The URL can be used to link to this page

Plans (3) ME NM RECEIVE MST2019-00323-14255 SW 168T"AVE—LOT 67 MST2019-00324-14271 SW 168T"AVE—LOT 68 FEB 0 7 2019 MST2019-00325-14279 SW 168TH AVE—LOT 69 CITY v I IUf�RC3 MST2019-00326-14293 SW 168TH AVE—LOT 70 MiTek� BUILDING DIVISIO MST2019-00327-14297 SW 168T"AVE—LOT 71 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: RT AREA 4 ENGLISH 2 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: K5342672 thru K5342715 My license renewal date for the state of Oregon is December 31, 2019. ��ED PR04- 5 NGI N>:F9 (2 89200PE r 4 OREGON lcc /O 14, All November 1,2018 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 w Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0. ICOND. 2: Design checked for net(-9 psfl uplift at 24 "oc spacing. TC: 2x4 MODE BluRTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF II16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 10.01 ON TOP CHORD - 35.0 PSF Wind: 110 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heightsl, Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD - 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP romple to specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 T 1 T 12 lz IIM-4x4 12.00 v 3 N 12.00 o M-3x4 O p I M-3x4 y 1-00 y 10-00 y 1-00 y ��NGI E.C., n4-1 cw Co- V 9200P`E9 V /sr- JOB NAME : RT AREA 4 ENGLISH 2 — Al �� Scale: 0.4196 WARNING& GENERAL NOTES. unless otherwise noted. Q Gt 1.BulNer and emcbonwregsr should be advised of ell General Soles 1.This design Is based on upon Me parameters down and is for an ntlividual 7 13,Truss: Al and WaM before construction commences. Wilding wmponem.Apblcoslry of design lore and J/ /J_OREGON � rqa a poems hulking dei `e- _!' z.zae compression wM bracing must be installed whine drown. Designassu orwmpomm m the eModels ls be theeally braedalner. 3,Additional temporary Macho to insua Mobley during wnabualion I,Design the top and beXomds bacdthrouhoutthee le e�O r 14 O P Is the responsibility of the erector.Additional perman•el bracing par conc'oinuouc. at la ings•chaciply wood a braced throughout andtheirkroNby �a DATE: 10/31/2D38 Me overall structure Is Me responsibility of the building designer. WImpa"'•^•ng or"'a'n plywood mrewheeTclnwa dryw.n(Bc). MFRR11- -MV s 4almpaa briefing bus Mine relbnongro oft he where down.. I\� SEQ. K5342672 c No 1pwvweMmplete applied man mmpenex until alter loads greaterpend a.Installationsmes biome reapmei iity used in a re•-masa.enive eam. faaesn are complete and al no tlme aroWtl any beds greener Man S.Design ase,5erumeaWeion.Oue.used In anoncortasve environment. TRANS ID: LINK design bade be applied to any component. .be are for condition.mrSrt 5.Comma°.has wwnkel over and assumes sreepandbiFybthe 6.��^•,mmemNllbe•^ng.telwppmmaanawn.shimnrw.dged EXPIRES: 12-31-2019 fabrication,handing,Women,end InstallatiOn of component.. necessary 6.This design lammishedsubRmto the lMhatbs set forth by 8.PlattDemyyjbeabaduoomNhlfacesstmimsaridplaWsotheircenter November 1,2019 TP VWTCA in SCSI,mein elwtriM will be fumlMed upon request. Ines ceinade will pint reenter Ines. g. Stick USA,Ins./CompuTrus Software T.6.8(1L)-E 10.Fin beam connector plate design see esa-1a11,e511-1 des(WSW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/ODF/Cq-1.00 TO: 2x4 OF p1sRTR; LOAD DURATION INCREASE - 1.15 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=1 -414) 342 2x4 ROOF#TSBTR Ti, T2 SPACED 24.0" O.C. 2- 3=(-1275) 628 7- 8e( 01 0 8- 9-( 0) 65 BC: 2x4 KDDF#14BTR 3- 4=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 WEDS: 2x4 KDDF STAND LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10-1-1054) 1431 LL) 25.0)SOL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-1332) 614 9- 5=1 -627) 489 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 10- 5-1 -304) 371 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 2000H 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (son). BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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" 7-11-02 9-01-14 MAX LL DEFL = -0,020" @ 7'- 11.1" Allowed = 0.808" .f . / MAX BC PANEL TL DEFL = -0.068" @ 9'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 9-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 ' 1 MAX HORIZ. LL DEFL = 0.024" @ Er- 5.5" 12 12 MAX HORIY. TL DEFL - -0.030" @ 0'- 5.5" M-4x6 12.00 V 7112.0n 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 4 M-3x6 -Pi M-3x6 Design conforms to main d cladree-resisting FA system and components and cladding criteria. M-1.Sx9 Wind: 140 mph, h=23.2£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, \M-1.5x4m_3.6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirI, M-3x6 load duration factor=l.6, TrussdesignedfWindloadsM-1.5x3in theplaneofetruss only. M-3x4 M-3x6 �jTruss designed for 4x2 adelas err. 2x4 lee-ins �/ 41111 sit of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 Outlookexs must be cut with car: and axe pe xmissible at inlet board areas only. en o M-3x "oilli01/ dn ;f1/,IIIIN 10� 0 M-3x4 '1 �a o . 0 6 O M-1.5x3 =M-9 x4 M-3x9 to M-5x8 l 1' J' y 7-11-02 4-03-09 4-10-05 1-00.1- 7-07 )4, 9-06 y <(.QED PR OFF 7-09-06 0-02-06 9-03-10 �� NGINF� `61 .) y ..L. 9 17-01 �� 9200PE -9r, JOB NAME : RT AREA 4 ENGLISH 2 - B1 ` Scale: 0.2119 • WARNINGS: GENERAL NOTES, unless atemise noted: O t2 1.861er and erection conlmdor shouts be advised of all General Notes 1.This design is based onh upon as parameters shown end is for on individual -y OREGON �(/ Truss: El esdwamirgeberoreccndruction wmm•races. Wang wmpanenl Appliwbbty of design parameters and proper /_ �(/� A 1. A. 2.lvammpresaon weblaaong must be inBaMdWhere shown e. ncorporabpn gloom:went k the responsibility oflM bulking designer. r/ "/A �O`N 4 3.Amnaral Temporary breezing l"insure weary diming«ratmdan 3.Design assumes she tap and bottom chords to be lelerslN braced al O -7 r 1 A, Is me responaDliy of the erector.Addtonal permanent bracing of To.o and al tg'o.c.reagdivty atdSnless ea«s(IC) rdOrout drip length by 1 Y ss srs u.MerMing guts es plywood eh eibleg TC)amVor drywellIBC). MFR R 1 L- DATE: 10/31/2018 the overallabuaure is the responsibility Dabs building designer. S.2slmpad aldging or lateral bracing required where shown*e I'c ^ SEQ. : K5 3 4 2 67 3 a No load should be applied to any component vial aher al biasing and 4.In61161bn of trim.ga arepwrtibi,r ofth re•peawe vented., fasteners mecomplNe and al no Pee sM"a any loads greater Man 5.Design assumes trusses are to be used in a nonsunosiee environment TRANS ID: LINK design leads be ponied to any component. sits are for"dry condition'mere. B.Computes Pas no control over end assumes no responsibility for M. O.Design assumes Nb bearing at al support shown.Shim or wedge g EXPIRES: 12-31-2019 0brca05n.handling.shipment and tndbllstion a(components. necessary.nas .@WeDesssshell be d""e°"`"°,S.aned. November 1,2018 6.this aegn'n 00d suhpdm the8s limitations s•IroM by 6.plebs coincide Delwhd on Win re«aM west,and Paced SO meo-center isTWYCA In SCSI,cones ofwhoh vIX be lumen.]upon request. ems coincide with taint cents'nee. Mrrek USA,Inc.ICom uTrus Software 7.6.811 s.For bask isk connedte alnebln ign valuessae ESft.1 313 ESR.19E8 RAiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 RODE gliBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9=1-124) 541 3- 9=(-236) 225 BC: 2x4 NODE S160TR SPACED 24.0" O.C. 2- 3=1-811) 223 7- 0=( 0) 0 8- 9=( 0) 65 1NEES: 2x4 RODE STAND 3- 4=1-633) 240 8-10-( 0) 5 9- 4=(-226) 496 LOADING 4- 5-1-647) 255 10- 6=1 -81) 513 9-10-( -80) 527 TC LATERAL SUPPORT <= 12.0C. DON. LL( 25.0)+DL) 10.0) ON TOP CHORD= 35.0 PSF 5- 6=1-857) 179 9- 5=(-281) 207 BC LATERAL SUPPORT <= 12"OC. DON. EL ON BOTTOM CHORD= 10.D PSF 10- 5=( -40) 130 TOTAL LOAD- 45.0 P5F OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -120/ 897V -219/ 232H 5.50" 1.43 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002. @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" AlloWed = 0.133" 7-11-02 9-01-14 MAX LL DEFL - 0.014. @ 7'- 11.1" AlloWed - 0.808" T f 1 MAX BC PANEL TL DEF. = -0.068. @ 4'- 2.3" Allowed - 0.474" 9-00-05 3-10-13 4-03-09 4-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 1 1 f MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL - 0.013" @ 16'- 7.5" M-4x6 12.00 P7 a 12.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. N Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Ca[.2r Exp.Br MN FRS(Oi[), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.Sx3 110101, 3 M-3x4 v 1 0E A !ii M-3x4 w ° `__ cm o 7a 10 6 0 M-1.5x3 M-3x9 M-3x9 to M-5x8 1 1 .1 1 7-11-02 4-03-09 4-10-05 1 1 1 1-001 _ 7-07 11 9-06 1 QED P80FE 1 09-06 o-oz-oft 9-03-10 1 �\O<�OGINEFR d'/0 17-01 QZ 89200PE r JOB NAME : RT AREA 4 ENGLISH 2 - B2 Scale: 0.2119 WARNINGS: GENERAL NOTES. unless other..noted 1.Builder and erection contractor shoal be advised of General Notes I.TMs design Is based only own me parameters shown and is for an Individual y OREGON (V¢ Truss: 62 and anal before conanuction commonon building component.wMlwdE9 m design parameters and prover 3.2.81.n wasters web bracing must be Installed Alma chavne. VKorwra9on of component lath reawnsIbiliry olme building designer. J.Additional Yearnings bracing to insure alaMlilY tluring wnatrWgn 2.Cesgn assumes the lop and bottom ctroNsb be laterally braced al G<0 '9Y 14, - 0,12�� ie tba nswnsiDiliy cflM owl.AJdl'wnal parmamnlbncng of Teat end at fV CO.respectively unless MeddgMeugbm thee Mngm by h DATE: 10/31/2018 eke ownE swain.isee roawnstbiP continuo...thing Sten os*wooduitedongms mowner...11(BC). fff��a. SJ y of the MIMES B. Impactbndgina or lateral bracing required wham shown �ay f']I1 SEQ.: K5342674 a.No load should ea applied m any limeUreaused in a noncmeure environment, design road.b..Imkee to any component. am are for wneilMrs made. TRANS ID: LINK de E.CompuTm.he.nocontrola.er and assumes no response..for the 5.G>amary_.,fall d.n,gm.Ewpwde.l,awaBMimn,wedgn. EXPIRES: 12-31-2019 neceWMr mn.Marina.shipment and m,Ialeton of components. T.Design nwmes ebequece dmRsawis provided. 9.Tmsdaugnifurishedwb)ectlo the Premtiomset loonby S.Plates shalbelowledon both faces oMmn.and Meddm Nell dmer November 1,2018 TPIMTCA In SCSI.copes of which Mg be furnished upon request. lines xemew wnf iolm comer knee. MTek USA,Inc./Com Trus Software 7.6.01L E :0 Dgblse conate e�zeofplatemincMa W ( F 9.Fmbe&cwnYAM of fpOt eaten values see ESR-1311.ES12-1988(MITeYJ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-D0 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 XDDF 81&BTR LOAD DURATION INCREASE = 1.15 INon-Rep) 1- 2=(-5432) 884 1- 8-1-596) 3556 8- 2-( -276) 1924 5-13=1-1972) 338 BC: 2x6 EDDF 81413TR 2- 3-1-3920) 740 8-11-(-592) 3536 2-11=(-1244) 310 13- 6= -704) 4402 WEBS: 2x4 ROOF STAND; LOADING 3- 4-(-3896) 750 9-10=( 0) 0 10-11=( -82) 558 14- 6=1 -230) 1456 2x4 DF 2400F A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5232) 902 10-12=( -2) 20 11- 3=1 -988) 5186 6-15=(-58227 956 TC UNIF LL( 50.01+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-6052) 1014 12-13=(-986) 6270 11- 4=1-1602) 430 15- 7=( -66) 24 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 236.5)+DL) 209.2)- 445.6 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=( -44) 54 13-14=(-486) 3166 11-12=1 -564) 3902 BC LATERAL SUPPORT <- 12"OC. SON. 14-15=(-486) 3166 4-12=1 -3861 2208 ADDL: BC CONC LL+DL- 673.0 LBS @ 17'- 1.0" 12- 5=1-3248) 582 ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) W nails staggered: 0'- D.0" -820/ 5025V -203/ 252H 5.50" 8.04 KDDF ( 625) M 9„ occ in in 1 row(s) throughout 2x4 tap chords, BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP 19'- 1.0" 898/ 5481V 0/ OH 5.50" XDDF ( 625) 9" o ow(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 TO FABRICATION OF TRUSS. MAX LL DEFL - -0.075" @ 11.- 0.0" Allowed = 0.908" MAX TL DEFL - -0.140" @ 11'- 0.0" Allowed = 1.211" 7-11-02 6-07 / 4-06-14 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 4-03-01 3-08-01 2-11-02 3-07-14 2-06-14 2-00 MAX BORIZ. LL DEFL = 0.016" @ 18'- 9.5" 1 1 1 1 1 1 / MAX HORIZ. TL DEFL - 0.031" @ 18'- 9.5" 12 12 12.OD M-9x6 �12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 3 .f-d Wind: 140 mph, h-23.2ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, II 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-4x4 M-3 x 6 of ,AL 41 �n4111 M-5x6 M-1.5x3 M-5x12 6 7 y M-5x12 ��a._.�n M D m O 0 c, 8 I to M-3x6 0 mw� lao I M giYi ,y 910 12 13 14 M-1.5x3 M-5x12 M-5x6 M-3x6 • M-7x6 M-4x6 l 1 1, J., Y i673q y p 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 2-00 7 .gtP 6f Oc ry 7-07 yy 11-06 y ( `vGINf lC`/'�0 /o 7-09-06 0-02-06 11-03-10 y y 9200PE 19-01 JOB NAME : RT AREA 4 ENGLISH 2 - BGIRD Scale: 0.2184 ..ARNINGS, GENERAL NOTES. unto.stews.noted: 1.RUNNr and erection contractor should be advised of General Notes 1.This dean is based oniv upon to parameters Mown and Is tor an individual OREGON 1�� 4, • Truss: BGIRD and warnings before wlcmlabn commences. Molding component.Applwbien of design paremefers am pauper Ays /� 2.rani wmpwNwi web bracing rowel be lnstamtl where shown e. Inwrporafbn of component x the responsibility of Me wiping deupller. 4- 1, �L11' �� (5\ �` 9.AtltlAbnel lemponry bracing to Insure stadNy dung wmuuann 2.Ceayn assumes Me lop and Wham caoNalo be lalualry butted et I/ 1J n me reeponalbllay of the erector.Addllunel permanent bracing of Yo.c.00 at Mr o.s.rsuch.,ely unties bePodlnmugM Is,ono ergot b)' a /a DATE: 11/1/2018 Ilse overall muaw.in mar responsibility of bugling designer. co'Nnuousedging or such as ply ood sheeminpere)n"wnr drywenleq. 1 YVs aspen Yryd g 3.a roped bridging or lateral bracing reruued enter,shown ERRI T-‘- SEQ.: K5342675 4.No load should beeplGed to anywnwnenl ultra anon id blaaig and s Demon Me are to bebltedIn.nespeolrliveconamlmnnmem. *Miners ace complete and al no hots Mould any bade greater Man TRANS ID: LINK deelgn leads be applied to any component. a wvgn uwm=sou>ennrlwg n.l mppwm annuli.snot dr.wegen 5,CompnTmaWanowmmloverawlMOUTsnerevemlNldymrMe ty EXPIRES: 12 31 2919 Obnnanan.banding,shipment ash Installation or components. 7.fange aseunnea adequate drainage Is provided. November 1,201 8 H Ms deign Is lumhhed wbjed to Mg limitations setkdh by 0.MPS Mall be Seated on bee faces of trw,and pleated so their center • UPIW1CA in SCSI.copies at which all be Mated upon rogue,. Imes coincide wan Join cenletllnes. 9.Digits indicate 000 of plate In Inches. MTek USA,Ino/CampuTlus Software 7.6.8(1 L}E te.For bast oemector pate design values see ESR-tSl t.ESR-I pea(ATeli) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-l.00 TC: 204 ROOF PlOBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-1-126) 112 1-4=1-431 48 2-4=(-149) 145 BC: 2x8 ROOF R16aTR 2-3=1 -161 B WEBS: 2x4 ROOF STAND LOADING LL= 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+0LI 20.0)- 70.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BBC AREA BC LATERAL SUPPORT C- 12"OC. VON. BC UNIF LL( 188.5)+DL( 170.8)- 359.4 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 7B1V -41/ 81H 5.50" 1.