Weill taming required where drown•• SEQ.: K3625255 4.No bad should be applied lo any . until after el bracing and 4.IsbAaaon of boss is We responsibility of Me respective contractor. %Menem an complete and d no .Id any bade greater then 5.Design assumes bw.s ere to be used In s narnocrroeNe environment. TRANS ID: LINK d..qn lases be applied to any w rat and aro for'dry wndfon"sues. 5.CanpuTnn has no control over and.Mum mponsddAty forms 4.D.Ipn..umes rpA.amrg s all auppor4 shown.Shin or wedge a EXPIRES: 12/31/2017 rammay. �j fabrication.handling.shipment end Salton a components. 7.Design assumes adequate drainage Is provided. August 31,20.a 17 S.This design%famished subjs.b Arir NNW..set form by 5.Plates shell.loosed on both fess of buss,and placed so INV cellar TPIMrTCA InBC91.wpbs of which♦dll.furnished upon request. Anes coincide with pInt venter An.. MITek USA,Inc/Com Trus Software 7.6.8(11)-E g.ForDigib sic con si of lased aIInches.al Pu10..Dwteakcate a.fpla.Mwluessee EBR•1311,E9R•1gas(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 57 2- 9=(-4017) 4248 2- 3=(-5652) 5377 12- 7=(-2173) 2159 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2- 3=(-5652) 5377 9-10=(-4019) 4246 9- 3=1 0) 335 13- 7=1 0) 208 WEBS: 2x4 KDDF #16BTR; 3- 4=(-4345) 4506 10-11=(-3164) 3051 3-10=(-1502) 1074 7-14=(-4234) 3637 2x6 KDDF 9163TR A LOADING 4- 5-1-2467) 2244 11-12-1-5931) 6273 10- 4-1-3284) 2548 14- 8=1 -404) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1955) 1735 12-13=1-7315) 7670 4-11=1-3152) 3632 TC LATERAL SUPPORT B- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-2286) 1880 13-14-(-7316) 7669 11- 5-1-1328) 1415 BC LATERAL SUPPORT B. 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=1 -747) 759 11- 6-1-2369) 2074 6-12-(-1622) 1815 OVERHANGS: 12.0" 0,0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOR2 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 2015. 0'- 0.0" -2764/ 3098V -9794/ 9794H 5.50" 4.96 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 3.2" -1783/ 3214V 0/ OH 3.50" 5.14 KDDF 1 625) 39'- 2.1" -2490/ 3093V -9794/ 9794H 5.50" 4.95 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,10,141 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL= -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL DEFL- -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL- -0.045" 9 8'- 0.2" Allowed = 0.741" MAX TL DEFL = -0.051" 8 7'- 11.3" Allowed= 0.987" MAX LL DEFL= 0.071" 9 28'- 11.6" Allowed = 1.158" MAX TL DEFL - -0.083" 8 28'- 11.6" Allowed = 1.544" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-08 16-09-10 T fi f MAX HORIZ. LL DEFL - 0.203" 8 0'- 5.5" 8-01-01 7-05-11 6-09-12 6-05-04 5-01-05 5-03-01 MAX HORIZ. TL DEFL= -0.209" 9 0'- 5.5" 1' ' 1' T T 1' 12 12 ICOND. 3: 250.00 PLF SEISMIC LOAD. 7.00 M-4x6 '' :17.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 .y,( �rll\ Wind: 140 mph, h-16.8ft, 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, M-4X6 Truss designed for wind loads M-5x8 in the plane of the truss only. '0 MSHS-7x16(5) 0.25" 3 41 0* M-1.5x3 M-1.5x3 0 N M-5x12 o ` eo11\ Appoi,,,,,Ms-5x16 e of c 1 vI M o of M-1.5x3 1011.25" M-5x12 0.25 M-115x3 r^ •54 M-7x6 <C. O PROF44S 1 b yMSHS-8x10(5) b MSHS-8x10(5) l b �Cj Fi\AGIN4- s/O,d 7-11-05 7-03-15 7-01-04 6-07 4-11-09 5-03-01 (V� 2 J,0 39-02-02 .1. „_41../C6' $9200PE �r' JOB NAME : POLYGON 8256-A - F6DRAG ---i /�. • • Scale: 0.1384 WARNINGS:Builder and.reauanconh.do shoodssaad.edaall General Poles 1.Thioassp la tossedonly upon Mpe.mel ora shown and lefo anMMMdoa OREGON Truss: F6DRAG and Warnings before conslrudbn commences. building component.Applicability of design parameters and proper L Zj� ZQ�� 2.244 compression web b.dng must be Installed where shown.. Inccrperetbn of component is the responsibility of Bra building designer. IO 14 3.MOoneal temporary bracing le Insure stability during eoneWetlan 0-4 2.Design assumes Na by end bottom shads to be klaraAy braced al braced o.c.and et 1 `' h Aro responehdlty of the erecta.Additional permanent bracing d 1' 0'Pe.respectively unless throughout thele length by MSR R DATE: 8/31/2017 continuous sheathing such ea ply.,eod eneeuang(7c)errdfor drywall(BC), Me overall structure le the responsibility of the building designer. 7,7x Impact bridging w lateral braving required when shown SEQ. : K3 6 2 5 2 5 6 4.No bad shod be applied to any°imponent until alter all bracing and 4.Installation of buss le the nespondblety of me re.psuace amincbr. fasteners are complete and at no lino should my loads greater then 5.Design assumes Pusses are to be used In a noncermsin.envhonment TRANS ID: LINK design loads beapplied toany component and ere for•drycondition`oruse. R.Comma ma hes no caned over end assumes no responsibility for the 5.0.10n assumes full bearing et all supports shown.Shim s wedge if EXPIRES:' 12/31/2017 neeessary.fabri an,handling.shipment and an of 7,Design assumes aeduele drainage Is prodded. August 3 q ,2017R.N.design is Wished subtee to Be limitations s1 tenth by a.Hales shell be tooled on both laces or awe,end pieced so their center 7PIIWTCA In BCat,copies ofwhich will be furnished upon request. Anes edndde with joint canter linea. Wok USA,Inc./Com Trua Software 7.8.8 IL 9.Digits Indcate Me d Ode In Intros. Iw ( E 10.For basic connector plate design values see ESR-1711,ESR-1958 W M) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1OBTR LOAD DURATION INCREASE - 1.15 1-2-(-326) 141 5-6-(-559) 618 5-1-(-405) 217 7-3-(-223) 197 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3-(-226) 258 6-7-(-304) 445 1-6-(-202) 304 WEBS: 2x4 KDDF STAND; 3-4-( -12) 5 6-2-( -96) 188 2x9 KDDF #16BTR A LOADING 2-7-)-464) 311 LL( 25.0)+IL( 7.0) ON TOP CHORD - 32.0 PSF TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -52/ 447V -217/ 32214 5.50" 0.71 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) 10'- 8.6" -153/ 502V 0/ OH 5.50" 0.80 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL - 0.009" 0 2'- 5.1" Allowed- 0.369" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.012" 0 2'- 5.1" Allowed- 0.553" I SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-06-01 4-10-13 0-03-12 MAX HORIZ. LL DEFL - 0.007" 8 10'- 3.1" MAX HORIZ. TL DEFL - 0.007" 0 10'- 3.1" 12 7.00 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, ogo/ (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-3x9 ill 112 y \III p N O I 1 ti M-3x4 I m 1 fillsiliiiit in O t` O 1 el 11 * M-1.5x3 M-3x4 I M-3x4 y 5-02-09 y . 5-06-01 b p*tO PR aces. �t s b 10-08-10 y t. ? /71 4�2 .. 89200PE �r JOB NAME : POLYGON 8256-A F7 , 8�-'��' 1 Scale: 0.2932 ,.