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ OH 5.50" 1.15 KDDF 1625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "" For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX TC PANEL LL DEFL - 0.009" @ 1'- 9.3" Allowed = 0.186. MAX BC PANEL TL DEFL - -0.009" @ l'- 9.9" Allowed = 0.149" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.000" @ 3'- 2.2" 3-02-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 11 I i' 12 9 00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 1 N O O O M o I 0� Ii' o M-5x16 M-3x12 1 X 1 3-02-09 0-03-12 y y ,t�Ep PR oFEss 3-06 Co 89200PE If,. JOB NAME : RT AREA 4 ENGLISH 2 - CGIRD Scale: 0.5854 WARNINGS: GENERAL NOTES, unless otherwiw wind: Q cc` 1.guider and ma .contractor should be advised of all General Neale I.TNa Eeegn is baud only upon parameters shown.rd is for lnIndividualT Truss: CGIRD thant Warnings before construction commences. building arnponent AwilcaNity of des'n 74. , OREGON �co ® parameters and 2.ho compression web bracing must be installed when shown.. as ^lwmecneM is me reagrreibilily of me building designer. 2�� 3.Additional temporary bracing m mwre stance during mnctruaon zOe Designme lop and bottom chords to be laterally bnuaal /O qY 14, is Me responsibility of Aye ere...Additional permanent beam.of zes ahem to an.reapeaNery unless braced throughout heir le rpib by ,e DATE: 10/31/2 0 18 the over-an ebuqun is ale re albl rme WIMYi dx conllnuo'p sheathing such as plywood eMtlninp(rc)endlnr drywai(Bc). µV pm Mvo a signer. 9.Wimp.bridging or blend bnare required where shown.. ��F]I\ SEQ. : K5342676 4.No load should w applied b am component until ever all bracing IS 4.m9suton oftruas ie ue reapontlayn elite respective contractor. Il L Yaenew are complete and et no Erne should any bads greater men 5.Designs estrussesare m be used in a nde�noaiw...onment, des' bass esa awned leant and ere la very cond55.otel5 use. TRANS ID: LINK en S.Designadumea Mil bearingataiwppoMshown.SmmorwedgeE EXPIRES: 1231 2D19 5.<amgut's.has nocoroa aver am assumes no resyonybilrly ter me necessary. mbdudon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is p966Ed. November 1,2018 O.TM design Is Seish..subject to the imitations set forth by 8.Plates Wnl be located on bolt Ycesert16s,and Mud so their center TPIMTCA in SCSI mpes orwhich will be furnished upon request lines canade with loIN canter lines. MRek USA,IncJCompuTlals Software].6.8(1 L}E 8.Digits indicate SEE or plate In Inches. 10.For bash comeapr plate design values see ESP-1311,ES12-1089(MTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MENDER FORCES 4WR/DDE/Cg=1.00 TC: 2x4 KDDF 11160TR LOAD DURATION INCREASE - 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT co 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT ERG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD- 45.0 PSF 0'- 0.0 0/ OV 0.00" 0.00 ,@ ( 0) M-1.564 or equal at non-structural 6'- 11.5" 0/ OV 0.00" 0.00 ,@ ( 0) vertical members (oon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 ,@ ( 0) 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. I Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10P SF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1E0 complete specifications. MAX LL DEFL = 0.000^ @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.000^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.348" NOTE: DESIGN ASSUMES SHEATHING MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.464" 11-07-11 TO ONE FACE. 9-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0^ Allowed = 0.004" 1a' f MAX TL DEFL = 0.000" @ 0'- 0.0^ Allowed = 0.006" 21-02 MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.706" MAX TL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.942" 1 Ii SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 9.00 7 I IM-Zx4 9.00 !i4401444%\ii Design conforms tomain nd£ 0.e-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 1-10, (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. / 10 li /- 111116 �o ; ,o_ 4 % -a 1 l l 6-09-12 19-09-09 1 l l l ^ 1-00 6-11-08 14-02-08 1 ,f QEV P80FF 1 l 7-00-08 0-01 14-01-08 1 �\G `'.... G'IN` uV/O 1-00 21-02 44'/ `" R �9 ,..--892O0PE { JOB NAME : RT AREA 4 ENGLISH 2 - D1 Scale: 0.2146 WARNINGS: GENERAL NOTES. unless 000eak.noted. IP Q' 1.Budder and etechon contractor should beedvlaMof sit GenelalNotes I.This design i based only upon the parameters shown and isto,anindaidual y OREGON Q, Truss: Dl and Waminma beforemnnmdbn commences. building mn'Wnent.ApWoaulny of design parameters and proper /_ ',/ice 95 3.31a compression web erasing must be Installed re brown.. Incorporation of component is the respowbiny or the building designer. Ate/ "/�)-2. e,O'' _'` 3.Additional temporary bracing to insure sta8Ny Sunni benWmdbn Destd^assumes the top and e9 unless onbchordato be laterally braced of O 1^r Nth.recponsib)te of the ereddr.Additional pemanou bracing of 2ec end at lG ec_respectively unless bautlmroueMul,eirlemnby Y 19 DATE: 11/1/2018 NMo.e,aistndun ame,e b one!wilding dbr continuous seeming such es pymod staeminelml ender dry..11ll3c). `_ V 'J .pones ipy o ry designer. a.Installation Impact Mdei^e lbth en!bndlg required where shown e. (C�R l SEQ.: K5342677 a.No load should 80tnm many component uny loer al bracing and 4.Design assumes bun ismeene I.responsibility of the respdre wnlnaor. (l Ms/omens are sampans and alto lane should any loses planet Man S.)lesion assumes busses are I.be used In a nersomoL.e environment, TRANS ID: LINK ;leap we.be appliedw any comymentt and an for'dry ronanlem of use. 5.CempuTrus has no control over erg assume.no rvcoenWbRy fan N. B. .e�ws�T'ea roll tearing supports shown.Bmm or wedge if EXPIRES: 12-31-2010 lab 00Mn,handing,shipment and installation of components. .scum. .1 O.lnia design is furnished slimed b the limitations set forth by 8..Design "fMl be bed adequate drainage lof�as and(abed se emir Emus, November 1.2018 TPIIWfGA Er SCSI,copies of a8an.nn be furnished upon request. Ines 001000a war',aunt enter lines. I. i cstne of plate innmm. MITekUs0.Fe./OOewuTme SOlfwere 7.6.0(1l.}E 10 Fe,bask o connector ppa design values see ESP-n Sf t.ESR-ticee(WNW) This design prepared from computer input by Pacific Lumber and Truss-RC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416RTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=1-215) 229 8- 2=(-10831 239 4-13=1-463) 219 ' BC: 2x9 KDDF 1416BTR SPACED 29.0" O.C. 2- 3=( -916) 189 9-11-) -2) 10 2- 9-( -105) 714 13- 5-1-207) 574 WEBS: 2x4 KDDF STAND 3- 4=(-1117) 259 11-12=1 0) 0 9- 3=( -461) 169 13- 6=1-295) 165 LOADING 9- 5=( -814) 270 10-13-(-178) 874 9-10=( -186) 774 6-14=1-161) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( -817) 291 13-14-1-125) 687 3-In-( -43) 212 14- 7=(-107) 701 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -926) 205 14-15-1 -26) 45 11-10-( 0) 55 7-15-(-912) 222 TOTAL LOAD = 95.0 PSF 10- 4-( -23) 226 OVERHANGS: LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 14-3x4 where shown; Jts:2-9,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -229/ 237H 5.50" 1.7B KDDF 1 625) For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NOW-CONCURRENTLY. ICONS. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 11-07-11 9-06-05 MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.133" 1. 1 if MAX LL DEFL - 0.025" @ 6'- 9.8" Allowed - 1.012" 3-05-12 3-05-12 9-08-03 4-06-09 9-11-13 MAX TL DEFL - -0.092" @ 6'- 9.8" Allowed - 1.350" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 ' 1 1 1 1 12 12 MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 9.00 IIM-4x9 '5 9 0D MAX HORIZ. TL DEFL - 0.021" @ 21'- 0.2" 4.0" 5 ,(-mf Design conforms to main windforce-resisting i. system and components and cladding criteria. Wind: (Al mph, hts), = Cat.2, Ex, ASCE WERE( (All Heights), Enclosed, Cat-2, Exp.B, M7-10, i[), load duration factor-l.6, i End vertically) are exposed to wind. Truss designed for wind loads in the plane of the truss only. eg 0 o I. " Ill l-sal-,is 30 .i 13- 19 15 r- 11 - _I t M-3x8 M-1.Sx3 * O _ .i O S M-1.5x3 9 II 12 -I, M-5x8 M-3x8 M-1.5x3 3 ,1 1 1 3 1 3-09 3-05-12 9-09-1.5 9-10-01 9-08-04 1-0y 6-11-08 y 19-02-08 y .��Ep PRQF- . 1 oo-OR 0-01 19-01-08 1 ENGINE. /O 1-00 21-02 �9 9200PE C JOB NAME : RT AREA 4 ENGLISH 2 - D29 Scale: 0.1972 WARNINGS: GENERAL NOTES, unless otherwise noted ti I.Builder and moon wn,redw shnUld b advised of all General Notes This design Abe�den5 upon the perem.mre�ewnand lamranmaNldgm y4 ,�OREGON�� IVY Truss: D2 and Wanigs before construction commences. mama component.ApNmehnl9 of design parameters end proper 2.2.1 compression web bracing must be inmelea where shown., Incorporation olcomGerrenl ie the responsibilityor me building designer. ,l j� 3.AWilbnel temporary bacmg m Insure 5aberty Curing consm�n 2.Design 111 assumes the top and bottom chords to be temreN bha:,al ,O r 1,4 2V is lie reaponstily ertna erector.Additional permanent basing of 2'o,c.and N Rathia respectively unions braces lrc)a throughout nary length by Y DATE: 11/1/2018 the overall nusea min.res rm1blM/oNna building des serWmeas ebeami"9euche.prynood sheaminIeehew,o'dry.ng(SC). 1 w er designer. B.2x Impact briagin or lateral bracing required where shown.. e^R• R�4.- SEQ.: K5342678 4.No bed should be applied m any component until alter all bracing end 4.Installation slimes ie the reepon.ibaly of the reepedne contractor. fasteners are complete and at no time should any loads greater than 5.Design mammas bowman b be used in a nonmrmei.e environment. TRANS ID: LINK de.gn loads be applied to any component. arld.n.for condition'dux. 5.LampuTmeNesno control over aMeawmrrmanoreapanWodiy for the a. ag�a�m.amllb.ringnap ppodashown.Shim arwap.d EXPIRES: 12-31-2019 fabrication.handling.shipment and installation g co mponents. eon 00 7.Gales al bees adequate drboth is provided. B.TPlnW1E nieCSInroawbhwich limitationsooted ram,by B.rletea�.ge with centosen. rlra.,,.rmdpleeea admelr�be, November 1,2018 TPVrYILA in 6L51,copies of which All be furnished upon request. Digit coincide who joint centerintI lines. 9.Falk indicaten ectoorante Inches, MiTek USA,IRCJCOmgNTN9 Software 7.6A(1 L)-E 10.Far beak connector plate design values see ESW1311,ESR-199B IMITeq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.D" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Ter 2x4 RODE 010BTR LOAD DURATION INCREASE = 1.15 1- 2-( -843) 171 7- 8=(-203) 218 7- 1=(-916) 200 3-11-(-441) 214 BC: 2x4 RODE 11168TR SPACED 24.0" O.C. 2- 3=(-1078) 258 8-10=1 -2) 9 1- 8=(-108) 689 11- 4=(-204) 557 WEBS: 2x4 RODE STAND 3- 4=( -799) 269 9-11=1-173) 849 8- 2=(-485) 164 11- 5-(-247) 165 LOADING 4- 5m( -802) 288 10-12=1 0) 0 8- 9=(-174) 729 5-13-(-151) 141 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+D1( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-1 -914) 203 11-13=1-123) 677 2- 9=( -48) 222 13- 6=(-1061 691 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 13-14=1 -26) 45 10- 9=( 0) 56 6-14=(-9011 220 TOTAL LOAD - 45.0 PSF 9- 3-( -14) 202 54 For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-3x4 where shown; Jts:1-3,5-6,13 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -224/ 224H 5.50" 1.51 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 ROOF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1CON➢. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.023" 8 6'- 6.8" Allowed - 1.000" 11-04-11 9-06-05 MAX TL DEFL = -0.040" @ 6'- 6.8" Allowed - 1.333" ' 4 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 1 ,r f ,r '1 ,r MAX HORI2. LL DEFL - -0.012" @ 20'- 9.2" MAX HORI2. TL DEFL - 0.020" 0 20'- 9.2" 12 12 9.00 7 IIM-4x4 N 9.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. f 4 ,F,{ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-6.0,8CDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat2, ExpB, MWFRS;Dir), load duration factor=1.6, End verticalls) are exposed to wind, a Truss designed for wind loads in the plane of the truss only. o ,d(I -� J�Amm= a - iJ 1 �9 ; 11 ; '� 13 '•14 -A-10 a a_ p ry M-1.5x3 y 15 �.� /- 7 •• 8 M-528 M-3x8 12 `+ M-1.5x3 M-3x6+ M-3x6+ M-3x8 M-1.5x3 M-3x6+ M-3x6+ ,I y J. l Y l l 3-01 3-05-12 4-09-15 2-05-05 2-04-12 4-08-04 y6-08-08 14-02-08 y <,c0) PROFts y 13-10 7-01-08 7-01 2 ; cNGINFF9 6) 20-11 9200PE �C JOB NAME : RT AREA 4 ENGLISH 2 - D3 • 15 • Scale: 0.2047 WARNINGS: GENERAL NOTES. unless otherwise noted-. • 1.Builder and erection contractor NoahbeeaNMdar all General Notes 1.TMeaeSeinisbasedonlyupontheparametersYpwnendismfen055194el 9/ ",OREGON o, ,4, Truss: D3 end Warnings before contlmNm commences. building nomponenl.ApgkauM el Makin parameters one proper 2.Tremmpamkn web orating mud be Pedaled where shown+ 2 D i 10eke.54 EOn olwn assumes the mpaMril Rio.naps neEil[y or me mop ng eeugner. /O �� 14e 2oN a.Addnpruuemppnry bracing la insure weblgry dump wnGrvapn spend bottom chords to be Alden Mxel el is mereeponeihiltY Done.radar.Additional permanent Cndne at 2es.end at 10 ow.reApO es mimes braced throughout theleknmm by DATE: 11/1/2018 the overall structure is mermponalmg attho bulking ad continuous steaming auto ea plywood mmemmp(rcl.rwe.drywen(Bc7. tY 6 pn•r. 4.2v Impact mtlgmg,n thee ibracingmportability required where Blow DER R 1 LL w SEQ.: K5342679 4.No load should be applied to any component until eeer eracing ark S.IeSign ce rMegiss Me imrotabe of the nre� a r:torenvironment, Malone,ere complete end el no erne should any leads greater man Design assume u n onto TRANS ID: LINK design leads ba eppieem any component. s.end are dly condition'alma. supponamtowe.shim or 6.DmnpuTreh.enaeantrolpearende�,mesnanspaneibildyForthe eBBem. EXPIRES: 12-31-2019 rebnoalnn.bending.ebpment and installation&components. T.Desgn xwme5 adequate drainage Is provided. November 1,2018 6.nes design is hn elod eted sm Mgr ll+Nrneatbns net be 8.Rates shall De located an bed facesSttmtt,and paned so then center - TPNVrCA In SCSI,cops of whir will be tunMed upon request lines eo0cide With joint[enter lines. .Oaks inchoate ske of plate in Metes Mirek USA,InelCom uTrus Sollwre+16. IL E 10.Far bask cementer plate design values Gee EBR-1 a11,E5R-19B8(MITaN) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5^ IOND. 2: Design checked foe net(-I psi) uplift at 24 "cc spacing. I TC: 2x4 ROOF #1 aBTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 51sBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 5- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PS? (All Heights), Enclosed, Cat.2, Exp.0, EWERS(Dir), TOTAL LOAD = 95.0 PSF load duration factor-l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall LION. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-122 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1DPSf LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 5-07-09 5-07-09 1 1 1 12 12 I IM-4x9 9.00 17- Q 9.00 2 m. N_N •• I .- cm p N N q 5 y �'?ED PROFts, ,&,� LNG'N FFR �j y Y 1 l }� 1-00 11-02-08 1-00 89200PE f JOB NAME : RT AREA 4 ENGLISH 2 — Fl Scale: 0.9255 f WARNINGS: GENERAL NOTES. unlesswMrwlsa npled: 'V Ramer are:ssessantraaarshould be advised ofallRene,e!Notes 1.Ttoss.a,nisbasedonlupontheperemal0BStownandleforanmdiidual ` ,�OREGON Truss: Fl and Warnings before oenmuaaon¢chomp¢:_ binning component.Applicability of design parameters and proper z.z.4cempreasbn wen bracing mud be ingalenwnerc alnwn.. �rtmreoniton of component is reapprrmlbgltyame building designer. D.Additional nn<ng to insure stability amino wrwnabn I Design assumes the top and bottom chords to be laterally braced at '�� 2. �-i- lethoresponaaRywhoaercctor.wahbnwlpemenemwaarooi 2'es.and ara0ec.respealvely unless braced throlghoutSten length by Q 141 DATE: 11/1/2018 the overall structure semen responsibility of budding WImpat m or Wehaeppware uirdwherelanwor elwMgacl. 416'RR10- open Md g designer. a,b69.9warmer Stentenaroryafthn WereMownea SEQ.: K5342680 4.No load should be applied to any lime until alter al hewing and 4.nmalleflon of tun is me one Ise use wthenapectOe contractor. !wieners are complete and of no lime should any bade greater men S.Design assumes susses are to be used In a ndn<onodve environment, design ben be to any component. a assumes full at an supports Mown.shim or am are%!dry condition'rouse. TRANS ID: LINK oemon ass 5.tdmpuTme has no control over end assume.no responsibilityMOT necessary. EXPIRES: 12-31-2p19 naoa md bnnon,hogae.M w 1pma and Installation of components. T.Design assumes adequate Walnage is provided. November 1,2018 4.This design 1smmlerad el5Msm the limitations set fan by b.Plates mall be loomed on ram Incas armee,,and pease so Met.center TPVW TOA In SCSI.cones of which nil Se Banished upon requeel. lines coincide wmfalnl center Inas. 9.Digits indoors SRa of phe In Ines. Wok USA.Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design mimeses..ESR-1311.ESR-1 sea MITek) This design prepared from computer input by Pacific Lumber and Truss-PC LUMBER SPECIFICATIONS TRUSS SPAN 11•- 2.5" IBC 2015 MAX MEMBER FORCES 941R/DDF/Cq-1.00 TC: 2x9 KDDF #1413TR LOAD DURATION INCREASE = 1.15 1-2=( -91 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x9 KDDF #16RTR SPACED 24.0" O.C. 2-3-(-600) 116 7-8=( -60) 83 2-7=( -40) 360 WEBS: 2x9 KDDF STAND: 3-4=(-600) 133 7-3=( 0) 306 2x6 KDDF #2 A LOADING 9-5=( -91 109 7-9=( -40) 905 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 9-8=(-630) 228 TC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <- 12-0C. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg1 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.95 KDDF (19851 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.95 KDDF (19851 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL e. For hanger specs. - See approved plans REQUIREMENTS OF IRC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0^ Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.015" @ 5'- 7.3^ Allowed - 0.686" MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed - 0.100" 5-07-04 5-07-09 MAX TL DEFT, = -0.002" @ 12'- 2.5" Allowed - 0.133" 1 I 1' MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed - 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 IIM-9x9 a 9.00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8^ 9.0" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 3 '(-47F NADesign conforms to main windforce-resisting system and components and cladding criteria. Kind: 140 mph, 11=22.2ft, TCD1=6.0,13CD1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 A11:611111111111116 ,M-3X9 2 04 M-5x8 418 -/ O O I I o I,A o I 1 N 6 A r f as y M-1.5X3 M-1.5x3 ..f716.00 6.0U N.. 12 12 yl-oo y 5-07-04 11-02-08 5-07-04 y1-oo y \�'��NGINEFR s/0 '92 0 r- JOB NAME : RT AREA 4 ENGLISH 2 - F2 Scale, 0.3505 1, YIARNWGs; GENERAL NOTES. unless other..noted. s_ 1.Udder and erection combed',shoukl be advised of all General Wee I.1Ne design 1s bend my upon the parameters shown and Is for an lMMdual - OREGON s L Truss: F2 end Warnings before construction commences_ busemgcempoMm.Applicability of deter.parameters ash paper Aye 2,hi compression web bating mutt be lnetalted where Mown.. incorporation orwmponem®the reagntldlYy eflM budding deGpnw. / LT1' �O` �'` 3 04460 al temporary bracing la insure stability dump wrwhudun 3 Design assumes ma cop and mdemtlwNSle be lalualN braced at 1/ 4 is the realmnahiT/oltM ereUor.Minimal permanent bracing al Te.c.and N 10'e.e.respeseely unless Gard throughout their length by •e eenhnuouesheathing such as plywood:seemed)anion drymglBC1. ''E"RR �� Nef DATE: 1 0/31/201 8 Me cremeenUld be applied is the roalnneihmry chat building designer. a ai Impact tenting Of lateral bracing required where Mown.. C • SEQ.: K5342681 4.No load Owed ied m any lenaShul Mb)alter all bracing and 4.Inesensen of Mess bnea�und or a a respective matador. . woman are complete and Al no fine Mould any bade greater then Design assumes TRANS ID: LINK design beds Napped b any component. d.oe�Wen sue eau rw0r wy lteetge:at adppada anon.slam or wedge B x rampaTm has wwmat over.M.x m ngre�en,iGlaykrtne EXPIRES: 12-31-2019 necessary. i Nbvlwn bendliry,shipment and seamen of components. T.Design minims dren.ce le provided. November 1,2018 6,i N This design In mished subject to the 1meetb ro n•set by e.Rate's/ Abe located on both faces of truss,and placed so mein canker TlNHfeA In SCSI,copes or which MII be'welched upon request. lines cunade with joins center Br.. P.ogika indicate see of plate m inches. MMek USA,Ine./COmpuTnls Software 7.6.8(1 M-E 10.For basic owns-gm plate dewy values see ESN-1211.ES12-1988 WAITMN This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 145 4-5=(-184) 191 4-1-(-468) 165 5-3=( -41) 393 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3-(-601) 165 5-6=( -57) 82 1-5=( -41) 362 3-6=(-46B) 188 44EBS: 2x4 RODE STAND: 2x6 MODE k2 A LOADING 5-2=( -3) 306 LL( 25.3)-DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT O. 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 HOOF (1485) 11'- 2.5" -76/ 506V 0/ 0H 5.50" 0.34 KDDF (1485) 'a For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL - 0.072" @ 8'- 2.7" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX PORIT. LL DEFL - 0.009" @ 10'- 11.8" 5-07-04 5=07=04 MAX HORI2. TL DEFL = 0.016" @ 10'- 11.8" l' T T 12 12 Design conforms to main windforce-resisting 9.00 II M-4x4 N9.00 system and components and cladding criteria. 9,0" Wind: 140 mph, h=22.2ft, TCDL=6.D,BCDL=6.0, ASCE 7-10, 2 ,/=2,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Imil4s1load ertical( factorexpoEnd Vertical(s) are exposetl to wind, Truss designed for wind loads in the plane o£ the truss only. M-3x9 g M-3x9 5 I ill , M-1.5x3 M-1.5x3 a 6.00 6.00 p 12 12 y l l 5-07-04 5-07-04 y 11-02-08 y �`cp��NG,IN F�,,0� �� 92 0P 1-- JOB NAME : RT AREA 4 ENGLISH 2 - F3 • . . . _ Scale: 0.3528 /a WARNINGS: GENERAL NOIES, unless otherwise noted O CC 1.Milder and erection canbMot Mould be advised dell General Motes 1.Doe design k based only theIenshnwn and is to an individual Truss: F3 `as y"pa" param` -9G OREGON ��G/ and wemires before consul sun mmmencee. building component.npgleabuny or eeagn parameters area proper 2.2e<compression web treeing must be engaged where shown illmmamMn or aampanem Is the rearamleileyMma duilNlq aeagner. / <J 3.Ad]nkr®I temporary bracing to ensure olabilny during mnNmdien 2as,sign mes me top unless Nosds dt,,aughbe y Gaud et O Y 14 '1Q �# Is Me responybiRy al Me elector.Additional permanent bracing al 3'a.c,and at l0'e.c.eltOna ply 000amated mmugMNlMYkngm try Y DATE: 10/31/2018 the overall structure is the napannllltyoflMbuildin StIconmpat5149:uous miorMendsacingreawlleeMoerotlrywgl(BC). M "RRIL�- 9 de°i6rier. 9.co Mpeci lodging or such as plywood odsherequired wore Nawn.. SEQ.: K5342682 A No Meearould be applied to any component until feeds sue bracing and 4.Inaalo an or Aussie ee lee to of the respective contractor. fasteners are complete end at no toe should any beds greater men 5.waian assumes trusses are m be used In a nan<ormelve emlmnmem. TRANS ID: LINK design bads be applied le any component. and ar.m,ay condition"Ouse. 6.GampaTmah.a,Nwnhl over.ds..�meenar.�anamllyld.me 6.asrenassumes Mt bearing al ak.uppgds shown.Shim or wedge IfEXPIRES: 12-31-2019 ners IabMetion,handling.ahpnant and Installation of componer , avy TM Design Meg eg be located adedaam drainage b provided.an November 1,2018 6.IPI001agnna 01).copamaelmlMeme furnished Mgr br &Mates coincide bwtad center ter lams of and placed ea their center TPNYtCA In BCSl,copies al who,Gil[e lunlahetl upon request 5101s indicate with feintiwninr lira.. 9.MTek USA,Ine.lCom uTrus Sofware 7.6.81E II ForIeakconecagpatede gcMa 0 ( }E IO.For beak connector plate design values we ESP-I)I1.ES R-I B58(MGM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2D15 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=1-2246) 2275 6-2=( -959) 636 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1787) 1415 7-8=(-2246) 2275 2-7=(-1615) 1884 WEBS: 2x4 KDDF STAND; 3-4=(-1787) 1415 7-3=(-1039) 1303 2x6 RODE #2 A LOADING 4-5=( -9) 109 7-4=(-1615) 1884 LL( 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSI BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 45.0 PSI BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -581/ 580V -2000/ 2000H 5.50" 0.66 1DOF (1485) 11'- 2.5" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 201E NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX IS DEFL = -0.001" @ -1'- D.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- D.0" Allowed = 0.133" MAX TL DEFL = -0.042" @ 5'- 7.3" Allowed - 0.686" 5-07-04 5-07-09 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed - 0.100" MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed - D.133" 1 ir MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed - 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 M-4x6 Q 9.00 MAX HORIZ. LL DEFL 0.052" @ 0'- 2.6" 9.0" MAX HORIZ. TL DEFL - -0.059" @ 0'- 2.8. ea ICOND. 3: 2000.0D LBS SEISMIC LOAD. 11 Design conforms to main d claddingresisting system and components and cladding criteria. Wind: 140 mph, h=22.2£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads In the plane o1 the truss only. iM-9x9imposimmimin :xM-4x4 A11141T i �O M-Sx8 O4*P -/ 0 0 l .-i A 1 M-3x4 M-3x4 46.00 6.00 i. 12 12 , , Y . , 1-00 l 5-07-04 5-07-04 y1-00 �R�O PROFS 11-02-08 ZC�c ONGINFFR 5,0 1 Q• 9200PE 9C JOB NAME : RT AREA 4 ENGLISH 2 - FDRAG - G Scale: 0.350E • WARNINGS: GENERAL NOTES. unlessotherobe noted: 9 CZ- I.guilder and erection contractor should be advised of all General Notes I.liis design isbaud**upon IRS parameters shown and l,for anindkidual y` OREGON b A. Truss: FDRAG anawemings before commmeeon commences. building component.Appecatlby of designparametem as proper 2.BOl umpesmen wee bracing mumheinmahewrore shown a. incoryorelbn of component lathe msppwbisy of Os building designer, 1l 3.Additional temporary bracing to Insure staNllly during comm�mtldn 2.Design assumes Ole top and R000m chemstohe World,braced et /O �r r(�s `2- (0 ��- latM1smponmbilayoliheeredor.Additional permanent brecing of r o.u.and at 10p.c.respective./unless baud lboughouliheir knob by ^ continuous sheathing suet as a./wooe aired Mime shown •bywml(BC). R R`_\- DATE: 10/31/2018 the overall MANNA.laIM mapmeibib ortne bIi II designer. 3.almp•ct budging or lateral bracing required Mime rtown.. flI SEQ.: K5342683 4.No load should he applied m any component until ane.ae bracing end 4.InsMNlonumes trus tlwses reeponabse olthe resp•doe oonmaor. fasteners Sr.complete and at no tens should any loads greeterlhen E.Design assumes wssesare to be used In a nonworreaee environment, TRANS ID: LINK design beds be applied to any component and are mr•dry oondmonroru«. S.OompuTru•has no coMd over as assumes no responsibilityldr Me e.Design assumes lull bussing at ell supports snows.Sbm or wedge if EXPIRES: 12-31-2019 necemmry. lobscmnn,harrdyng.anipm.nta1lnmalla nofwmppnaa. 7.Deeroneemrmeeedegdmemanag•ieprerded. November 1,2018 8.This design is gabled tothe limemions set forth by 8.Plates shall be located on ham laces of truss,and placed so their center • TPYNTCa inSCSI,copes of Wrich well lie furnished upon request sndmclee veil Wirt centerlinescenterlines. MITek USA,IneJCom Tina Software 7.6. ILlE to Pot haws conecempmerm,values Natedeem, all ES174311,ESS-1 Pea(MOW I.a0H16pa01W 53'11E14153....I..uerc.P slaw,N0.w0a aae9.01[11 21 108'9.i an 840$sn,Jndwo0/'54'e59 Navvy -sayaul w ovate la ens SIt0Pi!8100 8 maul],yuwywl WA 000010a soul Kenba umn payywN W11W yw90 to saI00 IUDS UI M]1M9d1 CI0*1 J nwanoN ,.Naa,!awospaaaepuv'sum]psaWwoyuopvlm4ppeyssggd'B gyyrylssueep]W000099¢p[...IN u&epfl4l'B wpnodv eeau!up gumboot seWM9e u[es•0 0' mlu.umwml1 u09ep0Wll W.W.W.I NeePL00 ueele0µp1 'efts603Z-1E-aI S3NIdX3 ...,.e.0 eta wms1W0011. aaaw say wNdwa05 F la LE-Z s� CI V/I 1!.6p.'.,ou,!leu.ayawmeaa nla eu,:aa nry a•wnx.uenea'a Sewauaawp>ae pl parka ww.w uOre.P MMI'I :4I SNKNI a la...19.as R .,a a.Pue •p.wuouw.en!sa,a+uou.u!pvangolaasaaswlse0mseuepw'5 uaylwwa6 seep Ale p!noysaw3ou1e we a l...a.uwaµel u=P.9nm..m.ku.wla Np9!.um.e.11==.wllaneleeenul 3, 0..B...19m,•u.I u l..umwaa R...I P1�be.W PAN.Pep LN I, b89Zb£SN • 'b3S �ry -0IEI�>J^, ..u.ow,Pa�ab.�e==.�9PPINn eu!eP=94.d lz'E mumxe9P1=9wHe RM9=eae eel=unnnuauuenewl BTOZ/i/TT :Z1VO V 3300'.Ro ljlnol (pileu! ejq 060w.Ie f.w^•auryleey=manplum Ia eupua wweuu.e RUMMY,Pisan NI la A9lwwUaka,awe a.. l R9 met= ..9.e.Pnww P®aq=fMun.9P..du'so......e'a'e,L u0umeuou01 np/a!1W.amu!al 0upa,9 A...A 1leU.PPPV E •NJ a V "lb O/ ueua:na.'9w Wq mgjeA awodwaxa9Pueee.�aeewmae�9W z '. `, p p9w.m8NPOPu wla!p•u I l umays aawx egeU WWOO nw0u8UIOuaaz 0:0uo9se.duwa sl¢'z thy t(} N003HO� /� ,mue pue u.1.wuw 9M.P p RkM.?911V'lu.umwm eurepne +nwwww 5WaluPee=welWfau!eWP P. MITI :SS[ISI !Y Nnovp...,vvpueua,Waa.lawam.wuuen N.Pe=e9v u819003 '1 u.I.N lu.u.0 lulu PnuPe=9 Plee.epuwee.4..P.uFen8.I rem eq.d o.mlun 'edam.IVH3N3e .PJNMyeM �j' OZEZ'D :alms Q23IJI — Z HSIIJNH FZH23F1 I'd HYdKAI E01 >d 0 Z 6= �.� T To-zi E f T 4 [I �P re‘\\ ztMs-w V�d0 V d 03`6 OTxL-w 8X£-IN 9IMS-64 o r 9 S o 'YIO� ]I �I £MS.T-`16 it�u� o 1 to pip.