• WARNINGS: GENERAL NOTES, unless olMrMse noted. •I.Euxda nod anceon contractor should ba ww.sd of all General Notes 1.71U.design Ie based only upon he parameters shown and 1e for an Individual F OREGON Da 4./ Truss: F7 and Warnings before connection sohlnense.. Mama component Applicability of design parameters and prop" �1 2.as companion web bredng must 8.nalaa"ken.hon.. Incorporation of component Is the n.peneiblllly of m.building designer. <0'-7 Y 1 4 20� P-t4 3.Adenoma temporary Peeing to Inure sadly dining consWcdon 1.Design easunws the lop and bollen chords to ba inanity bead at la tl,sr nnnnAFly of tlrow lar.Md6WoNParmeambradna of 2'oil and at10'Gees.mpenvey unless braced throughout drok length by DATE: 8/31/2017 dw onral structure N Bre mpon.mllyOf the buaing dwgn.r. coalmen'banning such as plywood quire sheadeb.,..ewer d,yw.Il(ec} �R 10" . 3.In Impeel bof 6n.nar lateral foolbran.ly of be when shown.. SEQ.: K3625257 4.Noroad.'Mouth mweed teany limesaw until nyMe.nbr.wpand 4.Design sI hh.s0 10b used 0 nspeWMcontractor. enolon halenan m complete an al no IkM Mork any baa greeter then 6,and a assumes Wass Gro to be uead n Shen-ameNvs environment design bads b.waled b any aompdnsnt end an...dry condition'.ofuse. TRANS ID: LINK 5.Camper.has nocontralova and nsarmesnoresponsrodiyfor Me 6.D..gns..um..nabs.n a.t.ewpaon..nown.snMo wedge If EXPIRES: 12/31/2017 neaaary. lab , ng.enema and Walla.n of components. 7.Design memos adequate inhume Is provided. August 31,2017e.U4.design IN Mashed militant to IM Ann done at forth by A.plates as be loaned on both face.or buss.and plead w thee anter TPIMTCI In SCSI,copra of which PH be etmished upon request. Ines coincide with pint center line. MfTek USA,InciCorn Trus Software 7.8.8 1 L E 10.F For b Inmate ansa of plats m bone.. PO ( )• basic connector plats deelgn values sue E2113•1311,ESR-lads(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq 1.00 TC: 2x4 KDDF i16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-326) 168 1- 9=(-206) 316 2- 9=( -270) 204 12- 7=(-344) 170 BC: 2x6 KDDF 41613TR SPACED 24.0" O.C. 2- 3=(-140) 170 9-10=(-192) 168 9- 3=(-1148) 278 7-13=7 -14) 164 WEBS: 2x4 KDDF STAND 3- 9=(-738) 176 10-11=7 -76) 578 3-10=7 -66) 584 13- 8=( -42) 270 LOADING 4- 5-(-510) 244 11-12-(-174) 204 10- 4-7 -264) 162 8-14-7-4421 124 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-468) 228 12-13=7 -46) 252 4-11=7 -348) 190 BC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-144) 88 13-14=7 -40) 50 11- 5-( -78) 170 TOTAL LOAD - 42.0 PSF 7- 8-(-370) 84 11- 6-( -16) 472 '- ( 2 1 complete trusses required. 6-12-7 -910) 234 Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) nails staggered: ADDL: TC UNIF LL+DL= 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA 9" oc in 1 row(s) throughout 2x9 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -63/ 3620 -291/ 3498 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 9'- 0.0" -262/ 19690 0/ OH 5.50" 2.20 KDDF ( 625) "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3. -791/ 34930 0/ OH 5.50" 5.59 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 9.5" -74/ 497V 0/ OH 5.50" 0.80 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING:Jts:1,9,12,141 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX BC PANEL LL DEFL= -0.014" @ 4'- 4.7" Allowed= 0.398" _ MAX BC PANEL TL DEFL = -0.027" @ 4'- 4.7" Allowed= 0.531" MAX TC PANEL LL DEFL.. -0.026" @ 19'- 3.6" Allowed= 0.488" MAX TC PANEL TL DEFL - 0.019" @ 25'- 1.8" Allowed= 0.656" 22-04-08 - 17-05 MAX TC PANEL LL DEFL = 0.025" @ 36'- 9.8" Allowed= 0.427" MAX TC PANEL TL DEFL = 0.044" @ 37'- 0.6" Allowed= 0.641" '( f 4-10-08 4-05 6-05-13 6-07-03 5-11-04 5-02-07 6-03-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' f . 1 T -1 j' ' MAX HORIZ. LL DEFL = 0.003" @ 39'- 7.7" 12 12 MAX HORIZ. TL DEFL= 0.004" @ 39'- 7.7" 7.00 HM-4x4 Q 7.00 4.0" Design conforms to main windforce-resisting 5 .f! system and components and cladding criteria. Wind: 140 mph, 1=25.7ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Di r), load duration factor=1.6, End vertical(s) are exposed to wind, 0.25" M-3x6 Truss designed for wind loads 4 6 in the plane of the truss only. t M-4x6(5) .50" 24UIi34 i DI 4. t rr. eE s 'I1 M-3x4 l0 19M-3x9 18.25" M-3x8 0 .25' 12 M-3 •'t4 x9 M-1.5x3 si\tO PROF s M-7x6(5) M-7x6(S) i" y y y *21956 , , S 2 CO ENGIN, E `x/0 J, 9-00 6-05-13 6-10-11 6-02-12 5-02-07 5-11-13 44 39-09-08 y [Z. 89200PE "Y< JOB NAME : POLYGON 8256-A - Gl Scale: 0.1560 1. AZ- WARNINGS: S.UR e NOTESleb unless otithp males 'T7 I OREGON A., Truss: G 1 BVAdor and erection contractor.could be ee hell a ell General Notes designnuIs neat only upon the p en shown and Is a an Individual l '(� w and Warnings before construction commences. building component.Applicability of design parameters and proper L'^ A W 2.2x4 compression web bndng must be installed where shown". incorporation et component h H,.responsibility of the building designer. �Q -7 " 1 4 �O�� 3.Additional tempmery bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally bread al 7 Is me responsibility of the erecta.Addmunal permanent bndng of T o.e,as al 10.a.G respectively indene braced throughout Melt length by M .� 1�� DATE: 8/31/2017 ms wad slnclun 41M are continuous sheslhing such a plywood ehesming(TC1 andfor drywaREIC). -1 responsibility of the building designer. D.2s Impel bodging or lateral bracing required where shown"" SEQ.: K3 62 5 2 5 8 4.No bed should be spoiled to any component until after all bracing and 4.Installation of hum Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses.re to be used in a non-corrosive environment, TRANS I D: LINK design roads be appll.d to any component. and are for'dry condition'Drina. 5.CampuTnn has no control over and eaumee no responsibility for the 6.Design assume.,KA bearing at all supports shown.Shim or wedge If EXPIRES; 12/31/2017 fabrication,hdling.shipment and installation of components. neasaary. H.This design is furnished subject to the limitations set forth by B.Plates sassumes ul be lometedd a bothuate laces so truss.end placed so their anter August 31,2017 TPIMTCA In SCSI,copies of which will be furnished upon request Anes coincide MS,Joint anter Anes. MITek USA,Inc.ICompuTrus Software 7.6.8711.)-E S.Digits induce sive a piste in Inches. 1D.For basic connector plate design values see ESR-1011,ESR-1985(MOM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 RODE 41/BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-3281 168 1- 9-)-210) 316 2- 9-( -268) 204 12- 7-(-300) 158 BC: 2x6 EDDY 416BTR SPACED 24.0" O.C. 2- 3-(-144) 170 9-10-(-194) 168 9- 3-(-1150) 280 7-13-( -42) 138 WEBS: 2x9 KDDF STAND 3- 4-(-742) 178 10-11-) -78) 578 3-10-) -66) 586 13- 8-) -42) 262 LOADING 4- 5-)-514) 244 11-12-(-166) 200 10- 4-) -266) 162 8-14-)-430) 116 TC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DLI 7.0) ON TOP CHORD- 32.0 POP 5- 6-)-474) 230 12-13-) -42) 230 4-11-1 -346) 190 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-150) 88 13-14-) -46) 56 11- 5-) -78) 172 TOTAL LOAD- 42.0 PIE 7- 8-(-336) 76 11- 6-) -16) 466 ( 2 ) complete trusses required. 6-12-( -910) 242 Attach 2 ply with 3"x.131 DIA GUN nails staggered: LL - 25 PSF Ground Snow (Pig) ADDL. TC UNIF 11+01- 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 1 rows) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL. BC CONC L1,4-01-. 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -63/ 363V -289/ 355H 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 9'- 0.0" -263/ 1471V 0/ OH 5.50" 2.20 KDDF ( 625) "* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3" -787/ 3456V 0/ OH 5.50" 5.53 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 2.1" -73/ 479V 0/ OH 5.50" 0.77 KDDF ) 625) 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:1,9,12,14' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX BC PANEL LL DEFL - -0.014" @ 4'- 4.7" Allowed- 0.398^ MAX BC PANEL TL DEFL- -0.027" @ 4'- 4.7" Allowed- 0.531" MAX TC PANEL LL DEFL - -0.026" @ 19'- 3.6" Allowed- 0.488" MAX TC PANEL TL DEFL - 0.018" @ 25'- 1.8" Allowed- 0.656" 22-04-08 16-09-10 MAX TC PANEL LL DEFL - 0.015" @ 36'- 5.8^ Allowed- 0.381" T 1 MAX TC PANEL TL DEFL - 0.029" @ 36'- 8.2" Allowed- 0.571^ 4-10-08 4-05 6-05-13 I 6-07-03 5-11-04 5-02-07 5-07-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T 1 I! 1' T f 1' 12 12 MAX HORIZ. LL DEFL- 0.003" @ 39'- 0.4" 7.00 Q7.00 )IM-4X4 MAX HORIZ. TL DEFL- 0.004" @ 39'- 0.4" ' 4.0" Design conforms to main windforce-resisting 5 •fA system and components and cladding criteria. Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-5X6(5) 1• (All Heights), Enclosed, Cat.2, Exp.O, MWFRSIDir), load duration factor-1.6, 0.25' M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads 4 in the plane of the truss only. �+,,., M-4x6(S) 1.50" M-3x4 +1 v 3 <N N 4" + M3x4 M-1.5x3 + • I 0 l r- 0 o yI I 4.o 1 ^ 9 10 9 11 ' 12 13 'K4 p to M-3x4 r-M-3x4 0 25" M-3x8 0.25' M-3x4 ::1 : 3M-7x6( ) 2195#00 6-10-11 6-02-12 02-07 y �� NG�NEF9 /C1, 39-02-02 �` 11 :9200PE r JOB NAME : POLYGON 8256-A - G2 4,,,,,,/.. PO Scale: 0.1595 t y� 110 WARNINGS: `ll1JJ GENERAL NOTES, mien Owen.noted: -7, ,OREGON -��(// 1.Builder and erection contractor•"9^'a be advised of el General Nobs 1.This design B based only upon the parameters shown and B km en individual Truss: G2 end Warnings before.onmuatenCommences. building component.Appllubeltyadesign p.ronwlosend proper 2.2a4 compression webbedng,e be installed where shown 4'. bcorporoaon of component b the nepas.*9Iy N me bulldrp deeig,rer. ," 1). 14 2. -1- 3.Adds"nel temporary bracing 10 hews stability during construction 2.Design assumes the lop and bottom chorus b be BlosUy booed at �� N the responsibility of m.erecta.Ad4Nons permanent bracing of T o�u�o and Mesmirp cWply wood a braced throughout INN length by DATE: 8/31/2017 m.mend structure l e,.n.pondblly lime building designer. 3.continuous loved bridging or!Neral bres a "�1 andlor dry"elgBc)_ �R R l„�". Cope stere required when shown SEQ.: K3625259 4.No load should b.WOW toens cOnmonont"nd.6.r.0Isso Band 4.m.wlabonofboss 6the responsibility athe nweaeW..nbea"r. festerwro are oomph%and at no tfn.should any bads greater man S.Design assumes Na...ere to be used Ina non-corrosive environm.mt design bad.be eppited b erry aancdnent end are for Nig condition.of u... TRANS ID: LINK 6.Carmmnwhnmanbo(overandassumesnoreeponarolmyforthe S.Design eesmmeshdbeanngelan.uppobshown.Shim e wedge If EXPIRES: 12/31/2017 .ury. bbrintien,handling,shipment and InatapNbn of components. T.Design..sum..ede4u.a .b AWS' August 31,2017 O.This design is furnished subject b me limitations wit forth by s.metes shell be located on bothns,epbees of times."red placed eo mete seder - TPI NTCA in SCSI,cool^s ofwm,),we be furnished wan request ems colndde wlm joint center Inc.. 9MITek USA,Incicom True Software 7.8.8(114-E For Mob indicate she of plate h inches. ma. PU10..540.In connector psI.in maws ESR•1311,151241 988(MRak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 5-11-00 GIRDER SUPPORTING 11-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 41LBTR 5-11-00 GIRDER SUPPORTING 19-03-08 ON TC 1-2=(-106) 154 4-5=(-178) 412 1-4=( -576) 146 2-6=1-1050) 338 BC: 2x6 HIDE 91&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2-3=(-106) 154 5-6=(-178) 412 4-2=(-1050) 338 6-3=( -576) 146 WEBS: 2x4 RODE STAND; 5-2=( -80) 548 2x6 RODE 82 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <- 12"OC. UON. TC (INIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 5'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 117.2)+DL( 99.7)- 216.9 PLF 0'- 0.0" TO 5'- 11.0" V 0'- 0.0" -505/ 1905V -190/ 190H 5.50" 3.05 KDDF ( 625) TC UNIF LL( 216.1)+DL( 147.0)- 363.1 PLF 0'- 0.0" TO 5'- 11.0" V 5'- 11.0" -505/ 1905V 0/ OH 5.50" 3.05 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 ps E) uplift at 24 "on spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 2 row(s) throughout 206 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.005" 9 2'- 11.5" Allowed- 0.250" 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.008" 9 2'- 11.5" Allowed - 0.333" 9" oc in 1 row(s) throughout 204 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-11-08 2-11-08 .. For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.001" a 5'- 5.5" f '' ( MAX HORIZ. TL DEFL - 0.001" 9 5'- 5.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. /- 1 2 3 -f Wind: 140 mph, h-22ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, j =o I A (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. p i hn . F ii1i: 1IMIIRI M-3x6 M-1.5x3 M-3x6 J' J. y 2-11-08 2-11-08 J, J. - o PR p;Fss 5-11 N�'1N00E�9E /9 2 �� 892P JOB NAME : POLYGON 8256-A - G3 / -___ Scale: 0.4171 'An 110 Sr WARNINGS: OThis design unless o We noted: �L , OREGON e0J Truss: G 3 1.Bulkier and erection connector should be advised of al General Notes 1.TMs design le basad only upon Iha peramatan shown and h for m kMMduei and Weminge before construction commences. bulling component.Applicability of dings parameters end proper I.7x9 aompseebn web bowing mull be Installed whore snows u. mcorpare6on of component Is the responsibility of 6,e building designer. /0 .9)' 14 20 P4 3.Additional temporary brechg to Insure NabiNly during conslruptinn 2.Design assumes the lop and bottom chords to be laterally bread sl is the reeponebllty of the erecta.Additional permanent bracing of Y o.o.eM sl tfts.o.G reepaellvety chins braced tlnaghmnl WO length by MF` R'�� Ni DATE: 8/31/2017 Ow overall structure le We responsibility of the halal designer. continuous sheathing such ore plywood eheamingRC)and/or drywall(BC). R ng 3.b impact bddgtng or lateral bracing required when shown•• SEQ.: K3 6 2 5 2 6 0 4.No bW shadd be applied to any component until after all bowing and 4.Instellavon of hues nth,responsibility of the respective