- 9M6 w un 1 mo 80S 6Z, 1111 Zix5-W Q 00'6 ZI t 'ATue ssn2] eV] 30 aueTN =VD uT 1 1 owed pain 30; paultsap Ssnxy 60-Z 'NUTS 01 pasodxe axe (s)Te031-xan pu3 '9'T=zUTae; uol2eznp peal j' 1 1 1 '(aTu)sy3MN 'e'dx3 'Z'1e3 'pasolau3 '(021049 H Ile) £T-60-6 £T-60-6 S0-S0-Z '0T-L 205V '0'9=IQJO'0'9=I001 '13Z'OZ=11 'Vdm 06T :PUTM • za]Tzs 6utppelo rue s]uauedeloa pue wa]sAs buT]stsax-eax0;pain utem o1 smx0;110D 06t5aO sueld panozdde pas - soads Ia6Uey xo3 rx ..5'6 -.II 6 .,OZO'0 = 'I330 IS 'DIXON %YW 'go1Jezoeu=d TTeu '%um ..5'T eAuU TUN pzoyo urco,lep aHI o1 pay0el]e sIe6UeH ..5'6 -.II d ..110'0 = 1330 II '2IUGH MA ru meue se zagmaw aT6uTs S NOIS IONOJ 3JIAy35 100 NI 338W01 O3 NOSV36 'AISN3yy0JN00-NON ION SOVO'I NATI O8OHJ 01OS108 ,INV „66L'0 = PenoTTV ..6'T -.I. 11 ..90I'0- - Una 'II %VW d01 '0501 3AII 35d0T UO1 02032HJ 000HJ WOS309 '(Non) szagmam Ieopzan ..83S'0 - PeNeTIV „6'T -.L 6 ..650'0- = I330 II XYW • Iexn]an2]s-uou ]e 18049 au 6x5'T-W 08T/1-15 '06Z/1=TT :SSIWII NOIIODI33,7 IVJISNDA 'S3W 00128 ION STOZ nu0NV STOZ 08I 30 SSN3W38I0028 IVISVIS 3HS OS 300 A1ddV SON 5300 39V30S5 031IWII 'bUTae0s oo„ 6Z Je 13xt0n (;sd L-)Jav Deg pa9Oa5o Ub8580 :2 -0N0Z -- ..0'2 -.Z 8 691 5'6Z =(6'8 IIe+(1'TZ )11 36100 DI ONHLV3H5 SON SVANN 08090 /0S I1I3 ITV NO3 'N00 00..6Z IV ONIOV02 60Z :31ON (5 Z9 ) 300H 88'Z .0S'S HO /0 A008T /966- ..0'T -.Z1 A ..0'I -.ZT OS ,.0'0 -.0 3Id Z'LOZ =(1'Z6 I10+(I'SIT )II 3IN0 De (5Z9 ) 300N E0'£ ..OS'S H85 /6Z- A9681 /9E6- ..0'0 -.0 A ..0'T -.ZT OS ..0'0 -.0 .91d 8'0Z =(8'02 110+(0'0 III 3IN0 J8 (53ID2d S1 'NI'OS 22IS SNOIS0V20 SNOI10V321 SNOISV001 A ..0'I -.ZT OS ..0'Z -.Z 31d 6'ZG -(8'02 1Ra+(I'25 )1I 2IN0 0S 'NO '00..ZT => SNOddOS 1YN31VI no V2101 See 03HI00311 O1:18 Z30H X1H 183/1 XVH 0NINV38 A ..0'Z -.Z OS ,.0'0 -.0 31d 0'OL =(0'0Z IIO+(0'05 )II 3IN0 DI 'NO0 '00..6Z 130dd0S 1Vll31V1 OS (bd) nous pUnox9 35d SZ = 'II 568 (LIZE-)-L-E naxave1 COWS 300H 603 :S83M HOT (08- )=E-9 L£DE (618-)-P-9 ££ (6Z- )=6-£ 8180Te 300H Bee :JET B6L (TROT-)=E-5 CEDE (6T8-)=9-5 5Z5 (0T0Z-)=E-Z (day-uoN) 5T'T = 25e20JNI NOISVy00 0VO1 Z1 0185TN 303N 9uZ 6ET (E6I-)=6-L L9ZT (EEZ- )=Z-5 0TDZ (Z05-)=5-I 0E9 (T09Z-)=Z-I 80-Z0-TT 9NIS9OddOS 0108I9 00-10-ZT IUS89IP 300N 6MZ :OS 00'I=60/300/4M6 5301103 113H143W X1H 5T02 OHI 1IVM 0N3 WOH3 00-/0-Z XOV0S3S dIH ONOW 00-TO-ZI SNOIIVOIdT32d5 839W01 OH-se /I PUP 1equml 01310ed Act ;nduj 2aandmoa was; poaodaad u6Tsep sips This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 PC: 2x4 RODE 61aBTR LOAD DURATION INCREASE = 1.15 INon-Rep) 1-2=(-1943) 259 1-6=(-324) 1437 6-2=( -95) 859 BC: 2x6 RODE RiSETR 2-3=(-1061) 188 6-7-(-322) 1420 2-7=( -818) 192 WEBS: 2x4 KDDF STAND; LOADING 3-4-( -222) 252 7-8-1-194) 736 7-3=1 -226) 1478 2x4 ROOF 61&BTR A LL = 25 PS?Ground Snow IPg) 4-5-( 01 0 3-8=1-1398) 304 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=1 -234) 194 TC LATERAL SUPPORT <= 12"OC. UON. EC UNIF IL( 115.1)(-DL( 112.1)- 227.2 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <- 12"0C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 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" -250/ 1795V -169/ 334H 5.50" 2.87 KDDF ( 625) Single member as shown. 12'- 1.0" -347/ 1796V 0/ OH 5.50" 2.67 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I1OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 "5 For hanger specs. - See approved plans NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFL - -0.023" @ 4'- 0.0" Allowed = 0.558" TO FABRICATION OF TRUSS. MAX TL DEFL - -0.042" B 4'- 0.0" Allowed - 0.744" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-01-12 3-10-10 3-08-14 0-03-12 MAX HORIZ. LL DEFL - 0.006" 8 11'- 7.5" 1 f 1 4 4 sax HORIZ. TL DEFL - 0.011" @ 11'- 7.5" 12 9.00 M-1.5x3 -/ Design conforms to main indforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=23.7£t, TCDL=6.0,BCDL=6.0, ASCE 7-30, (Al) Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), load duration factor=1.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 3 0 0 cn M-3x6 o 11111111111111111 6„,,.. a I� . . ......® a JI e- 6 7 Ely o M-5x12 M-3x6 M-5x6 =M-6x6 k * Y * aco\`„* GP EFAq w„, 9-00 3-08-19 9-09-02 y y 9 12-01 89200PE r' • JOB NAME : RT AREA 4 ENGLISH 2 - HGIRD Scale: 0.3154 WARNINGS: GENERALNOIES. unless othenstre noted. d tr I.Bdider and emdleesnkadarshoudbe advised era„General Nam I.TNed_I9nIs donly upon the parameters shown and i°brenindividual y OREGON t, Truss: HGIRD and Wamlnvs Inks cordmcnon sermon... Wiling commend Applicability or design parameter and properiirre 2 �444/ � 2.Zre compression wee bracing mud he installed where shown.. incorporation of component bens reapandbllnv urine building designer. 9.PdM1land temporary bracing to insure Yetillly dunes mnMtlian 2.Design assumes the lop and bollam thrones to be laterally traced at �Q qr 14 O lathe m°pondbeM of the eredoe.Pdetiona permanent bracing or Tc,G and tltO o.c re°pectNeN unless braced iMouglnul their brgm by h continuous sheathing such as plywood snesming(rc)anwm aymn(BD1. /y �01 el DATE: 11/1/2018 me ovary,structure is the«sponetar of the nuiwnpaedgner. 3.&Impact nitrnsorlaterl brag aired where Nmwne+ C Ili 4 SEQ.: K5342685 4.No loaddmuld be applied to any component unlit after al bracing and 4.Installation Ilaton aW i is the to R e l M ennpectnlceemmnrmeM, fastener ere complete and at m time shored any loads greelerabn Design assumesin design beds be espied m any component_ am are for^are mnamon•or use. TRANS ID: LINK 5.compuTRA has nocoMd mar em assumes noreasonablitybrthe 5.ceeW^assumesNllbe°^nget.IWpm^aenown.5himmw.ag.i' EXPIRES'. 12-31-2019 ear rbE 0W n,handling.shipment and installation or components. 7 Design assumes adequate drmage is prodded. 6.Thisdesgn. Nina esOlolothelmetron,a.trom,by h.Plarewalhe's nbahfacesO 's,,andpeeedmmnrcente November 1,2018 TPNATCA in BC51,miles°hereon will be fumbhed upon request_ Ines wmtnIt wBh ON 011,In lines. McnM deplete In 9.Digits lNre inches. MNek USA,Inc/ComWTNS Software MAO L)-E ler For lux cdnnetter plate demon values see E55-1311,E00-1988 IMMO This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DbF/Cg=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7338) 1200 1- 7=(-1062) 5482 7- 2=( -408) 2440 10- 5-( -220) 1270 BC: 2x8 KDDF 0168TR 2- 3=(-4852) 808 7- 8=(-1048) 5396 2- 8=(-1688) 342 5-11=(-4976) 882 WEBS: 2x4 KDDF*1&BTR LOADING 3- 4=(-3B86) 380 8- 9=( -724) 3698 8- 3=( -518) 3312 11- 6=( -84) 28 LL - 25 PSF Ground Snow (Pg) 4- 5=(-1408) 348 9-10=( -230) 904 3- 9=(-29961 602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0),IL) 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( -162) 202 10-11=( -230) 904 4- 9=( -178) 826 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5).DL( 209.27= 445.E PLF 0'- 0.0" TO 15'- 5.5" V 9- 5=( -634) 3588 ' ( 2 ) complete trusses required. ADDL: BC CONC LL+OL= 1801.0 LBS @ 2'- 3.5' BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 1796.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -955/ 5808V -174/ 344H 5.50" 9.29 KDDF ( 625) �/�/ 9" on in 1 row(s) throughout 2x4 top chords, RIQUTRD STORAGE DOES NOT APPLY DUE 15 THE BEINIAL 15'- 5.5" -1009/ 5760V 0/ OH 5.50" 9.22 KDDF ( 625) ✓xe/x\ 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1./180 MAX LL DEFL = 0.035" @ 6'- 3.6" Allowed - 0.727" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFL = -0.079" @ 6'- 3.6" Allowed = 0.969" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS TO FABRICATION OF TRUSS. MAX HORIZ. LL DEFL = -0.008" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 12-01 3-04-08 T ' 1 Design conforms to main windforce-resisting 2-05-04 4-01-13 5-05-15 1-05 1-11-08 system and components and cladding criteria. T T T T f T 12 Wind: 140 mph, h=23.7ft, .0,BCDL=6.0, ASCE 7-10, M-5x6 M-7x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 9.00 4, � 'I load duration fa ctorexpos QG41I1 End s desial(s) ar exposed to wind, Truss dplane o £ore wind loads in the plane of the truss only. • M-3x6IN "i ue 0 I or M-3x8 M-5x16 r *o I /J it iir a: • a P P __ L y7 Il ae ® i 1 S 8 , 9 10 11 o M-3x12 M-9 x8 M-7x8 M-3x 12 (AO PROFFS -M-9x4 *limo y y f1796a , 5 ONGINE-F9 s>a 2-03-08 9-00-01 5-11-03 1-03-091-11-08 „S'� �'i 15=05-08 y ' 92 O Sr" JOB NAME : RT AREA 4 ENGLISH 2 - GGIRD � . • Scale: 0.2506 WARNINGS: GENERAL NOTES. unless Ghee*.noted: 1.Budder and erection contactor Mold be advised of an General Notes 1.This deign is based onN Venn the panmekn shown and 1.for an individual -yL 4 OREGON b, A.Truss: GGIRD and Weml before mnWNroknmmmances. building component.AppllnMley of design Peramenn and Pmper 2.za4 compression wee mane euB be Installed wean Mown.. I Design of mmponen le the responsibility of me bolding designer. d 3.Additional temporary bracing to insure SaWliy timing mnsbuglen 2.Design assents the top and bottom chords to be laterally braced al 1O '4' 14 20 A-� Isms Responsibility of the endw.Addetional permanent bracing et Sdc.and m10'Ad.rcepedvey unkn braced mrouproutmelrnal)e length by ` �`- DATE: 11/1/2018 rawdvenuMmCNreien.respensieery MM.eulldld designer. DoiconmpanemeemingsasnsplywoodMeaNnaQSBn000cifor eryweb(aq. '�'�FRRILL 0 3.2r Impact bridging a lateral bntlng requiredtlspo Hal•• SEQ.: K5342686 el.No load mould de applied to any component nine after al bracing end 4.!WNW!n Mama aft nsponsimtly of the ret.eume contractor_ fasteners are eomplete and et no lime aboun any wads greater limn 5.Design assumes trusses are to de used in nonaondave environment TRANS ID: LINK design loads be a055 le ant meaMonem. and are fa Miry mndudrc aura. 5.COmpuTmabes no mMal ever and assumes no reWgraibaey torn. eDece�.aeumes full be.dng.t.b a,ppeN gown.Stem or wedge if EXPIRES: 12-31-2019 lebricaron,handiing,shipment and inNe4<kn or components. T. assu setmes ""1K located tNo drainage is provided. November 1,2018 S.TnladeCAIn CSI.woes of Me�nebme lamed upont e.Plates wmeedeetem nmeoumn,ens placed denier TPNNPCA In BGSI.wales of Meer vellbo NmNhed upon nqunL lines OWN 5Ilreat woe ofnnmernchs MiTek USA,Inc./Compares Tres Software 7.6. 1L E en9.For Mask conector etedto/genes. P" B( } IO.Fdr Mask connector plan deNgn value me E6M1 311,E6R-19B9(MITek1 This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x4 ROOF 216BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0" C.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)40L1 10.0) ON TOP CHORD _ 35.0 PSF Wind: 140 mph, h=15f6, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 P5F load duration £actor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. 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' IRC 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 lOPBF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 9-10 1' 1 1 12 12 I IM-4x9 9.00 17 Q 9.00 nsn2 l-�1111N 10/f -/ SD so= 25 PRE Ground Snow (Pg) CD 1 O O O N 'i 4 5 03 PROFE��9` ss l 1-00 ; 9-08 ..I. 1-0o y 0�GINEFR /0 �� 9200PE f JOB NAME : RT AREA 4 ENGLISH 2 — L1 • Scale: 0.9870 • • WARNINGS: GENERAL NOTES, unassomerese noted'. 1.Builder end ereaenconnector.neddbe advised of ell General Notes I.Tkadesgn.bard onyupon the palam..nebweand islerenm�lm.l A_OREGON 4, Truss: Ll and Warnings before construction corn/menu5. Meant sompdnem.Applicability ofdaton parameters and proper 9G "7 Db t 2.2,4 compression web bracing meal be installed where shown•. Inromormon ctmmpcnem'a me recponwbibry of the building deapner. 2�1 1T`3.Addl!'enal iamporey bredre.inwre tlalmlgy tlunre construction 2_Design assumes the tap and bottom chorea to ea laterally Warred sr O Y y,9 is the responsibility tithe erector.Additional Mead ( Tec.and al ltt e.t respectively Mess MaudllvaugMullMV lentil;by ill !'T w • Penman• reo continuous abeetning siren es pkwooe sheammgre)anNw drywall(BC). VV DATE: 11/1/2019 the overall mgdeeppaa the reeponsibity SAbdairgOSRrasr. a.0 impact bridging er lateral bracing required whenOran•a FRRILL SEQ.: K5342687 a.No Sad smsld be applied in any mmpaeam until after ell bracing ere 4.De loran of bures�.�SSUsee Wee respective, es ive,..environment. foams.enmmpete and at no lens more any loads greater lion Dentin assumed ere to TRANS ID: LINK *Win eatlabeapppeC.any component. B.Demslgn.raR.tte:s non lhw.mon.i supports mown.swim orweage weaned E.CompeTmahos control over rand eaw resonsibilityfortha necewry. EXPIRES: 12-31-2019 lemkalkn,Panting,shipment end lmnlaton GI components. P. Design assumes adequate drainage le prodded. e.ThideagneSCSI,hedas,adnthel.naatknoaettanhby 9.Plates shabe located onWMhmceeoftrett.and placed so their center November 1,2018 TPINVTGA In SCSI,copies of whom will be.mimed upon request. knee coincide s sire center lines. B.Diggs indicate sire of pieta in inches. MRek USA,Inc./GompuTrus Software 7.6.8(IL)-E 10.For basic coned.,palm dear waitresses ESP-1911.ESP-I bad pdRek) This design prepared from computer input by Pacific Lumber and Truss-0C LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 RODE N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 ROOF N16BTR SPACED 24.0" O.C. 2-3-(-6B) 33 TC LATERAL SUPPORT (= 12"OC. DON. LOADING BC LATERAL SUPPORT [= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.D" TOTAL LOAD - 45.0 PSF 0'- 0.0" -55/ 317V -21/ 77H 5.50" 0.51 KDDF ( 625) 1'- 11.2" -25/ 24V 0/ OH 5.50" 0.04 RODE ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 2.0" -23/ 52V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IBC 2015 NOT BEING MET. IpROVIDF FULS, BEARING;Jts:2,4,3 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 21 Design checked for net(-T psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.062" MAX TC PANEL TL DEFT. - -0.002" @ 1'- 4.2" Allowed - 0.20E" SEASONED LUMBER IN DRY SERVICE CONDITIONS -/ MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.3" MAX HORIE. TL DEFL = -0.000" @ 2'- 1.3" 12 0.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.3, HWFRS(Dir), load duration factor-1.6, ry Truss designed for wind loads o in the plane of the truss only. I o 0 44 f- + MIIIIIIIIIIIIIIII I o 4- M-3x9 `�,W) PR OFFS y y y ,��oj LNG i N_ sio2 1-00 2-02 JOB NAME : RT AREA 4 ENGLISH 2 - IJ ��PE 9� Scale: 0.99T4 �_ WARNN6s: GENERAL NOTES, wean atheneum noted' c O �' I.Builder and sro<Non contractor should be advised of al General Notes 1.This dean k based me tom shown and Is for an individual Truss: Is ° only paragn p OREGON (C/ and Warnings before wnatudbn wmmervss, incorporation Poem Is the ofaeaklnwremel•nandng des l� e� 2.Ira compression web bracing must M metaled Mere shown 4. i00550, con of component Ntlre raaporasaS ofS esiBn°eeal/'er. s�i t( �N�'\ a.Additional temporary Mating to irwre alaNRy eunryl nomination 2.Design magmas the by and bottom cords to be laterally braced at Q -lk 14, o is the responsibility W the erector.Additional cetmanent bracing or x'9Is,and al ln'o.c,Npdrueh unlace hrawdthrauyr49,d,yknpllr by . DATE: 11/1/20 18 In.awr.°abudun're m•r•aponaldlh orlhe bs4to e. co nmraageaheandng men es phwaoaa1ea whe,e)cnmw dDmml(Bc). R R 1 0- `N, e ewm, 3.By Impact bridging ay lateral required where shown•• SEQ. : K5342688 a.No NM should be applied to any mmwnem until atm el bracing and 4.Installation of truss is n•reaponaNlh of the respective contractor. fastener.ere compete end at no time Mould any Wads greater men 5.Design assumes trusses an to W used to a non-corrosive environment. TRANS ID: LINK designtoads be apple/.to am compeneN. end are iw�"a condition'of um. S.CompuTrus had no control Dues and...Imes no responsible,.k Nlnr the B.DesignOu full Weing at al mppede Mown.Shim ar wedge EXPIRES: 12-31-2019 labicarm,,handling.shipment and installation of campanenla. T.Design assumes adequate drainage Is provided. B.INadesgn isfurnishedwmea tothe lineationscot NMI by a.plates Mal be located on both laces of live,end placed so their center Novem bar 1,2018 TPNWTCA in BC31.copes ofA lia MI be furnished upon request. lines wlnad<wed pint center lines. MITek USA,IncJCom Tna Software 7.6.BIL-E IR Forascicote nede9rpacee Inches. Bn ( ) K Optshccatesae of pa 8160 values Gee E3R-I JI I,E30..1988(MTsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( D) .1 2-4=(0) 0 BC: 2x4 RDDF #16BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF D'- 0.0" -49/ 315V -18/ 67H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -21/ 46V 0/ OH 1.50" 0.07 NUDE ( 625) LL - 25 PIP Ground Snow (Pg) 2'- 2.0" -25/ 23V 0/ OH 5.50" 0.04 NUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-9 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/18D MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.063" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.083" 1-11-11 SEASONED LUMBER IN DRY SERVICE; CONDITIONS MAX HORIE. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.006 @ 1'- 10.9" 12 9.007 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.6, 3 -re Truss designed for wind loads in the plane of the truss only. I 4 � M-3x4 1-00 y 2-02 c1 PROFS n k\� <c,AGINE�9U�'n2 9200PE v� JOB NAME : RT AREA 4 ENGLISH 2 - IJI �R Scale: 0.6862 WARNINGS: GENERAL NOM6, unless snorese noted'. 1.sae and emdionwNreaore dee0MlWoralGenerallotes 1.TNamapsis based eMy upon meparameters Hawnand lab,anlnd6Muel y OREGON � Truss: IJl and Waml eeWe wnaWolkn penmen.. building mmpenenL FpgluNltd el deep paremelen and proper 2 2.b4 comp reWbn wale Owing must be imitated when shown.. Inceryoratan el ompeWma the reponabillly dr the Nang designer L� -/LI � � �'\ 1 Additional temporary aiming to knwm mNlily during wnarvd'wn 2.Design assumes me by end bottom chords to be Venally braced at O 7j ^a ISM.mepowarty of the emotion Amnon&pavane&bracing al rest.and ally c.o.napeaNeH unless MCW throughout their length by Y isP DATE: 10/31/2018 the overall structure lameresponsibility who building designer. omen.a mealmng such as plywood sbeamhp(rc)aeaer araag(Scy NV e 03.NImped bmghg a lateral Mang required where shown SE/n. : K5392689 4.No load ebould be applied to eat component ante after bracing and 4.Installation&truss la Me mspmabiry of the row*. rote, �f�l fl Ii Y raaemre an complete and at no time n timewuld any loads greater then 5.Design runes nms irvs are be used a not-men.S31re environment, TRANS ID: LINK dean wads be applied Oaany component. and sim lardw oonaluor aa:e. r] 5.Computma has no control over and soaves no responsialily Nr the S.Oaslg assumes Nil Malllp at all supports shown.Shim or lodge II EXPIRES: 12-sJ1-2019 necessary. Nbllogen,handlinin lsey,anipae&.rtl lmMlNlwn nr componaM. .Design ialassumes adequate dai ve is provided. November 1,2018 5.medesgn N Nmished sebOf*the 1Kb(Mons set forth by 8.Plata B be located an both Nos Whoa,and placed so Nob sonar iPI9NIOA In BOSI.copes&whkn will be lumiene4 upon&guM, lines&ndda with loin cola lime. 9. Indicate site of plate In inches. MR For b ek USA,Inc.ICOmpuTrud Software].6.5(1L)-E to.For basic comador pleb design values we ESR-1311.ESR-1088(affair) This design prepared Tram computer input by a • Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-2-0 FROM END WALL LOAD DURATION INCREASE: 1.15 ' CHORDS: TRUSSES SPACED AT 29"oc • 2X9 ROOF 51615TR TOP CHORD LL = 25psf TOP CHORD DL = lOpsf TOTAL LOAD = 32psf • 12 6.36 L M-3x6— # 41,. M-3x6— M-3xe o .11111111 o k o �11111Peise.111.I_ s tO PR y 1-08-09 y 3-00 y ��,C :NGIN6FR /0 `t 9200PE 9x JOB NAME : RT AREA 4 ENGLISH 2 - IR . Scale: 0.9665 WARNINGS: GENERAL NOTES, unless otnenue rotes'. 1 Bolder and elution centadar should beadweedel ail General Noes I.This design I based only open the parameters shown and Is for anlroMMpal y OREGON 4, Truss: IR and Warnings before construction commences . building omponenI Applimblly of design parameters and proper I ��p A s.a9 wmprosswn web booing mud be insoles whole shown., Inealpemgan ofsomponem Is the responsibility erne bullano designer. !I ,l 20 �� 3.Additional temporary Madngdlnwro staidly dump construction 2.Design assumes the tap and bottom Modem be laterally Owed al /O / 14 2T is the responsibility of erector.Additional permanent basing or Zsc.and at 10 co.respectively unless braced throughout their length by �T DATE: 11/1/2018 the overall structure led.re mlbl ins bidding deN wminwus.iging or werl Macinocdened where rshowm drrw.nlBcn /yC�R 10` Ne ear Nye a titer. .Ielmatonoliis is lateral gdMe wheredmw C y SEQ.: K5342690 4.Ngena.are complete opletean atrcwmponend an lalter oads titertth and 4.Dudaliuumestaises areIa b use ina.re�en0e10mredm. rden.remwmpWle and aroOne dread any greater than 5.Ded®n.wmne.wmesare wbo.s.a in.non..vndalv..nwronmem, TRANS ID: LINK design wads be applied to any component. .rat are for as hat bear of use. p B,comport.has no nhd seer and assumes no responsibility Wine d.nutuar full bearing al gwppodaehpwn shim weds.it EXPIRES: 12-31-2019 fabdutine.handing.sopmemandlwhlltionofcomponents. 7.a;6niwmes adequate drainage laprodded. November 1,2018 P.This design is furnished auol.ctlo the limnatwne sat Idh by a.Males sisal be located on both faces mwss,and placed so their outer TPNNICA in SCSI.copies of which will be furnished upon request. linescoindtle with joint center litres. 9.Diggs indicate siza of plate in inches. MiTek USA,Ine.ICompuTrus Software 7.6.6(1 Lh2 is.For bask connector plate design values see ESR.1311,ESR-1905(Mimi) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0. 10OND. 2: Design checked for net(-3 psf) uplift at 24 "oc spacing. TC: 2x4 RODE 516BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ICDDF k16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0).DLI 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 0-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor-1.6, considered for this design. Truss designed o for wind loads LL = 25 PSF Ground Snow (cog) in the plane £ 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-DOS 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. NOTE: ➢ESIGN ASSUMES SHEATHING TO ONE FACE. 9-10 9-10 T '1 '1 12 IIM-9X9 12 12.00 2 12.00 I \\11111 I 9 GiEp PROFFS c..., 0NGINE69 s/°y j 1-D0 y 9-08 y 1-00 y � 92 0 T JOB NAME : RT AREA 4 ENGLISH 2 — Ni Scale: 0.9245 • WARNINGS: GENERAL NOTES. unless otherwise noted: Q a"' 1.Builder andnretlion sarieador should be advisee stall Menem!Notes 1.This design is basada*upon the parameters gown and k for an Individual -ef OREGON Ni and Warnings sage oonmpmbn commences. building component.Applrab*Ny et design Pram*.and plop. J/ A_ RG N At so L4 compression web bracing must be insiabd where shown.. incorporation of component kith rsSPnsibilh oflM building d.IgnM. !�` s7�} �O\ 3.AndnbreltemP.ry bracing*bwrs*NMy during PnuYudbn z Deco assume me top and bottom aurae to be lelwally braced al O Y 14 is ea roapenslsity of the erector.Additional Prmanent losing of 7'o.c.and el lV AsmeGh as unless braced throughout their length by is DATE: 11/1/2018 the gwmllemanr.is me mPn*Ivry gltM nnildmge.gnm_ continuous sheathing such ea este,n Nywooamemloness enmor arwaRBcl. ML`RR1�� NV 3.in Impaabndging or lateral bore require./whereehown•• `C 'SEQ.: K5342691 a No bed sauld beapplla ern ompenenl min arts,srnadng and ..I.Mlcobnon*."sreMoomibi5yortMoapeawsonbador. fasteners me comp*and al no lime should any bade water Can s pew assume Minuet.to be used in a noomrrosive environment, deep.bale be applmbecomponent. end ere for"dry condign.Mu.. TRANS ID: LINK B.CompuTmshaePrehlroMvveeesnoresPeW,iMyforthm s wsyna.umeamnxaMgateEsvPd Mwn_Shim or wedge n EXPIRES: 12-31-2019 rog mbdouan..angling,shipment and Insu or ation components. awry. T.Design assumes adequate drainage a provideded November 1,2018 6.This design Cmisne./subject tome limitations set form by d.Plates shall be meritedd ts00.both faces Of true,and paced so their center • TPIWCCA in[SCSI.copies&whNr sill be no-Maned upon request. lines coincide who mint center lines. 9.Digits Indicate ste of plateIn Mlfek USA,Inc,/CompuTrus Software 7.5.4(1L)-E 10.For bass connector plate saeegn p.games see ESP-1311,ESN-1988(Magi This design prepared from computer input by Pacific Lumber and Truss-AC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" INC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 RC: 2x4 EDDF #168TR SPACED 24.0. O.C. 2-3=(-67) 31 TC LATERAL SUPPORT <= 12"OC. NON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 10.D) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -52/ 319V -18/ 67H 5.5D" 0.51 NODE ( 625) 1'- 9.2" -34/ 24V 0/ <H 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 ROOF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:ats:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 ps£) uplift at 24 "oc Spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 1 r MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.1" Allowed - 0.072" 72 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 V MAX HORIZ. LL DEFL - -0.000" @ l'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main wind£orce-resisting system and components and cladding criteria. y Wind: 140 mph, h=15ft, TCDL=0 L=6.0, ASCE 7-10, (All Heights), Enclosed,, Cat.2, Exp.B, MNFRS(Dir), load durationfactor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 0 1 o T-0 4 M-3x4 y Y I. 1-00 2-00 �c�ED PROFEss `ty�,c 0.4GINEfiP4 /O2 c ' 9200PE -9r-- JOB NAME : RT AREA 4 ENGLISH 2 - ISJ1 � Scale: 0.6862 WARNINGS: GENERAL NOTES. unlecsothem'lae soled: I Bulger and erection contractor should Se advised or all General Notes 1.Nis design k baud ante upon the parameten4own and s for an hooeual 9 OREGON � l[i¢ Truss: I S J1 and Warnings before whamaan commence.. bugling component.Applicable',Oalign parameters am proper 2.9te=ragout.web bracing mud be Installed where shown m incorporation of component is the nqunsible,or ran bulMing designer. ,l 9.Additional temporary bracing to snore staNlM during wndmaron 2.Deeign ammae the lop and bottom chords to be blare*braced at <0 �( 14 20 gibe responsibility'al the erector.Additional permanent bracing or 'taro.and al la AC.reRnawery unless Maud throughout their length by Y continuous anxmirm wch as prywnoe•n.•mbg(rc)•edrorervwenlec). ME� 10,Os DATE: 10/31/2018 lne overall structure la the reapolant0 otthe building designer. 4.LE Impact bridging or lateral bracing required where shown.. SEQ.: K5342692 4.Na bad should e applied n,da any=mponentuntil 0,4,N gulag end 5 DInseaden onsraerty of he r. fasteners are complete and at no erne shoal any bads greeter than Deaand en seguefor'Iry Valuearecondign.of lob TRANS ID: LINK eedgn loads e.•pplteem any component. 8.Deg.assumesAMbearingatallsupwnearewn.Snimorwedgeu EXPIRES: 12-31-2019 S.C.o.-Dun has no control ever and aseumes no reapombYm ler Me aurY !Ogaden.bending,shipment and ltrtaualicn olwmponenls. I.Design assumes adequate erenage id provided. B.This design is Nmstwd pigged b the limitations set forth by 8.PI•IUMaghelocated on bath races or Imes.andple<ed so emir<enter November 1,2018 TPYWICA in BCA,cages of which WMM be haniabed upon requeel. Itos coincide with pint center Imes. a.Diggs indicate sire a plate in mines. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E lO.For badeeonneaor plate design values see 5613-1811,5811-1288 IMITeR) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE p16BTR LOAD DURATION INCREASE. - 1.15 (Non-Rep) 1-2-(-2518) 362 4-5=(-1890) 2094 4-1=(-2324) 312 5-3=1 -572) 2434 BC: 2x6 RODE 816BTR 2-3w(-2518) 362 5-6=(-1890) 2094 1-5-( -572) 2434 3-6=(-2324) 312 WEBS: 286 RODE n2: LOADING 5-2=( -350) 2208 2x4 KDDF STAND A LL - 25 P5F Ground Snow (Pq) TC URIE' LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 297.1)+DL( 257.7)- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12w0C. UON. 0'- 0.0" -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) J� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/24J, TL-L/IBO \ 9" oc In 1 row(s) throughout 2x4 top chords, /x`/x` 9" oc 2 row(s) throughout 2x6 bottom chords, MAX TL TEFL - -0.019" @ 4'- 19.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x6 webs, MAX TC PANEL LL ➢EFL - 0.045" @ 2'- 9.2" Allowed - 0.333" 9" oc in 1 row(s) throughout 2x.4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT. = -0.004" @ 0'- 2.7" MAX HOAR. TL DEFL = -0.004" @ 0'- 2.7" 4-10 4-10 ,( ,( ' }COND. 3: 2000.00 LBS SEISMIC LOAD. 1 12 M-4x6 12 Design conforms to ma)n windforce-resisting N.00 p Q9.00 system and components and cladding criteria. 4'8n Wind: 140 mph, h=15£t, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rrE� load duration factor=1,6, W End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 1 r �� 4D so 11111I� _ m:a Iliio r 11 - I®I g►'-em 5 M-3x8 M-7810 M-3x8 j 4-10 y 4-10 y �t_a�D PR UFF An y 9 0a 1 ��` ,``NG NErcCRVVV/429 e 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - LGIRD • Scale: 0.4288 WARNINGS: GENERAL NOTES, unless othuwlss noted. r 1.Balder anderoWon wmrador should be addled 01 all General Notes 1.This design i beldoay upon me parameters shown and leton an indniduaI O OREGON �4 Truss: LGIRD and Wnninge before conurvclion commences. building compnent.Applicability of aeGGnpenmden ad proper ,e 4r 1� 2.Ice wmw«sbn web bracing must be installed where shown.. blcorysnlpn er wmpone"!le the teeporMbnlry or me Wlming designer. / -✓ILl 231 �T 3.Additional temporary bracing to imam Nenee).Mang construction 2.Design...twee Me top and bonom Mormmbe laterally braced at Q Y �A is me rcepenslmley oftlnaroaar.Additional permanent bracing of 2'o.c.50 at tao.c repea.ety unless broad throughout their length by .a- 4 continuous sheathing such as plywood eheammoRcl ander derwelNGcl. DER R I`\- DATE: 10/31/2018 the overall xrvhee Is the respanabWy of me building sages a vmpact mmong or heh.r+l paarg resume where shown y. •I SEQ.: K5342693 4.No bad should eapp m any component until after alaaang and ♦installation of watts me 0011ml0 Mine respective sonneteer. nahrers are complete and at no hate should any bads greater men S.DOSIgn tor rues trusses am to De used m a noncomas..en.lmnnent TRANS ID: LINK design bade be applied to any component. N and Dearsign seune enna,e«rat e�w supports or,,. n 5.campuTua has no control over and assumes nO responsibility lerthe �aa,am., ga ppa °�° EXPIRES: 12-31-2019 rc- 0mkaddR handling.ehromenl 6. end +non of components. Z resign assumes adequate drainage Is proyled. November 1,2018 e This design is famished euhjeate theha limitations coed ns eel by a Mama met be lemma ea both R w faces el edend paced so melt center TPRWICA in SCSI,copes ofWhla,Will be furnished upon request tires camerae with Rant center roes s Zips indicate Sin of plate In)needs. MRBk USA,Incf00651puTrun Software 7.6.8(10-E on For beam&snuedWor pate design values see ESR-1311,ESR-1988 gillIck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 'ODE M16BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-230) 245 6-2=(-592) 1')5 BC: 2x4 ROOF M16BTR SPACED 24.0" O.C. 2-3=(-461) 99 7-8=( -53) 73 2-9=( -22) 217 WEBS: 2x4 KDDF STAND; 3-4-(-477) 99 7-3=) 0) 256 2x6 KDDF 02 A LOADING 4-5=( -12) 144 7-4y -57) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 4-8=(-592) 213 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- U.0" -72/ 615V -204/ 204H 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ 0H 5.50" 0.41 KDDF 41485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL R. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 poll uplift at 24 "oc spacing. I 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 = -0.001" @ -1'- 0.D" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.D" Allowed = 0.133" MAX LL DEFL - -0.001" @ 10'- 8,0" Allowed - 0.100" 9-10 4-10 MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed = 0.133" '' 1 '1 MAX TC PANEL LL DEFL - 0.152" @ 6'- 10.9" Allowed - 0.382" 12 12 MAX TC PANEL TL DEFL - 0.141" @ 2'- 9.1" Allowed - 0.573. 12.00 M-4x6 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS N 3 9.0" MAX HORIZ. LL DEFL - 0.006" 0 9'- 5.2" AL' MAX HORIZ. TL DEFL = 0.010" E. 9'- 5.2" LI Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=l.6, End vertical(s) areexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 trig- M-3x9 z 4! M-5x8 i� ', in in rr. o A r, tiAle p M-1.5x3 M-1.5x3 . 6.00 6.DD 12 12 l l )" y y 1-00 9-10 9-10 1-00 �Eo oFEsl y P� GINFF s i9-08 \: 0N �� R029-A 89200PE i'JOB NAME : RT AREA 4 ENGLISH 2 - N2 Scale: 0.3531 WARNINGS: GENERAL NOTES, unless otherwise hoist 1C, • 1,Builder and*motion contactor should be advised snail General Notes I.Tots ore rbout en the ham shown and is far an lndiviauel Truss: Nz 9 p rage Y OREGON �� ens Warnings before conWuctan commences. builling component.PDPIIUNIny el design parameters and ginger • 2.ar4 compression web Inert must be instated when shown.. moorparahon or component k lot resportabiny of the bating designer. IV a Mdrclonal temporary bracing m insure stability during constructor d.L'asNnauumea me top and bottom rattle to be laterally braced sr 'o a9 ' 74i - P.. is the responsibility of the erector.Maltlonal pemraneni bracing of Ta.c.and a110'e.c.respectively unless braced throughout their leap by is GATE: 10/31/2018 me oserellaWdun kiwi napanakllk°riot builtlin a continuous sheeting such as plywood Hl«throffCI enter anwan(AG, MFR RILL NV 9 eWneh AishnpaciE'idlingwkt..11,rawbrepunMw,ewem•. SEQ.: K5342694 4.No load should no•pd.a m am component until alter an braOngana 4.Inekuationues,ne,.ae aoilly Vibe respective contractor. fasteners are compare and et no time should any kern greater then A.Design assumes Imams are to be eat in a^emmmeve environment, TRANS ID: LINK design loads be attract to any component. and are kr-an condition'crew. S.Compurrua he,re,control over and assume,no responaalllry for to S.Design assumes lot bearing at NI supports charm.Shim erwedgeN EXPIRES: 12-31-2019 wen. fabrication,handling,a-lament and h=IIeTkn of component. ].Design assumes adequate drainage is provided. November 1.2018 a its tug"k furnished subject°h will cot kM by a Plates shot be Wined o"ham laws Nauss.and pieced so ter tam 'MAMMA In SCSI,were°tract will de furnished open request. lines coincide w51 jam(wkrnc 9 Darts ingratesins of plate in inches. Mira USA,Inc.ICompuTrue Software).6.8(1L)-E 10.For basic connector pate deign values sea ESR-1311,EAP-1ANS(arta This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 234 NODE 4116BTR LOAD DURATION INCREASE = 1.15 1-2=(-462) 101 4-5=(-192) 203 4-1=(-405) 146 5-3=( -28) 266 BC: 2x4 RODE#168TR SPACED 24.0" O.C. 2-3=(-413) 125 5-6=( -50) 72 1-5=( -23) 219 3-6=(-405) 171 WEBS: 2x4 RODE STAND: 5-2-( 0) 256 2x6 RODE N2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HCRZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12.0C. DON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"0C. DON. TOTAL LOAD- 45.0 PSF 0'- 0.0" -67/ 435V -170/ 170H 5.50" 0.29 KDDF 1485) -67/ 435V 0/ OH 5.50" 0.29 ROOF (1485) LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-1 ps£) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL - 0.153" 0 6'- 10.9" Allowed = 0.382" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- Allowed - 0.573" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIE. LL DEFL - 0.006" @ 9'- 5.2" 4-10 4-10 MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" f 1 Ic 12 12 Design conforms to main windforce-resisting M-4x6 12.00 V 12.00 system and components and Cladding criteria. 24.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, AC (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 011 load duration £actor=1.6, Ertl verticals) are wind lost to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 �� M-3x9 � �� M-Sx8 �� Lr4 In I i 4I,• ',I' M-1.5x3 M-1.5x3 .Q 6.00 6.00 � 12 12 Y 1 1 4-10 4-10 ` ) PROFe..J. >L S��NGINEF /9-OH � 9029� rI� :9 2 0 0 P E JOB NAME : RT AREA 4 ENGLISH 2 - N3 -�:� OP: . Scale: 0.3533 WARNINGS: GENERAL NOTES. unlssametoM notes: O CC 1.Builder and erection contractor should he advised el all General Notes 1.This design is based only upon Na parameters sham and is for an individual 'cast A_OREGON �4, Truss: N3 and Warnings before construction commences. buidln9 component&potability W design parameters and proper .1' 29i<wmprewon wee brooms must be installed where sown*. incorporation of component ha the responsibility orlM lwgtlirre designer. (� d.Reeeioneuemporery snares to insure stability suers construction 2.Design assumes lid top and bottom chords to be laterally braced al iQ qy 1 A 2°' �} is the re•ponabllly of the erector.Aadllbn•I permanent bracing 01 7o.c.and at IC o.c.regrodiceM unless braced throughout their length by eI v /s DATE: 10/31/2 018 the canine sanctum is thecontinuous aheaming cosh m plywood sh.aumg(re)and/or arywaglBC). ON responwmp or the building dengim. 3.2v Impact bridging orlaterel bracing required where shown.. MFR i"3 Il.L *SEQ.: K5342695 a No load should he applied to any component until alter J bracing and a Installation of trussis the reewn.MNy of thecentedor. fRl fasteners are compete and n no time should any load.greater than S.Design assumes trusses are to be used ln•nonmrmNre endronmem, TRANS ID: LINK design loam be applied to any component •e are for condmon•or use. S.CompuTme has nommrp over emeammesnoreayoneibilxy for the R "e•Imlde.mg.t.i.upmm,hdwn.3hlmdrwedg•tt EXPIRES: 12-31-2019 necessary. fabrication.design is funihedleuj000hn limotion ahom component. 00. 2.pesugn•ssme••ledate drainage la provided November 1,2018 6 this aasien is CsI.cea aulryem0c w aml[nbrn eel ups by a Plato snag be located on loth laaveumed•nd placed no Meo-«men s TPWRCR In BC91,comes atwhlm will be bantered upon mguest. lines sample with pint center lines 9.Orgy l afro of platen&Gas. L}MiTek USA,Inc.ICompuTme Software 7.6.8(1E 10.For baskss connector pate design values see EGR.1311.ESS-19Ba 1MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROD? NlcBTR LOAD DURATION INCREASE = 1.15 1-2=) -12) 144 6-7=(-2233) 2262 6-2=( -994) 744 BC: 2x4 RODE k1sBTR SPACED 24.0" O.C. 2-3=)-1630) 1361 7-8=(-2233) 2262 2-7=(-1441) 1604 WEBS; 2x4 KDDF STAND; 3-4=(-1630) 1361 7-3=(-1028) 1248 2x6 KDDF 82 A LOADING 4-5=( -12) 144 7-4=1-1441) 1604 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=) -994) 744 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 KDDF (1485) 9'- 8.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 RODE (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked far net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.133" MAX LL TEEL = -0.001" @ 10'- 8.0" Allowed = 0.100" 9-10 4-10 MAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" 4' 1 4 MAX TC PANEL LL TEFL = 0.152" @ 6'- 10.9" Allowed - 0.382" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.573" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 N 12.00 1 4.0" MAX HORIZ. LL DEFL - 0.040" @ 0'- 2.7" 40 MAX HORIZ. TL DEFL = -0.044" @ 0'- 2.7" In koNO. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCOL=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 in the plane of the truss only. M-3x4 big M-3x4 zililli. 2 1, 111111,, 4"- C OIL -/ M-5x8 o N I 1 1` A r- 0 0 M-3x4 M-3x4 .1 6.00 6.00 r . 12 12 y 1-00 6 9-10 1 4-10 y 1-00 y 1 r PROFFsG-0H GINFF `S{0192 OP 1.- JOB NAME : RT AREA 4 ENGLISH 2 - NDRAG . . .. Scale: 0.3531 WARNINGS: GENERAL NOTES. unless umenme noted'. O Q 1.Bugder and emotion contractor mould be advised of an General Notes 1.This design is based only upon Me parameter:Mown and is for an individual yL 4!OREGON A �lc/ Truss: NDRAG and warnings before construction commences. building component.Appkadllty of design parameters and proper nitre compression web bredng must be roosted where Mown r_ incorporation or component la the mesons/Play of m weans bg ded r.ane , III' �O` A PddAbnal temporary bracing to Insure AMMO sumo cowVutlbn I.Design assumes 6w lop and bottom chords to be blem booed III 7/ d is the reapmaibiay V the erector.Additional pemwmm bracing el 2'ox.aM al ICIo.c.respectively unlessdo aa deced lughoul then length by -a 1 cortlnuou h 4.1mr enasq/Inod M ingTC)ennwdrywdliRC). DATE: 10/31/2018 the overall structure is the resoonelblgh of the buibbg designer. a.almwd Wong or bracing required same Mown e. 1 IRR11_'- SEQ.: K5342696 4.No load Mould be applied b any mmponen1 radn alter el bracing and 4.inateildbn of buss lethe m°ponabluy MIN respect.comrador Ise/mere are mmdete end el no tam Mould any bads greater mn 5.Desgn anuses Waxes en to be used In a nonmormelve environment, TRANS ID: LINK design bade be.piled to any component end sire ro.vey mndlmn.rams.. D.CompurrusMsno control over and ammesnoresponsbiliy for the a_sg"°°w°•°colds•dngdalauppodsMdem.sdmerwedg.a EXPIRES: 12-31-2019 necessary. fay0.bon,handling shipment and mdeliallInofcomponents. T.Design ammo.adequa drainage ispav,Md. November 1,2018 6.TimMe is bMKned subject to Maimeebena set sum by 9.Plates shell be imbed don both lams of trade,and placed no mNr center TPDAOcA In SCSI.copies of whist colt be furnished upon request. lines 55005 with foist center lines. ' MiTek0.USA,Inc.iCom uTrus Software 7.6.81E-E o For brk mnneotor Idsmistedesign ea P ( ) 10.Fdrd°Cemte size of plat din Inc values see ESE-1311,ESP-1990(MTeN) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 PC: 2x6 ROOF 7116ETR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 202 4-5=(-280) 942 1-4=) -154) 64 2-6=1-1938) 444 BC: 2x6 ROOF p196TR 2-3=1-158) 202 5-6=(-280) 942 4-2-(-1938) 446 6-3=1 -154) 64 WEBS: 2x9 KDDF STAND LOADING 5-2=( -454) 3172 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC HOLE IL( 50.0)+18L( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LLI 297.1)+18L( 257.7)- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -599/ 3020V -283/ 283H 5.50" 4.83 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 9'- 8.0" -599/ 3020V 0/ OH 5.50" 4.83 KDDF ( 625) • ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. nails staggered: ICOND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. �] 9" oc in 2 row(s) throughout 2x6 top chords, /yvy\ 9" oc in 2 row(s) throughout 2x6 bottomchords, MAX LL DEFL = -0.021" 2 4'- 10.0" Allowed = 0.438" 9^ oc in 1 cowls) throughout 2x4 webs.s. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 •" For hanger specs. - See approved plans MAX TL DEFL - -0.038" @ 4'- 10.0" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10 4-10 MAX HORIZ. LL DEFL = -0.002" @ 9'- 4.5" 1. T '1 MAX HORIZ. TL DEFL = 0.003" @ 9'- 4.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting /- 1 2 s -' system and components and cladding criteria. o - - o Wind: 140 mph, h-23.3ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o +,f 2e+ m. o I I co m ,r1 l 4"• 5 "• 6 M-4x8 M-3x8 M-4x8 y 4-10 y 4-10 y eR .O PROi l 9-08 y ��C'� 0GINE 9 s/0�9 89200PE r • JOB NAME : RT AREA 4 ENGLISH 2 - NGIRD • Scale: 0.3208 WARNM86: GENERAL HOSES. unless otherwise noted: 1.Builder and traction wNncbr should bo odd ]elan General None 1.Thar design H based only upon the parameters shown and N bran lMrvlLel O OREGON /� Truss: NGIRD and Wamig%before conawmon commences. Watt component.ApWaePPy old..Pommes.and proper �` 2.Dol compression web bracing roue be mowed where Mown., Incorporation olxmponent rote mpruibiley or me Mean,'eewxner. 'O ' �� O� aAdlbbne118mPrawnpnfy brdg to haute NadYly during CarlatNdbn 2.New assumes me top end bottom&Presto be laterally braced at is the responsibility of the erector.Additional permanent bracing at 2 ea.and et 10'e.c.repdrvery uwass eracae throughout their levee by a1 (� wMnwua MenengWMas or's..sheathing(TC)ender drywwllBC). �LIlE-xlR l.� �J e DATE: 10/31/2018 5M awrellwrudun lathe to asseibiityorthe ballding designer. a Dr Impact lodging or lateralbreeng required where Mown.. SEQ.: K5342697 4.No bad would be ed to any timpnenlnpl alter llhmang arse S.MensssortNmriaralb hbilertaonpecnas environment, fasteners are compete and at no one&Paula any loads greater than eonpass. use. Muse. TRANS ID: LINK design loam be appbed b any component. S.pay common- de.n at ws son Mown.shim drwee wedge 5.CompuTNs has nawlmPl aver end a.m.eremonwbgxyforth. es are cos �a p� g EXPIRES: 12 31 2019 K se rabriwlion.handling.Mlpment and installation of wmponewa. T.Design assumes adequate drainage Is provided. November 1,2018 • u cos design is furnished subject to the 5meatans set form by x.Metes Mau be located an boon coos of truss.and placed so their center TPYWlDA In Bcsl,copes of which will be furnished upon request. Imes cbbplde with lolls center that. 9.Digits lkiamsbe or plate In Inches. MMat*VSA,Ino.(CompuTrus Software 7.6.80 LYE no.For bask connector pate design reaps see ESR-tel 1.MT 988 Wee This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" COND. 2: Design checked for nett-T psf) uplift at 24 ^oc spacing. TC: 2%4 NODE 4)16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE OND. 3: 150.00 PLF SEISMIC LOAD.N16BTR SPACED 29.0" O.C. WEBS: 2x9 ElITE STAND; Design conforms to main windfocce-resisting 2x4 EDDCF 8168TR A LOADING system and components and cladding criteria. LL( 25.0)+DI.( 10.0) ON TOP CHORD= 35.0 PS? TC LATERAL SUPPORT <= 12"0C. CON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. CON. TOTAL LOAD - 95.0 PSF )All Heights), Enclosed, Cat.2, Exp.B. (CURS(Di r), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End verticalls) are exposed to wind, M-1.5x9 or equal at non-structural Truss designed for wind loads 9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (Won). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Note:Truss design requires continuous Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span DON. complete specifications. 6-04-07 5-08-09 ' ' 1' , 12 I 9.00 V M-1.5x3 4 -/ M-3x6 .o �r N 0 I ea 'ry 1111111111116 o it I I 1►�� o 0 1 M-1.5x3 M-3x6 M-3x4 l l l �� p Pp 6-02-11 5-30-05 l l l ��\� �NGINEF9 /02 1-04 12-01 :9200PE 9I JOB NAME : RT AREA 4 ENGLISH 2 — P1AFW Scale: 0.2339 WARNINGS: GENERAL NOTES, mile.atnrwlaeneNd-. 