contractor. feelenan are complete end el no Ilm should any bads greater than 6.Design assumes trusses are Io be used in a non-oorno.we environment, TRANS I D: LINK design loads be applied to any component and ere for'dry condition"of use. 6.CompuTna hes no central over and assumes no reeponslbiety for We 8.Design assumes full bearing at eq supports shown.Shim or sedge If EXPIRES: 12/31/2017 neouse, febdaeSon.handling,shipment and Mstallation of components. T.Design aawmes adequate lag.Is provided. August 31,201 7 B.This design Is furnished subject to Me BMladona set forth by 6.Plates shall be toed.on boothl,faces of Was,and placed w bah center TPOWTCA len BCSI,copies of which mal be furnished upon requeet. linea coincide wM joint center end. MRek USA,InclCom uTrus Software 7.6.8(1 L}E a.DIOIN Indicate she of plate In Inches. P 10.For baste connector plate design values see EBR-1311,ESR-1868(MRek) This design prepared from computer input by Ili Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-00-07 GIRDER SUPPORTING 9-11-00 ON TC FROM 3-02-08 TO 15-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 81&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-(-116) 352 5-6-(-170) 158 5-1-( -68) 120 7-3-( -40) 174 2x6 KDDF 416BTR T2 2-3-( -60) 220 6-7-(-652) 1870 1-6-( -266) 122 3-8-1-2224) 772 BC: 2x8 KDDF I16BTR LOADING 3-4-( -62) 160 7-8-(-652) 1870 6-2-) -834) 318 8-4-1-2836) 778 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 6-3-(-2276) 792 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 2.5" V TC LATERAL SUPPORT H- 12"OC. UON. TC ONIF LL( 149.0)+DL( 81.3)- 230.2 PLF 3'- 2.5" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT H- 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 15'- 0.4" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC UNIF LL+DL- 30.0 PLF 3'- 2.5" TO 15'- 0.0" V 0'- 0.0" -203/ 112V -63/ 95H 5.50" 0.18 KDDF ( 625) '-- ( 2 ) complete trusses required. 3'- 0.7" -681/ 2124V 0/ OH 5.50" 3.18 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN ADDL: TC CONC LL+DL- 2195.0 LBS 8 15'- 0.0" 15'- 0.4" -1081/ 3849V 0/ OH 5.50" 6.16 KDDF ( 625) nails staggered: /X\`/X`1 9" oc in 1 row(s) throughout 2x4 top chords, '. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tPROVI DE FULL BEARING;Jts:5,6,81 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc in 1 row(s) throughout 2x4 webs. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.022" 8 8'- 11.7" Allowed- 0.547" MAX TL DEFL - -0.037" 0 8'- 11.7" Allowed- 0.729" ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL - 0.009" 8 l'- 7.2" Allowed- 0.187" MAX TC PANEL TL DEFL - 0.008" 8 1'- 7.2" Allowed- 0.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- -0.004" 0 14'- 8.9" MAX HORIZ. TL DEFL- 0.007" a 14'- 8.9" 3-02-07 , 11-10 +( I '( Design conforms to main windforce-resisting 3-02-07 5-09-04 6-00-12 system and components and cladding criteria. f 4214#0: 140 mph, h-20.6ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6 M-3x8 M-4x6 in the plane of the truss only. 2 3 4 -, T2_ I I M-3x9 0 i 1 .i 0 I n7 IIIIImmiw_ n A- -/* 6 x 7 .2:5.e -� M-1.5x3 M-3x8 M-1.5x3 M-3x6 1 ), '. l y 3-00-11 5-11 6-00-12 �tpPROt. y 15-00-07 y `g"�. GINE d/p 89200PE r JOB NAME : POLYGON 8256-A - ( 4 _ • � • . Scale: 0.4072 O. WARNINGS: GENERALNOTEC, unlesseMamYenoted: •'y� OREGON ��. 1.Bodes and eragon contractor ehosNl bb eddied of a General Nobs 1.This design N based only upon Me parearolers shown and b e an individual Truss: G4 and Warnings before ememmeon oddness. building component ApplIcebaty of design aerometers and proper T.284 compression web bnd10056 dialled where shown.. N,wpeegeno, pen.m"M.�.pem.folNNaM.bu�lnodesbnw. �o �y 14 2°��- 7.Additions!temporary bowing b dump wrelwaaee 2.Design assumes Me top and bottom chord to be bendy braced e1 N Me espsn*Siy of the erecter. I permanent bradng n T n.a and 8110'o.a sod,..plywood y unless breed throughout they Ieng51by `l DATE: 8/31/2017 theovoll.60010,.blere IMebuldmgdeepna. gorWlnugsfdgngorsheathing suchtbonu60dweesown••C)ends dl(BC). 'RR 4.Installation s Wad bridging N died puo sq mound whore eo.os+. SEQ.: K3 62 5 2 61 4.No load should be waled la 00 em told y Nor ll bracing and 4.Design nu truss"Me responsibility of aro respective contend. ladders are complete and at no I any"ads greater Man 5.Design assumes Wass are to be used In a non-corrosive environment, TRANS ID: LINK design ea0sbiaR0id0oinycanp4""t E,o.bgn..UM.home•ingsteieupwrtdhown.aheerwedgeIf 6.DempuTNa has no control ever and Widnes no reapondlity for the EXPIRES: 12/31/2017 necesaaryfabrication,handing,shipment mm installation of somponenb. Dedra as, T.Platen assumes Wowed drainage Is 55.5,en August 31,2017 B.This dasgn b furnished add b MI Berkatlens eat IoM by e.Pietas shell be located on bon lease of bees,end peaea ea Mek center MAMA In SCSI,wpb olvIkh NO be furnished upon request. lees celnclde with pint center lines. 8.Digits InAeate.las of idle M inches. MITek USA,IncJCompuTrus Software 7.6.8(10-E t0.Fur baste connector plate design dun see 656-1311,156.1858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x9 ROOF 416BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=10) 0 BC: 2x4 ROOF 11l60TR SPACED 24.0" O.C. 2-3=(-32) 13 TC LATERAL SUPPORT 0- 12"OC. UON. LOADING BC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX 11082 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" -73/ 305V 0/ 31H 5.50" 0.49 ROOF ( 625) 2'- 8.8" 0/ 32V 0/ 0H 5.50" 0.05 HOOF ( 625) *. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 11.6" -30/ 72V 0/ OH 1.50" 0.12 RODE ( 625) 12 3.00 c-LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net L-5 psi) uplift at 24 "00 spacing. ) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.4" Allowed- 0.120" MAX TC PANEL TL DEFL= -0.005" @ 1'- 9.4" Allowed = 0.181" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 --f 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, Truss designed for wind loads 11, in the plane of the truss only. N 2 0 r, 1 o X0 4 M-3x4 l 1 b 1-00 2-11-09 -k��d PRpFfiss 7GIN \ 89200PE "7_, JOB NAME : POLYGON 8256-A - H1 Scale: 0.9919 ••' . _.,,. . WARNINGS: O 181.L deemIsNOTES, unless ohne par noete: O OREGON �� Truss: H 1 1.and W end erection mnlr'Ickr should be edwesa of all General Nolen 1.Wilding deem Is based only upon ha parameters shown and Is foran mtlMdual and Warnings before con=budlon commences. building component.Applicability of design parameters end proper N 2.204 companion web bracing must be installed where shown•. Inwrpnratbn of component h Oro responsibility of he building designer. /O I' 1"h 2°�_�4 3.Additional lempmery bracing to theme debility during construction 1.Design aesumes the top antl bottom hobs la be laleratiy braced at 4 le the responebOly of the erecta.Add Bonet pememm bredrp of T n o,and a110'o.c.roepactivay unless braced throughout Maio larch by - 8- DATE: 8/31/2017 the overall etnwmre Is the reepanetbmy of the building designer. Wnunuoos abashing such es plywood eheahingpc)'Io drywelgsc). '� "p R �� 3.1s Impact bridging or lateral bracing required where shover•• e'i SEQ.: K3 62 5 2 6 2 4.No bail Medd be applied to any camponem until alter all bredng and 4.Indanauon of buss is the reeponabiny of he reapedroe eomrecbr. fasteners ere complete and et no IN,,.should soy loads greeter then 5.Design sesame,Woes ere to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied b any component and are for'dry condition'of use. 5.CorrpuTrm has no contra over and assumes no responsibility for the 9.Design mammas full bearing sl all supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Inelana8bn of components. necessary. U.1ma design h furnished subject to u»limitation.set forth by 1.Dets hal beammlocated on both drainage Is provided. August 3 ,Zl) 7 O. ..edneO bsicoetW oe barn one. w..,and placed whir center TPVWTCA In SCSI,copies of which Mg be furnished upon request. Ones coincide with pmt center time. M)Tek USA,InniCompuTrua Software 7.8.8(11)-E G.Digits Indicate she m Ride In Inches. ( E 10.For bask connector plate design values see ESR-1311,0311.7853(WM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 41SBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 29 2-6-(-275) 563 3-6-(-604) 264 BC: 2x4 RODE i16BTR SPACED 24.0" O.C. 2-3-(-622) 266 6-4-(-132) 82 WEBS: 2x4 ROOF STAND 3-4-( -64) 59 LOADING 4-5-( -5) 2 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD- 45.0 PSF BEARING MAX VERT MAX HOPE BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 556V -29/ 84H 5.50" 0.89 KDDF ( 625) .. For hanger specs. - See approved plans 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '., REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.002" 8 -1'- 0.0" Allowed- 0.100" '.. MAX TL DEFL - -0.003" 9 -1'- 0.0" Allowed- 0.133" MAX BC PANEL LL DEFL - -0.191" 9 4'- 8.3" Allowed- 0.365" MAX BC PANEL TL DEFL - -0.115" 9 4'- 8.3" Allowed- 0.486" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" 9 8'- 11.0" 5-02-12 3-10 0-03-12 MAX HORIZ. TL DEFL - 0.006" 9 8'- 11.0" { T T T 12 Design conforms to main windforce-resisting 3.00 m- system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor-1.6, 4 5 -,i End vertical(s) are exposed to wind, 3 Truss designed for wind loads imiiiiirili in the plane of the truss only. I M-1.5x3 r� ceo , N c 2 " I . 1.. 11. 11.0111illi.111111111111. 11. 11. 11_ raili Ai M 1 =� 6 -,- 0 o M-3x4 M-3x4 II y )' 1 8-11 0-05-08 l Y l f 1-00 9-04-08 �Cnco PROFESS 4/ rc"NGIN�fi�4 /p29 _.,.89200PE r' JOB NAME : POLYGON 8256-A - K1 Scale: 0.5244 :-iinf� • WARNINGS: GENERAL NOTES, uIen onembe noted: 7 ,�0 EGON�� /., 1.Builder ask erection oenlneb,eheAd be advised of MI General Notes 1.This design le based only upon be ammeters shown end b for en k,dMduel �G/ Truss: K 1 end Warnings before mnMluctlm ooh menses. building component Applbeb9ty of design parameters and gropes 0 �� 2.254 cempnscian web biasing nue a Insisted when Hewn�. Incorporation of component b me reeponebay of the building dearer. ./1 '9 Y 14 0 3.Additional temporary bracing to Insane stability during construction 2.Design assumes ms lop and bottom chords to be laterallyho S,si el b the responsibility of Aro elector.MdtonM permanent bracing of 2'p c and et 10'o.a roepeeevely unless braced throughout bilk length by b DATE: 8/31/2017 tlw ownA.hssto,e an.rospoes alCy of dhe buAdkp design.,. 3.continuous hep ous sheathing,euN) ph/wood sheathing(7C)and/or rkywalkBCl. '1 R 10- raped bridging or lateral bracing required when shown++ SEQ.: K3625263 4.No load should be applied to my component unG alter all bracing end 4.osegne.amr550A the e responsibility dNMe reeno mno.W emMonctive r assn, fasteners w complete and N r 0 time Noun any baa greeter than and en for`dry condition`of use. TRANS ID: LINK design bads be applied to tiny cen4ronent It Design assumes full bearing at al supports shown.SMm or wedge If EXPIRES; 12/31/2017 5.CompuTms has no ooMrol over anti ammo no responsibility for the nepsss,y Bb,seton,handling,tldpmeM and.inualiaUwh of cernpon.M5. 7.Design eenm ,eb s.dego.t.drainage provided. August♦31,20.I 17 6.The design le furnished sut,ed to the WmeeIons set forth by O.Plates chef be bested on bob laces of buss,and paced so their center TPIM7CA In SCSI,copies aloft*will be bmbhed upon request. Anes coincide with Joint cents,Anes. O.Digits Indicate.la of Wet.In inches. MRek USA,InciCompuTrus Software 7.8.8(7 L)-E 10.For lank connector plate design values see ESR-1311,ESR-106H(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4104TR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 27 8- 9-1-487) 1176 2- 8=1 -227) 138 12-13-1-142) 445 BC: 2x4 KDDF 11&BTR SPACED 24.0" O.C. 2- 3=1 -24) 71 9-12=(-412) 1264 8- 3 (-1360) 362 12- 6=(-386) 980 WEBS: 2x4 KDDF STAND 3- 4-1-1346) 325 10-11=( 0) 0 3- 9-( 0) 212 13- 6=1-278) 179 LOADING 4- 5=(-1157) 348 11-13-( -9) 23 9- 4-) 0) 187 13- 7=(-117) 518 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1218) 461 13-14=( -57) 76 4-12-1 -519) 91 7-14-1-744) 263 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -616) 221 5-12-1 -242) 202 TOTAL LOAD- 42.0 POP 11-12-1 0) 44 OVERHANGS: 12.0" 0.0" 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" -136/ 926V -129/ 210H 5.50" 1.48 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 1.0" -100/ 795V 0/ OH 5.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 7-05-02 5-06-14 6-01 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" 'r '( I >( MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL - -0.046" @ 8'- 11.9" Allowed .. 0.908" 3-08-09 3-08-09 1-07-10 3-09-08 6-02-12 MAX TL DEFL .. -0.076" @ 8'- 11.9" Allowed - 1.211" I I f ,' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 3.00 v 7 00 127 M-7x6 Q 7.00 MAX HORIZ. LL DEFL- -0.016" @ 18'- 11.2" 6 7 0„ MAX HORIZ. TL DEFL- 0.026" @ 18'- 11.2" Design conforms to main windforce-resisting ��\ system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor-1.6,6 End wertical(s) are exposed to wind, Truss designed for wind loads M-5x6 M-3X9 in the plane of the truss only. 7:4 e 7 M-4x4 Q�d 4� -, M-1.5x3 rc o f 1 2 o rO rO Bm 12�may" �� M-4x4 M-3x4 ti 10 it 13 "'14 M-1.5x3 M-3x8 M-1.5x3 M-5x8 b l 3' b 3. 3. 