111 CC 1.Builder and erection contractor should be advised of ail General Notes I.This design is based only upon the parameters shown and Is for an IrdMMuel OREGON Truss P1AFW and seamings heron construction commences. buiNing component.nypkabllyoldesgn parameters and proper 1 ` 2 NM compression web!arming renal be Installed where Ygwn e. incorporation or component the reeponubiloy elite building designer. �� l� r' S.AWAbwllemponry bradng to lneureWMlry drdrg construction 2.Design assumes Me top and bclbm lords to be laterals erased at <p '9Y 14, 2� 4+'retie reeponaib,Id,or the erector.Atldlienal permanent banns or Y e.c.and at ID so.respectively urlasshosed throughout their length by /S DATE: 11/1/201H the overall structure ibthe,eeponeiba el sere budding deelgrwr. wmmwwahadgior wrnnpYwuw sired velm iown.endrer dnmmnteq. M�T�I�� p h 3.hlmpad bridgingia the bndrq required when siwwn•. SEQ.: KS342698 a Neead stage be appfedm any component until nil Hid as bore and a.hwmwWn of truss n the reawnnaaty of the respective contend.. fasteners are eempkh and d no tune Yaws any loada grader don S.Isaac assumes busses are te be used in a nonsorrcYve environment. deign bads be applied to any component. and ere for'dry condition'of um. TRANS ID: LINK S.CompuTnahasnocontroloveranaesne memorability ter B.OedowBgasumo.blbwsingd.larppedsMewn.Bh'Imprw.dp.d EXPIRES: 12-31-2019 raeponi Y necessary. rabrk.Eon,handling,shipment and catenation ulwmporrente. T.Design assumes adequate drainage is provided. November 1,201 8 6.This design is furnished sumac tethe(Imitations set forth by B.Pena Mel De bowled on both Nue Mimes.end planed so their ureter TPBWTCA In BLSI,copies of which will be furnished upon request. awes coincide with joint center lines. a.Diggs lndeete size el plate in inches. MITea USA,Inc./OompuTrus Software 7.6.8(114-E 10.For basic connector plate design woes see ESR.Un.ENO.lids(ureic This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" ICONS. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. TC: 2x9 KDDF al6BTR LOAD DURATION INCREASE - 1.15 ON ID. 3: 15[1.00 PLF SEISMIC LOAD.BC: 2x9 KDDF al6BTR SPACED 29.0" D.C. - WEBS: 2x9 KDDF STAND: 2x9 KDDF 4:16BTR A LOADING Design conforms to main windfotce-resisting LL( 25.0)fDL( 10.0( ON TOP CHORD 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 190 mph, h-15ft, TCDL=6.1),6CDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD - 95.0 PSF (A11 Heights 1, Enclosed, Cat.2, Exp.8, MWFRS(Dir1, load duration factor=l.6, LL - 25 PSF Ground Snow I Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structuralTr P vertical members (non). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE in th designed forth ah wind loads LIVE LOAD AT LOCATION(S1 SPECIFIED BY IBC 2015. n the plane of the truss only. Gable end truss on continuous bearing wall UON. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Refer to compo rrus gable end detail for MoteITrusa Design re uires continuous complete specifications. 9 q bearing wall for entire span UON. 1-05 9-06 10-DO T T , 1-05 9-09 9-09 6-06-09 3-05-07 T ' 1' '( 1' 1' 12 12 9.00 F Q 9.00 M-5x6 =M-9x9 M-5x6 2 3 9 = ' M-3x9 III r M-3x6 o M-7xB 111.1 � cIk,._ I ploil 40 � '�y1I ii � III ,D Ce ro _ _.S 0 25"9 10 11 M-4x8 M-3x6 IIM-4x4 IIM-9x9 M-5x8(S) 111E[[`��y```_` 1-06-12 9-02-08 y 6-11-13 y 3-01-15 y -<(-G FF�s/o2 20-11 �C(1 V` 89200PE c JOB NAME : RT AREA 4 ENGLISH 2 - P1BFW i� • Scale: 0.2210 WARNINGS: GENERAL NOTES, unless olWmdse mlW /r I.Ruleer and erection contractor should be advised el all General Melee 1.This eeelpn is based only upon me parameters drown and Mier an lndiuidud yL 4 OREGON �wy Truss: P1B FW am 6wmings bemre mndmsssn mmmen,.s. melding component.Appliabiny of demon panmetero and proper �k 2.SW mmpreukn web bracing mud be Metaled where shown•. Inmryemmn el component u IM rospanddlky M me damns designer. 3.AtldYbroltempeAl snareSInIneuroWGNydullrgmngNdbn 2'Design assumeametopandbaRcmGpMelebeWeghobracedat ,O A� 14 I'10� P+ Isms leyenabtlry online erector.:Materiel permenenlbmcing of Fc.c.and at reeeR as pJy wksa bheed)TC)ar Nn their kngm by {`/ 1 mmmmus Steepens4010 :won l n a bracing re u:naming(T down •nwen(13c). MFR R I L_ TWO DATE: 11/1/201$ (M swami structure is ma mepmhbYry al component Melding desiprer. 3,2111mped Medina orman braarg rep rime Urine alnwn r• SEQ.: K5342699 a.No load should be applied to any component real aver all tracing and 9.lmtalknonmbu>lame response:6A crab respective contractor. fasteners ere mmgeteaM ea no lima slued any beds greater than S.Design a ea Woes are to be used In a nbnaolroave enemnmam, TRANS I D: LINK deSgn leads be appliedn any component .m.re Id mnanon•or use. S.ComprTwnadmeommeverardassu resnoreepondblarykrme 6.nearassumesMllbeeang.lalsupportsmes Shim er wedge ir EXPIRES: 12 31 2019 Iabncenon.handing shipment end installation m components. IN0Il9n eardrum e.This design k mmi:bed.mien bathe limnmbna«tforth be 1.D..eeshalbe boaedron both Iesnage otrwsean November 1,2018 8,line s.nal W boated on bun Imes oltrves,and placed m their curer TPLWICA in SCSI.copies or AMU Ma be furnished umn rawest Frea.omada won joint center lines. 9.Dials Indicate see or pate in Inches. MiTek USA,Inc./CempuTlua Software 7.6.8(114-Z 10.For Was connector plate design values see ES31-131I,ESR-1939(MRak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICOND. 2: Design checked for net(-T psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF 916BIR LOAD DURATION INCREASE = 1.15 BC: 2x4 MODE N168TR SPACED 24.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Design conforms to main indforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)1DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <- 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD= 45.0 PSF All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 of equal at non-structural LL - 25 PSF Ground Snow (Pg) End vertical(') are exposed to wind, vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soon' n the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall 00N. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall far entire span USN. 3-06 T 1' 12 9.00 V M-1.5x3 li XI 0 0 I m o ` pro 'IlkIA R I 0 9 M-3x9 M-1.Sx3 1 +� I ��Ep PRpFFss • 3' 1-04 3 3-06 y �NG'N�ER ,("2 89200PE v% • JOB NAME : RT AREA 4 ENGLISH 2 — P1CFW Scale: 0.6263 WARNINGS: GENERAL NOTES. unless otherwise noted. 0 �'" 1.Builder and ereden contractor shoulde advised at an General Noles I.This design lA based only upon be parameters shown and is ro,anlndhwN OREGON .a,y� Truss: P1CFW end Waminga before conswdbm commences. building component.Appgubilly at design parameters and proper ♦♦D' 2.NO compression web bradng mud M installed where down.. incoryontbn of component is Me nsyrwihiity of Me buipiy WNW.. �/ �� 2 ' �� 3.Amttam temporary bracing to insure siahey during mmduden 2.2 0gn awunesdv lop alga bottom clmrds b be laterally braced et is fir reepenalnllfy nitre eretler_Pddltlenal permanent bracing al T o.c.and at lP o.c.respectively as ones.bane l)TC)eneul their length by O 14, DATE: 1 1/1/2 0 1 8 the overall structure is the responebily probe building desgnet. continuous en AWN Nbacing reood andw,0,0)Awn•ayxep(sc). r a lnmeadmdgmgor leerelrm SIANMint where mown `RR 1�� SEQ.: K5392700 O.No bad eshano Happliedat no comis,should until amsStrar al tand 5.Dem assumon maanles are to be usemltla nonmorme min ctron Fasteners ere compaream et no trmeamuld any bees greater than 5.Deagnaow rycorMs.san bl»uxe In a nen<errouve endnnmeN, deelpl weds be epplled b Any component. eM ere br'dry wMiM1an'W use TRANS ID: LINK 6.fonworNs has nocontrol over end ammesnoreyunsbbly For the Gwdgna gm.amlemng.l l pp shown.9blmprwdg i1 EXPIRES: 12-31-2019 necessary. IaIsdram.handling.ahbment and installatinsselto nents. T. es Salassumes edegude drainage isprovided. November 1,2018 O.This dwgn is fum'anapsubject m thebmldiens set font by 9.HMOs met be located on both hers MMus;,and Rased so their'ANN TFIASTCA in 3551,copes Ounces mil be tarnished open renued• lmsdIm web)aint renter tines. 9.Digits indicate sire at pale in mews. MTek USA,IncJCompuTrus Software 1.6.8(1L}E 1G For hex comMar plate&elgn values cos ESR-1311,ESR-1988(NNW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net)-7 psf) uplift at 24 "cc spacing. TC: 2x9 NODE BLURTS LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF B LL..OND. 3: 150.00 PLF SEISMIC LOAD. IUBTR SPACED 29.D" O.C. F WEBS: 2x9 ROOF STAND LOADING Design conforms Co main wd claddingresisting TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)a01( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights], Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non-structural • • vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall VON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSP LIVE LOAD. TOP Note:Truss designi requires continuous specifications. bearing 11 for entire span UON. complete AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 13-09 9-06 13-09 T '1 '1 T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T T '1 T 1' 'I' T 12 12 9.00 M-5x6 M-3x4 M-5x6 Q9 00 • 4 6 0 M-3x6 \ 3x6 ..,, 3 /AN -FE o \ o 13 0 1/ M-1.5x3 110.25" 0.25"1z M-1.5x3 \ o M-4x6 M-SxB(S) M-5x8(S) �� ,r� y y Y 1 y f n 7-00-11 6-10-01 9-02-08 6-10-01 7-•t. �i _ s 1-04 7- 1-0 3 00 :9200PE4 9r' JOB NAME : RT AREA 4 ENGLISH 2 — P2FW scale: 0.2251 WARNINGS: GEIERIL NOTES, unless otherwise meet 1.Builder end erewon«na.aprshould bead�sedof ell General boles I.Tisdealnibas onlupon the pemmetelashown and is for anindiival y OREGON t. kid Truss: P2FW and Warnings before construction building component.Applicability of design parameters and proper . k 2.Do.compression web barbs mu a be instated Whoa shown• incorporation of component le the responsibility of lie Mang designer. �/ A 4 3.Adeewrelwmporerybretingrolnwre stability dump construction 2.Design assumes be top and bottom chords to be laterally braced at /Q 11• 14 4o c_ N me responsibility alba erecter.Additional permanent bracing of TI6fl od.and at ID o.c.raa«abaN Odom braced(TC)o throughout their wnpin by cormnu«exreetbior w<bairaynsrsqu amiham wean arrwen(Bc). /�EA n'O, DATE: 11/1/2018 the overall 55 clams reasonability000p of bulldlre designer. 5.In Impact nndawe or lateral mgwad.mer..nowa•• R 'SEQ. : K5342701 a.No bed should be applied to any vOmpanent until alter all bracing end 4.Installation album is me reasonability o nM respective contractor.w fasteners are mgete and at no lime should any bads greater than 5.Desgn as«mas bwsas are to be used In a non-corrosive environment. TRANS ID: LINK design wads be applied to am component. .rhd.ra for mnarwn•oru«. 5.CempuTrve has rownbel over aMacwmesmreapansbltlyMMe B.D Wa.wme•lull b«Nngalat«ppeneaewn.BNmor wedge if EXPIRES: 12-31-2019 M1, fapic006 *Remand shipment e0tirelel yaSe olwmponerrle. T.Design assumes adequate drainage Y provided. B.TM1Y design takmMn.deabwa w the*Merwngset Fort by IIPlatesMal be Waded an bath fears ollrv.,,and slaved so the.center November 1,2018 • ImmmcA In SCSI,copes of whom will be furnished upon request. lines coincide with pint center lines. 9.NBTek USA,InciCo uTme Software 7.6.81 E 5 FOebDigits irtlkons ectorpplate Inlgsval mP (U- 10.Fast Minkwmxeel pN d«Iyn values see E9R-1311,ESft-I 999(MRek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 Knot p16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4356) 932 1-10=(-279) 3326 10- 2=( 0) 23D 7-14=( -650) 3654 BC: 2x6 RIDE #16618 2- 3=(-3954) 500 10-11=(-279) 3329 2-11=( -366) 194 19- 0=(-1042) 222 WEBS: 2x9 KDDF STAND LOADING 3- 4-(-378D) 599 11-12-(-228) 3072 11- 3=( -99) 228 8-15-( -116) 1304 LL = 25 PSF Ground Snow (Pg) 9- 5-(-3000) 996 12-13-(-302) 3600 3-12-( -950) 270 TC LATERAL SUPPORT <- 12"OC. DON. TC ODLE' LL( 50.01+01( 20.0)- 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=1-4098) 638 13-19=(-534) 9856 9-12=I -286) 2086 BC _LATERAL SUPPORT <- 12"OC. ION. BC (NI E' LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-5074) 782 14-15=(-720) 5679 12- 5=(-1976) 328 BC UNIF Li.( 95.8)+EL( 96.7)- 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6284) 930 15- 9=(-722) 5690 5-13=( -229) 1206 8- 9=(-7396) 1010 13- 6=( -928) 2858 1 ( 2 ) complete trusses required. ADDL: BC CONC LL+DL- 2819.0 LBS @ 25'- 9.U" 13- 7=(-3330) 660 Attach 2 ply With 3"x.131 DIA GUN nails staggered:X)( BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORD BRG REQUIRED BOG AREA 9" oc in 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE Si)./N. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- D.0" -273/ 2962V -235/ 235H 5.50" 4.74 RODE ( 625) 9" oc in 1 row(s) throughout 284 webs. 37'- 0.0" -718/ 5272V 0/ 0H 5.50" 8.43 KDDF ( 625) ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL - 0.087" @ 25'- 11.0" Allowed - 1.804" MAX TL DEFT.= -0.211" 0 25'- 11.0" Allowed - 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIS. LL DEFL - -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL - 0.061" @ 36'- 6.5" Design conforms to main windforce-resisting 13-06 10-00 13-06 system and components and cladding criteria. 'r f '1 1 Wind: 190 mph, h=l5£t, TCDL-6.O,ECDL=6.0, ASCE 7-10, 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 (All Heights), Enclosed, Cat.2, =_xp.13, MW FRS(Dix), T ' 1 '1 1 ,r .1 1 4' load duration f act or=1.6, 12 12 Truss assigned for wind loads 9.00 V M-5x6 M-3x9 M-5x6 Q 9.00 in the plane of the truss only. 5 M-3x9 M-3x6 3 M-3x4 -1-1 Ai M-3x9 0 £ 0�� .4. Y- $ - - 74 91 3'a 1 l0 11 12 T • 13 • 19 15 9 0 Io =M-4x4 M-1.5x3 M-3x4 0.25" 0.25" a' M-7x6 M-1.5x3 M-3x8 0 Fr��4 F1 M-7x8(S) M-7x81S) `�tU PROFFS 28198 �` U y ). ), ). 1 ), Y c- w`DINE 6/ y 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 L. �N. 04 Fug CA !� 37-00 9200PE 9� JOB NAME : RT AREA 4 ENGLISH 2 - P3GIRD Scale: 0.1789 • WARNINGS GENERAL NOTES, unbpotereise noted' I.Builder and erection cntratlnrshoulb advised of all General Notes I.This desgnis based ongupon the perercetereemamand®mranindoiwm 0 OREGON [ti Truss: P3GIRD and Wafflings Wore construction wmmenwa. huddling component.Applicability&design parameters am proper ��- 3.254 wml"aulon cow bracing must be installed where shown•, Izerporemn of component is the reaponskilry oflM building designer. Y 3.Additional temporary bracing to insure stability dunno coneM1UC'wn 2.Design and al top and bottom CEP&to beblual,mama at �O r y,4 20 ro lne responsibility efthe erccler.Additional permanent b2ciry of Ya.a.and al 10o.o.reapeFlvely wllesa Maud throughout their length by IY 1 �� DATE: 10/31/2018 the'literalramminiemera ea al de eorunwueadl)0 60II) yw9msetseg(eshow.dryvmlkaq. 'i'M 'RRIt-'- apmo ye ter designer 4.dlmlM Ml truss is Ow Tel ps ills I II.where Mown•• SEQ. : K5342702 a.Nomars ore clreapgkn etany umimmnl umg aber gmatei than 4S.Dwagn ion assu wwianNetatonsmery9is 0n0500ewenadm. fosterers oreapplied loan no time any bads grealarlMn S.and or assumes trusses are al be.used In anenwrMalve environment. TRANS ID: LINK dw.gn loads he.awed to any component aware assumes condition'al use. 5 compu7MebarnawmreloverernassumesmrceponsbiNytarme B.Design aWpmeerailM.nng.l.kapp'lOeMawn.BM1Mpr wedge d EXPIRES: 12-31-2019 ferry'mlmcetlen,Mndl g,shipment and Installation of components. 7.P.agn assumes hell belocaedoneoreirrag.lequss d November 1,2018 6.This desigercA inSCSMopimeil of which lblie f nahed bony B.InesPlates fined. located on both Ins,.of truss,and placed so their center TpwVICA in BCSl.copes of wfik6 Millie furnished ul»nreWesl. Di000 inchoate w5 joint ph) isnnee. 