7-01-10 0-09-DE01-12 3-11-04 6-01 1 b 3' y 1-00 7-11 11-02 b 8-11 yl-00 l0-02 y ��cO PROF�S'S y y �5 �NGINE�c9 /� 19-01 .j, • `z' 89200PE 414 �<' JOB NAME : POLYGON 8256-A - M1 ---_ /i Scale: 0.2746 .' • WAR cede,: O.ThRAe NO7Eb, uhieup htie ndee: 'T7� A OREGON�� Truss: [KI 1.Builder and erection ooMractor should be edNssd of eA General Notes 1.This design b based only upon the parameters en shown end Is toren IrMMduN y� and W.mtoq before bracing commences. MindingIncorporation component.Applicability of depss,O parameters and proper 2� �� 2.244 oomprosNen wee bracing must be Installed where shown.. Incorporation of component Is the responslblAN of the budding designer. /O 1 3.Additional temporary bracing to Hem cHIllly durtog construction 4 2.Design assumes the top end bottom chords to be letarepy braced et Is me reeponemNly of the erector.Additional permanent bredng of T o.c.and el 10'e.0.respectively unless braced throuphaW their length by 4.,R R'V� continuo.sheeng or such es plywood she.IM C)and/or drywell(BC). r DATE: 8/31/2017 the overall structure le IM responsibility or the building designer. 3.zx Impact bridging«Mtanl bowing required where mown.. SEQ.: K3 6 2 5 2 6 4 4.No toed should be applied to any component until Mer all bowing end 4.Inet.ttetton of hose Is the responsibility of the reepediw contractor. Wieners are complete and et no lime should any mads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design beds be copied to anynonponmt. and are for'dry condition`of use. 5.CanpoTnn has no control over end assumes no r.eponst6ily for the B.Design neumes NW be.dnp et.A supports shown,Shlm«wedge 8 EXPIRES: 12/31/2017 tebdeation,handling,shipment end Inetedatbn of components. T.Design assumes adegue%drainage Is provided. August 31,2017 8.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both fans of truss,and placed so their center TPIMTCA In SCSI,copies of which wIl be furnished upon request. linea odndde with kW center lines. S.Digit.Indic.%sin of plele In inches.Mirkk USA,IncJCom uTrua Software 7.6.8 1L)-E 10.For beak connector piste design%Ares see E8R-131 t,E8R-1588(WA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS. TRUSS SPAN 18'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE H16BTR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 27 8- 9 (-490) 1157 2- 81 -227) 138 12-13-(-144) 425 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3-1 -24) 71 9-12-1-411) 1237 8- 3-1-1338) 354 12- 6-1-384) 970 WEBS: 2x4 KDDF STAND 3- 4-1-1318) 319 10-11-1 0) 0 3- 9-1 0) 206 13- 6-1-287) 183 LOADING 4- 5-(-1128) 342 11-13-( -9) 23 9- 4-1 0) 190 13- 7-1-120) 509 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-1189) 455 13-14-) -60) 79 4-12-1 -514) 89 7-14-1-736) 262 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 71 -590) 220 5-12-1 -242) 202 TOTAL LOAD- 42.0 PSF 11-12-1 0) 46 OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -135/ 916V -128/ 212H 5.50" 1.47 RODE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 18'- 10.0" -98/ 785V 0/ OH 5.50" 1.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" 9 -1'- 0.0" Allowed- 0.100" 7-05-02 5-06-14 5-10 MAX TL DEFL - -0.002" 9 -1'- 0.0" Allowed- 0.133" T f f f MAX LL DEFL - -0.045" 9 8'- 11.9" Allowed- 0.896" 3-08-09 3-08-09 1-07-10 3-09-08 5-11-12 MAX TL DEFL - -0.074" 9 8'- 11.9" Allowed- 1.194" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 MAX HORIZ. LL DEFL - -0.016" 9 18'- 8.2" 3.00 .=.- 7.00 M-7x6 Q 7.00 MAX HORIZ. TL DEFL - 0.026" 9 18'- 8.2" 6 7.0" Design conforms to main windforce-resisting system and components and cladding criteria. UEN\ Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I`I9.0' load duration factor-1.6, 7- -1.5x3 End vertical(s) are exposed to wind, Truss designed for wind loads : 1111111°P/". in the plane of the truss only. M-5x. i M-3x4 7 M-9x9 '��' A *1 3 .144001 M-1.5x3 e o /- 1 0 2 ,+ I .4 N .i 5- No 12 I_ M-4x4 M-3x9 , 1 ,-a10 11 13r'I + •19 I '..... M-1.5x3 M-3x8 M-1.5x3 M-5x8 J, 1' l ). ' l 7-01-10 0-09-3D®1-12 3-11-04 5-10 Y 1 1 l 1-00� 7-11 11 11 ooy 10-1111 y �6 cO PROFFS 1, l ��?�c,� �N�tIRIFF9 S/O�9 18-10 `r' 89200PE r" JOB NAME : POLYGON 8256-A - M2 �= Scale: 0.2672 WARNINGS: GENERAL HOTEL unless om.rwae noted: • 1.Binder and erection eunb.der mho id be advisee ef eV General Notes 1.This design 1s based only upon the parameters slow and b for en ndMdu.l - ,�OREGON - 4,/Truss: M2 and Warnings before oonNn 1bn mrmiences. building component.Applicability of design parameters and proper 1.4.42.2a4con r.ssione.b�dngmustben�.1.dwhereshown.. am parebndaa en.nl Sthe reepmeNtiryefm.buld 0d.agne. /O 14 2,13' Q`�` r 3.Additional temporary breuaty to nave stability ding omewetlon - 2.Design assumes ms top acs Worndro 61 to be laterally braced et b the respmsb8Iy d the awder.AddHen.I permanent booing of T aa.and M 10'o.o.respectively Wien braced mrdrphnul Nelr length by R DATE: 8/31/2017 uw towel structure a ne ri.punsaay of In.building designer. 3.20 .a dgIng osheathinrr 000,ch••pyo u required w e,..ewor drw,aglec7. �r1'1-1". brans re4ulred Where.hewn t SEQ.• K3625265 4.No and Mold be applied leers pe nen until y Mer all bracing and 4.Installation d.uss b me responsibEy 61.reepss,ve contractor. keener*are ample!.and N noting.leuld any loads greeter then 5.Design assumes susses are to be used n a noncorrosive environment. bade M applied to airy comadlanL and are far'dry condition'of use. TRANS I D: LINK "wgn 6.Design riesmea full bearing st WI eupvorie.hewn.Shim or Wedge I 5.f:ame=hano control ever wasaryV EXPIRES: 12/3112017 {imbrication,handling. Installation shipment end . ation of components. 7.Design.acmes adequate drdn.ge b provided. August 3 ,20 7 e.This s design banished subject to 0e limitations son form by E.pates ands be located on ss both faces or busk and pieced their cater TPIA TCA In SCSI,copies el W19ah AI be Nmbhed upon r.9us.L Anes coincide Mm 0101 center Ines. B.Digits Indaate size of plate In Inches. MITek USA,InvfCompuTN.Software 7.6.8(1L}E 10.For basic connector pate de lgn wlues.es 688-1311,ESR.1865(MIND This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91613TR LOAD DURATION INCREASE = 1.15 • 1-2=) -6) 146 6-7 (-196) 202 6-2=1-558) 213 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-361) 128 7-8=( -19) 26 2-7= -36) 194 3-4-(-361) 128 7-3=1) 0) 200 LOADING 4-5-) -6) 146 7-4=) -36) 194 TC LATERAL SUPPORT <= 12"OC. VON. LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4-8=1-558) 213 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 598V -207/ 207H 5.50" 0.96 KDDF ( 625) M-1.5x4 or equal at non-structural 9'- 11.0" -78/ 59BV 0/ OH 5.50" 0.96 KDDF ( 625) vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" 9 -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" 8 -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.001" 9 10'- 11.0" Allowed = 0.100" 4-11-08 4-11-08 MAX TL DEFL = -0.001" 9 10'- 11.0" Allowed = 0.133" T f f MAX TC PANEL LL DEFL - 0.099" 9 2'- 6.8" Allowed - 0.451" 12 12 MAX TC PANEL TL DEFL - 0.258" 9 2'- 8.9" Allowed - 0.677" M-4x6SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 7 14.00 3 4.0" MAX HORIZ. LL DEFL- -0.001" 9 9'- 9.2" Alk HORIZ. TL DEFL- 0.001" 8 9'- 9.2" M-3x6 AL M-3x �, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.4ft, 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 M-1.5x4 M-1.5X9 in the plane of the truss only. ♦� + Truss designed for 4x2 outlookers. 2x4 let-ins 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-3x6 M-3x6 M-3x9 M,-3x4 ,,A ,_ ,_______, �Q� _. 0 1 6 7 ►=io3 -/ M-1.5x3 M-3x8 M-1.5x3 J, y y 4-09-12 5-01-04 y y ��Ep PRpFFss J. y 1-00 9-11 1-00 NGINE& /p . 2 �' :9200PE 9r" JOB NAME : POLYGON 8256-A - N1 1110. Scale: 0.3643 t • 4 10 WARa0H08: GENERALNOTEL design udau o th.parameters .wn I.r -�'7 , OREGON �� Truss: N Z t.Builder and erection contractor nn ee be eevlead of se General Notes 1.bug tlselpn le ba=se only open the p em shown and Is for open bldhiduel 4. end Warnings beim construction eammencee. building component.Applicability of design parameters and proper 2.2x4 aornpsedon web bredng must be belated where shown n. Incorporation of component N the responsibility of the bulking designer. i y fl a� 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the lop end engem=horde to be laterally braced at Q 4 4 �(y Is 0n responsibility I Me=t=rio.Additional permanent bracing of 2'a.c.end et lP o.e. epeotiv ly unless braced throughout thee length by `- DATE: 8/31/2017 the Mir=e structure is the responsibility or the budding designer. continuous eheawxg such as pywood ehesedng(Tc)ardlm drywai(eC). �L�p �� 7.24 Impact 6rldging or IhWere/bracing required where shown•. yll fl SEQ. : K3 6 2 5 2 6 6 4.No ked ehodd be applied b any oomponent until after a bracing and 4.Installation of truss h me responsibility of the respective untndor. fasteners Cr.complete and at no doe should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplied lo any component. end are for'dry undgfoo'afuse. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes Nil bearing al es supports shown.Shim or wedge B EXPIRES: 12/31/2017 fabrication,handling,sMpmenl and Installation of components. 7.Design assumes adequate drainage Is provided. O.This design Is furnished subject the limitations set forth by B.plates ekes be touted on both tees of was,and placed so then center August 31,2017 subject to TPNNTCA in SCSI,copies of which call be furnished upon request. lines coincide with)dnl center Anes. MRak USA,IncJCom uTms Software7.6.8(114-E 5.Digits indicate etre of plate In I'd'es. P10.For basic camador plate design values see ESR-1311,ESR-rgee(PATO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 HOOF #16BTRI, LOAD DURATION INCREASE - 1.15 1-2-( -6) 146 6-7-(-196) 202 6-2-1-558) 213 BC: 2x4 KDDF #150TR ', SPACED 24.0" O.C. 2-3-(-361) 128 7-8-( -19) 26 2-7-1 -36) 194 WEBS: 2x4 ROOF STAND 3-4-(-361) 128 7-3-) 0) 200 LOADING 4-5-( -6) 146 7-4-) -36) 194 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 4-8-(-558) 213 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) li LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 598V -207/ 207H 5.50" 0.96 KDDF ( 625) 9'- 11.0" -78/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL- -0.001" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.001" @ 10'- 11.0" Allowed- 0.100" 9-11-08 9-11-08 MAX TL DEFL - -0.001" @ 10'- 11.0" Allowed- 0.133" T1'1 f MAX TC PANEL LL DEFL - 0.099" @ 2'- 6.8" Allowed- 0.451" 12 12 MAX TC PANEL TL DEFL - 0.258" @ 2'- 8.9" Allowed- 0.677" M-9x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 P7 N14.00 3 4.0" MAX HORIZ. LL DEFL - -0.001" @ 9'- 9.2" WKMAX HORIZ. TL DEFL - 0.001" @ 9'- 9.2" ONDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.4ft, TCDL-4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Trues designed for wind loads in the plane of the truss only. M-3x9 1111111111\ HM-3x9 0Al I III 0 0 III0 agaR a 1 M-1.5x3 M 31x8 M-1.5x3 y 4-09-12 y....,.. 5-01-04 y P R O QED F[F y l-00 b 9-.1 y 1-00 1 ��NGINE.C. S/a''2 4r. 89200PE ter' JOB NAME : POLYGON 8256-A - 12 Scale: 0.3643 :44-111A, 4211111° WARNINGS: GENERAL NOTES, ad)...ebsnvlsenoted: O R EG V N �� 1.Builder and erection contractor.honed he.doNM of all Genf*Nota. 7.This design le based only upon the panmetere shown and le bran Indbduo Truss: N2 and Wamton mg.before worms contriteness. Indicting component.Appllcebltp of design perimeters and paper 2.2x4 mmpeseton web bracing must bs Metalled where shown.. Mwerporetbn of component h the responsibilityresponsibilityof the building designer. L/O '1 y 1 4 2-°` 4 3.Additional temporery bracing b bee.Iabaty during con.WC0on 2.Oe.lgn...was the lop end bottom shorehe laterally to terally braced r.�, I.to responsibility of Ih..rector.Additional permanent bracing of c2neo.and at ea10'hino.creuc...p19ely mesa braced mraglt dl Slab WV.). M` 1�� continuous sheathing such..pHwood.ha.V4rg(T.ar'd'or dryweil(BC). E DATE: 8/31/2017 Se went structure Is Me msponsShcly of me building designer. 3.tot Impact bridging or)sterol&ache required when sheen+. SEQ.: K3 6 2 5 2 6 7 4.No bad shoed be applied b any c.mpgnam unit.her all tracing and 4.Inslallallon M Inns.N the r.sponibllly of the respective mnb.etor. lesanen ore complete ark at no Ppm should any loads greeter Man 5.Design seeress busses are to be used in a nanarrosive awhoMenl. TRANS I D: LINK d°ab O°d'be nos. nr cannelloni s,w 8.and ign assuor mes hum bearing N al supports.leen.8hhn or wedge s 5.Cor„pnTnahasmmmnlw.ranndgamm.emrespmabRNforthe ,�a,,y EXPIRES: 12/31/2017 tebrication,handling.shipment midiindlalation of components. T.O..Ign assumes adequate**ego I.provided. O.This design I.furnished suq.&to heNmka4ows cot hell by 5.Mates shall be located on both faces of tam,and pieced so their center August 31,2017 TPVWrCA in SCSI.moles efMedi wig be furnished upon request Anes coincide.ah joint center)nee. Wok USA,Ino/Com Tap Software 7.8.8(11.)-E Io.Four a.to�e pf ieta desieta in gn values ) pugra velus..as ESR-1311,ESR-I gSa(MIT.M This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-11-00 GIRDER SUPPORTING 19-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF A1bBTR. LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -104) 74 1- 6=(-236) 928 1- 2=1-1792) 338 4- 8=1 -158) 824 BC: 2x6 KDDF 610BTR 2- 3=(-1194) 338 6- 7=1-236) 920 6- 2=1 -158) 824 4- 5=(-1792) 338 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1194) 338 7- 13=(-172) 920 2- 7=1 -316) 158 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=1 -104) 74 8- 5=1-174) 928 7- 3=1 -458) 1570 TC UNIF LL1 50.01+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 9'- 11.0" V 7- 4=1 -316) 158 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL) 213.51+DL( 165.2)= 378.8 PLF 0'- 0.0" TO 9'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ter" ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -468/ 2195V -155/ 155H 5.50" 3.51 KDDF ( 625) Attach 2 ply with 3"x,131 DIA GUN 9'- 11.0" -468/ 2195V 0/ OH 5.50" 3.51 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \A1 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /J(�/X\ 9" oc in 2 cowls) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL- -0.008" @ 4'- 11.5" Allowed- 0.950" MAX TL DEFL- -0.014" @ 4'- 11.5" Allowed - 0.600" 4-11-08 4-11-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS f T T MAX HORIZ. LL DEFL= 0.002" @ 9'- 5.5" 2-05-12 2-05-12 2-04 2-07-08 MAX HORI Z. TL DEFL- 0.003" @ 9'- 5.5" f f T f T 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 19.00 7 14.00 3 4.0" Wind: 140 mph, h-22.4ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, AK (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '`NN I load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 1n M-3x122 M-3x12 A" lk. o o O i� A AILL 1 - 6 7 8 w7-74 5 M-3x12 M-1.5x3 M-3x8 M-1.5x3 M-3x12 l l l b 1 2-05-12 2-05-12 2-05-12 2-05-12 J, y \Cj�AGP E *.deo 9-11 ____-.../ -7r>. 2-7 89200PE <-- JOB `JOB NAME : POLYGON 8256-A - N3 . ,. Scale: 0.3468 ' WARNINGS: GENERAL NOTES, unless s,.psrnaed: , OREGON ��• � 1.Builder and muton cenlrec,c should be advised of all General Notes 1.Thla design le based only upon the p rein ere sham and Is for an Meted / *- Truss: N 3 and Warnings before co strution commermee. handl !/ N 2.2x4m epe,sSon component. N thheerespon responsibility m parameters aper ,[J 3. Non web,sting I must be bIhely where shown.. 2.Design assumes Os top and bottom chords to be laterally braced sumer. IO -7 yf ��..e� temporary brad",to insure stability dining construction 2'o.n,end ails o.G respectively unless braced M 4 20 1 N the responsibility of Be erector.Additional permanent bredng of condnuoue sheathing such as plywood ehaathl throughout drywe l B -s$�R 11A- DATE: 8/31/2017 the overall structure Is the responsibility of the bs55Og designer. 3.Ss Impact bridging or Wart bracing required where tin mom•. II Bc. SEQ.: K36252 6 8 4.No load should be applied to any component until after NI bruit and 4.Inaslaaan of bun Is the reepanalbllly of the respective cant/solo, fasteners are complete end el no time should any loads greeter then 5.Design assumes busses are b be used in a non.somesino encronment TRANS I D: LINK design loads be rippled to any rsmpanent and are for condition'of use. 5.CampuTnm hes no cemro over and assumes no responsibility for the 8.Dolpn assumes A41 bearing el all supports shown.Shin o wedge 11 EXPIRES: 12/31/2017 necessary. fabrication,Is d ocb)si end Installation of components. 7.Design assumes adequate drethage Is provided. August 31,2017 S.This design N Nmished subject N the Ammatio s set forth by B.Plates shag be touted on both teas of truss,end paced so their center TPI/RICA In SCSI,copies of which ail be Wished upon request. "nee coincide with fool center Anes. Mtiek USA.IncJCom aTnus Software 1L 7.8.8 E B.Diets Indicate eke of piste In Inches.1 )' 10.For bask connector plate design wheel see ESR-1311,ESR•1988 Wok) n This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF 416BTR SPACED 24.0" 0.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( 10.0) ON TOP CHORD- 35.0 POP Wind: 140 mph, h-23.6ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 45.0 PSF load duration fforowi1.6, 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 Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 7-06 1' 1' ' 12 IIM-4x4 12 14.00 7 AL 14.00 RE 205111111All 1111ilhiti.,i eel 4A0 1 1 0 1 M-7x6 M-7x6 0 P I, ), \��- \AGI E - (5> kl 00 15-00 C. * 89200PE JOB NAME : POLYGON 8256-A - LGE -4414011i10.-7--7 Scale: 0.2977 "ate ' . WARNINGS: GENERAL NOTES, unless otherwise noted: ' p /� '"tit-• I.Builder and erection ooiracbr should be advised of as General Nobs I.This design le breed only upon the pawn.).re shown and Is bran Individual '-/0 fl EG O N 4(/ Truss: LGE and Winnings before conabudlon commences. building Component Applicability of design parameters and proper %,�} 2.7x1 compression web beading mei be IndMe1 where shown.. Inegp«alla'ol Component b the responsibility d au budding designer. L�� 7 1•i 223'‘.?,‘;..4� 3.AdSMMI Ieruperary brining to base pabaty during construe/on 2.Design assumes the top and bottom chords b be laterally braced at V )' Y Is IM impanel/My d IM ember.Addlbnso pemanenl bowing d 2 ma ash et IQ ort nspeoNNy unless braced throughout mel,beget by DATE: 8/31/2017 6b overea.b«dure b the responsibility of the bidding designer. continuous aheelhlor EMI..plywood siu.tldr o...conminn aeywelRec). P R I�•`.• 3.2x Impact bridging or lateral liming required when.hewn.• SEQ, • K3625269 4.No load.hoed be applied Is any wrnponeM one Mer el bracing and 4.Inatalbyon of buss is the responsibility of the respective contractor. fastenan we mmpl.b and.)no Ibis should any bads greater yen 5.Design assumes Wa.es are to be used in a nonmrteeha environment, tlesign bads be applied b any component Md M M'dry condition`of use.ID: LINK . p� e.D.aignarywm..a�b..nngataawppm.shown.Shim.rwedgeIf EXPIRES: 12/31/2017 E.G Trus hes no mmol over end assumes no responsibility for the �}.I fabrication,handling,.Mpn,eM and Ins(M.Bon d component.. 7. necessary. nassumes.d.quet.drainage is presided. August.'i 1,2017 8.Tela design is furnished web)ed to Ilje Imitations set fords by 6.plates shell be located on both faces of buss,end pieced so their center TPPWTCA in SCSI.copies ofwhich ml be furnished upon request. Anes coincide MO,pent canter Mea. 9.Digits Indicate shed pleb In Inches. MITek USA,Inc/CompuTNs Software 7.6.8(1 L)-E 10.For bob connector plate design Mum see E8R-1311,ESR-1988(MTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION _i 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-In-sixteenths. inkApply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ineer.For MIIIIEZMIIIIMMIIIIIIIIEMIIIIMI O'y16 r 2 wide truss Truss cspacingt inbe dividual dual lateresigned al rbraces an themselves 4 may require bracing,or alternative Tor I O011h. bracing should be considered. S rAllip U 3. Never exceed the design loading shown and never 0 U stack materials on Inadequately braced trusses. O o_ C p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C5.6 I__ designer,erection supervisor,property owner and plates 0- 'h/'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,ESR1988 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 OOPIndicated by symbol shown and/or SYP represents values as published specified. 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, BEARING or less,if no ceiling is Installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but c 16.approvalDo not cut or alter truss member or plate without prior ■�■ reaction section indicates joint O 2012 MiTek®All Rights Reserved of an engineer. — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� —� Nur Use of 18. green or treated lumber may pose unacceptable —1 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, M ITe I° 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