9.Diggs isi cone'woracleInigcM1ex MiTek USA IneJColrquTlus Software 7.6A(1 L)-E IO.Fu posit connector date design values see ES741411,E3P-1938 Wet) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO! 2x4 KEEP 1116BTR LOAD DURATION INCREASE = 1.15 1- 2=) -21) 17 8- 9-(-405) 389 B- 2=(-1238) 360 6-11=(0) 273 BC, 2x4 KDDF Il16BTR SPACED 24.0" O.C. 2- 3=( -410) 280 9-10=( -99) 623 2- 9=( -29B) 1035 WEBS: 2x4 REEF STAND: 3- 4=( -307) 253 10-11=(-170) 1051 3- 9=( -89) 131 2x4 KDDF g1&BTR A LOADING 4- 5=1 -684) 307 11- 7=)-168) 1052 9- 4=( -766) 287 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 -997) 322 4-10=( -94) 393 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1484) 274 10- 5=( -68) 256 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD - 45.0 PSF 10- 6=1 -504) 244 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG 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" -175/ 1145V -343/ 209H 5.50" 1.83 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY DEC 2015. 25'- 3.2" -179/ 1148V 0/ 0H 5.50" 1.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. 0-04-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-03-04 9-06 13-06 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 1.218" MAX TL DEFL = -0.058" @ 11'- 7.5" Allowed = 1.624" 1' 1 1 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11 9-09 4-09 6-06-09 6-11-06 ' 1 1 1 1 1 MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.7" 12 12 MAX BORIZ. TL DEFL - 0.024" @ 24'- 9.7" 9.00 7 a 9.00 Design conforms to main rndforce-resisting M-5x6 M-3x4 M-5X6 system and components and cladding criteria. 3 5 ilip - Wind: 140 mph, h=15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), M-3x4 // load duration facurex 6, /- `0 End s al(s) areexposed to wind, Truss designed for wind loads in the plane of the truss only. lirAik\1100. M-3x4 6 ul .y A co y1O 8 9 1B 11 7 You M-1.5x3 0.25" M-1.Sx3 M-3x9 M-3x8 M-5x8(S) J. y 2-05 y 9-02-08 y 6-10-01 y 6-09-11 y �`�'\ G E�.�9��0� 25-03-09 <Cl \'e ,T 'S7 �' 419200PE T JOB NAME : RT AREA 4 ENGLISH 2 - P4 � Scale: 0.2198 WARNINGS; GENERAL NOSES, unlessmnenake noted: 1.Builder and erection contractor should be advised 01 ell General Notes 1.This design ia hued erg,upon lSnpemmebn shown and Ie for anIndildua A_OREGON Truss: P4 and wamnaa before conewmion commehwa. eldNirq wmponam.Appfweiley nnaatgM1 pammetem and ginger �L /'-''''4' 7 Ai)' 2.Art Wm web bracing n be Installed wawa mown.. irYAlg9len et Componerf i.lM respn JnlNv of me dlMmB deelpler. 11 \ 1_ 3.Additional temporary bracing W Insure stablpry during wnahudion g.Deegn assumes the top and bottom thong to be laterally braced al ,O �/ 1A' O P is me reswnuNlAy ollM erecter.Adtl4unal permanent bracing or Yu.c.and at l0 o.c.relat,ISy unless braced throughout their lenplh by 'Y (1 continuous sheathing such as pyweod sheathing(SC)snag,drywall(BCI. MEF3 RIl_\- [J a DATE: 10/31/2018 lM overall Nrudw W MelnSny 0Nh of budding designer. 3.In Impen Meging or lateral bracing required where h050fl. SEQ, : K5342703 a No bad should be applied m any component and alter all betting ono s.Installation slaw Is the are a b5xen•nnepnthhwecoolna,,anr.nem. fasteners era compete and at no time should any loads greater man Design names TRANS ID: LINK design loam be applied m any component' B.l 8,5, r.Npo:<NIe1N^pao�wsupports anowm shim pr wedge g 5.CompuSrvs has no control mar and assumes no responsibility torte EXPIRES: 12-31-2010 nace bran.logging and Installation M components. wry. ❑ nai T. assumes a"yruss.an November 1,2018 B.This design iaC5.nspwbjewmmebmeetenssa norm by B.laws coirkbeewln on boat kw.or truss.end pMcedwmetr comer rPNNrcA in Bc51,coped el which will be NmMetl upon reque&. IFee coincide vrig ant caner lime. 9.Digits indicate sea rof ppole in inches. MTek USA,InayGempuTrus Software 7.5.8(1 L}E 10.For basic connector plate design values see ESR-1311,E5A1g110(Wok) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0^ 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. .1 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 �ON D. 3: 150.00 PLF SEISMIC LOAD.BC: 2x4 KDDF N16B2R SPACED 24.0^ O.C. WEBS: 2x4 RODE STAND r COMING cladding Design conforms to main wi lforce-resisting system and components and c criteria. TC LATERAL SUPPORT « 12"0C, ION. LL( 25.0)eDL( 10.0) ON TOP CHORD- 35.0 PSF BC LATERAL SUPPORT <= 12"OC, VON. IL ON BOTTOM CHORD- 10.0 PSF Wind: 190 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD= 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, EWERS Wit-l, load duration factor=l.6, LL = 25 PSF Ground Snow (Pg( Truss designed for wind loads M-1.5x9 or equal at non-structural 9 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Note:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span VON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 f f 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 f f f f f f f 12 12 9.00 M-5x6 M-3x4 M-5x6 Q 9.00 4 5 6 / M-3x6 M-3x6 3 / \\Ir+ • \\\ -F • / 0 / 'I" 1/1-1 lea!( 0 __ iN? O �C l0 1'0.25" 0.25"12 13 . I 0 M-1.5x3 M-1.5x3 0 M-4x6 M-5x8(S) M-5x6(S) 3" .3 7-00-11 .3' 3' 3' 9-02-08 .3' 6-10-01 b 7- , ' , GIN e 61433 1-04 37 00 ((� 1-09 89200PE -04:�1 • JOB NAME : RT AREA 4 ENGLISH 2 - P5FW • scale: 0.2251 WARNINGS: GENERAL NOTES, unless°tenet,NAM: Q •^ et I.BUWer and erection contractor arouM be advised Drell General Notes 1.Ties decgn is baud Dmy upon me parameters drown and is for an individual40 Truss: P5FW and Mi psbeforemnss5rnnwmmenws. bulldl^gcomponenl.Appll.56yoldeepn parametersend proper yL �OREGON �, 2.2vd compression web bracing must be Metaled where shown., Inmrporaee of component ialM responsibility Ditto burbling deugmr. 3.Additional temporary bracing to insure tlatlley dunng mn91"Ckn 2_Design top and boom UDN•b bes.nu95/braced at % 4k 14 Zo'` s+ is the responsibiliy of the ereddr.Additional permanent Meng of 2 o.o.and al tb o.c respectively unless CnwdlMeupinul[Ize length by �� continuous sheathing awn as plywood aheaXNnp(TLI anNordrywall(NL1. 4y� 1_- DATE: 11/'11/2018 1M 01101111 es.Wudure b Ito ngflfl nc Ny or the Melding designer. 9.Pe Impact bridging or lateral gednp required where shown•e C SEQ. : K5342704 4.No load should be applied m any component until alter GI bracing and 4.mdaxtienmessee iame reapsndbily Mine rsepedrve contractor. fasteners are mmpiete and et no lime Ynua any loads greater Ilan 5.Version amines Mines are m be used m a non-corrosive environment demon m.abea apples m. DMaremae pndPmfgata EXPIRES: 12-31-2019 TRANS ID: LINK o^ pa ^y component 9.CompuTrus has no control over and assumes no respewbpry br me e.Design assumes awl Meaning del supports sMvm.Bnm or weeps II necessary. fabldesn.henMlly.shipment and brdm•tlt^of components. 1.Design aawm•s adequsoothbu fleabags is provided November 1,2018 h This design is SCSIof,males orMah will be furnished upon request. liras coincide cog,6116 center lows. eign values M1lk USA,IncJGOmpulms Software 7.6.8(1 Lf 9.Digth tMkate s'va ofpNle E 10.For bask connector pkte&ley.,values see ERR-I 311,E5R-1985(MITN, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 NODE 616BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-10=1-270) 1790 10- 3=( 0) 279 BC: 2x9 RODE S1615TR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=1-271) 1789 3-11=(-508) 240 WEBS: 2x9 RODE STAND 3- 4=(-1821) 435 11-12=(-235) 1443 9-11=(-133) 707 LOADING 4- 5=(-1326) 417 12-13=(-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 417 13- 8=(-270) 1712 5-12=1-254) 112 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 435 12- 6=1-133) 707 TOTAL LOAD - 45.0 PSF 7- 8=(-2317) 402 12- 7=1-508) 240 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 95 7-13=1 0) 279 LL - 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HOBE BRG REQUIRED 8RG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PST. 0'- 0.0" -259/ 1825V -264/ 264H 5.50" 2.92 KIDS' ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 RIDE ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.007" @ -1'- 4.0" Allowed - 0.133" MAX TL DEFL - -0.008" @ -1'- 4.0" Allowed - 0.178" MAX LL SEEL - 0.085" @ 18'- 6.0" Allowed - 1.804" MAX TL DEFL = -0.142" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = -0.007" @ 38'- 1.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.S" 13-09 9-06 13-09 Design conforms to main windforce-resisting 7-02-07 6-06-09 9-09 9-09 6-06-09 7-02-07 system and components anddcladding criteria. '1 T 4 T T '1 T Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-5x6 M-3x9 M-5x6 9.00 load duration factor-1.6, q 5 6 Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 + + 0 0 I 1 ]. 11 '� 12 14 1 `D P fl o of M-4x9 M-1.Sx3 0.25" 0.25" M-1.5x3 =M-9x9 0 M-5x8(5) M-5x8(5) �`'48 pe(ln y y 7-00-11 J. 6-10-01 y 9-02-08 y 6-10-01 y J. co7-00-11 el. �NGINEFR /O� 1-04 37-00 1-04 Q :9200PE 9I JOB NAME : RT AREA 4 ENGLISH 2 - P6 I Scale: 0.1626 WARNINGS: GENERAL NOTES. wrens otherwise rioted: I.Builds and erection contractor should be advised stall General Note I.This design is bawd only upontn,param,ters shown and N for an individual -y OREGON 40 Truss: P6 and Warnings before construction commences. building component.npficaSM Milospn parameters and proper f�.� 22f4 mmprenan web brawn°mute be installed where shown,_ inm,poradan of mmponentisthe responsibility of Ow budding deaena. �' -Y11� �r\\ IS, A Additional temporary bracing to insure dabmy dwent wlbaudbn 2.Design assumes the lop and bottom chords to he Woolly bawd al l Is the,esponabiiry of the erector.Addmpnal permanent bracing of 2'o.c.and N 10'o.c.respectively unless blawdtnroue wd0n dlb length by O 74, DATE: 10/31/2018 me erenllrmdura is the responsibility Ill.beam w9Fsmuemeamkgwcn aeplyw°ddmeemin,e,aalnmaarwan0m). Ni mpensi tye 9desidner. 3.almpeclbldgingorl,r,pW0dngregmtedv.heresh°vm0a ERRIL�- r SEQ.: K5342705 a.rwmad shotiM sa,,00eapplied m any mmwneM until alter al bruang am 4.lnwlklbnof true is me reewnNbi,nm the respective mnwaor. fasteners are compete and al no time should any bads greater than 5.Design assumes trusses an m M used in a nonmorNNve environment, design loads be d.reforMwmMti condition" EXPIRES: 12 31 2019 TRANS ID: LINK 6.Deelgn assumes full bearing et sl supports Wow.Shim or wedge a 6.GpmpuTrus has no control over and assumes no responsibility for menecessary caln fab,ln.handbp.shipment and installation afnfs 2 Design assume adequate dramas provided. November 1,2018 6.This design is lumished subka to me limitations sal elm by &plates anal be loured on both rams olwe,and piers so their center ' TPVWTCA in POST mom of WIWI Al be furnished upon request. Nrcseelnade Ott,oat center lines Mirek USA,Ino/Com uTrus Software 7.6.81E E 1 FDor b isldlwleebe,of Natein inches. P ( } 9.D°rbuecemeelafYteWarm values we ESft-tT 1.ESQ-1998(MRekj This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4NR/DDF/Cg=1.00 PC: 2x4 RODE 8168TR LOAD DURATION INCREASE = 1.15 . 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=1-1153) 401 9- 5=(-269) 225 BC: 2x4 KDDF 0168TR SPACED 24.0" O.C. 2- 3=(-255) 233 8- 9=(-186) 492 1- 8=1 -391) 1028 5-10=(-403) 188 HERS: 2x4 ROOF STAND; 3- 4-1-5001 266 9-10=(-149) 524 2- 8=1 -94) 206 10- 6-1-150) 703 2x4 KDDF 91612TS A LOADING 4- 5=(-754) 264 10-11=( -44) 62 8- 3=1 -654) 335 6-11=1-921) 215 I LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-650) 143 3- 9=1 -113) 303 I TC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=1 -25) 155 SC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (P9) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members loon). 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 NODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF 1 625) • " For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LAND. 2: Design checked fox net(-7 psf) uplift at 24 "ow spacing. I ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 • 1-05 9-06 10-00 MAX LL DEFL = -0.021" @ 6'- 2.0" Allowed = 1.000" / f 4' ' MAX TL DEFL = -0.037" @ 10'- 9.3" Allowed = 1.333" ' 1-05 4-09 4-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS • / / MAX HORIZ. LL DEFL = 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 9.3" 9.00 1-27 Q 9.00 M-Sx6 M-3x4 M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6- 2 3 4 M-3x6- sic jp -, Wind: 140 mph, h=15ft, TC➢L=6.O,BCDL=6.0, ASCE 3-10, 1 �, I Ioad Heights). act loied, Cat.2, ExP.B. MWFRS(Oix). f M-3x4 "I load duration factor=1.6, vert iial(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins M-3x9 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 o $ permissible at inlet board areas only. • 0 0 I M-3x4 "' 1011.11Pfr Al 15 -/ / o Di ., _�_ .A- Cis 6a VAI -/ -/ 7 e 6 0.25" 9 10 .1( 11 M-1.5x3 ash-3x8M-3x4 M-1.5x3 M-5x8(S) RP 1-06-12 9-02-08 y 6-11-13 j 3-01-15 ,I.' ��c-,• LNGI E'pI/3O� C) 20-11 92 0P wC JOB NAME : RT AREA 4 ENGLISH 2 - Ply Scale: 0.2295 WARNINGS: GENERALN01E5. unless aonrwlunoted - OREGON ," I.guilder and erection contractor should be advised or an Menem Notes I.This design is baud only upon Me parameters shown and is kr an Individual Truss: P7 end Warnings More eonsM1um,.consomme_ bulMing<omponmt.ApgYsbley a design parameters and Proper 2.h4 compression wee bracing must M i"Gal•e where shown r. Incorporation alSrtop component la the rosrynelbllty oldie gilding designer. 3.Addl'wrelfemparary bracing to irwure ebdN'ty dieing wnGrudion D Design assumes me top and bottom chords o M laterally braced al L<O 4Y 14 V\ <� la theresponsiporra nMir neresoir.Adaulemlwrmananibrarsrcing 2'ocend al laec.repeavely unless braced throughout their length by �s continuous sheathing with as plywood sneWlnalrc)enNw eryweRec). 4k-R R IO MV DATE: 11/1/2018 me ave0l structure is the reapo",Lm(of the Melding designer. 9.In invest bridging or lateral bracing required*here Mown•• ` {� SEQ.: 4.No bed should be applied to any component until eller al bracing am 4.Ine1Ylnbn ernesi•the be U repo se oldie respective wnuacter. fasteners to be used complete and et no time should any loads greater men 5.Design assumes trireme are d 6r a nonsemxve environment TRANS I D: LINK de®gn bads be applied to any component en sign un ar^xy mmnon^c n o L.LampuTraeha•mcontrolm control over a assumes no responsibility forth, H.D. assumes all bearing•I l supports Mown.Sam dr wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and instigation of components. s 5.This design NTNud edged to the tirMnons set forthT.Design be bos adequatenh beenages rumenNovember 1,2018 •Was® le by 9. nes,tSde boated on both bees drum,end pYeetl se their center TPNNILP In SCSI,ropes of which*IM furnished open request. Ones mlrtlde with fNceMerlines. 9.Fork lnmereopplaaMrnne MiTek USA,IneiCum uTrus Software.7,6.9(1L)-2 so For bessmmec4or plate design val ues see ESR-131 1,ESR.1959(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2-(-304) 267 7- 8=1-464) 473 7- 1=I-11531 401 9- 5=1-269) 225 BC: 2x4 KDDF R168TR SPACED 24.0" O.C. 2- 3=(-255) 233 8- 9=(-186) 492 1- 8=( -3911 1028 5-10-1-403) 188 WEBS: 2x4 KDDF STAND: 3- 4=(-500) 266 9-10 (-149) 524 2- 8=1 -54) 206 10- 6-(-150) 703 2x4 RODE 111613TR A LOADING 4- 5=(-754) 264 10-11=1 -44) 62 8- 3=( -654) 335 6-11-1-921) 215 LLI 25.0)+DL( 10.01 ON TOP CHORD = 35.0 PSF 5- 6-(-650) 143 3- 9=1 -1131 303 TC LATERAL SUPPORT <= 12"OE. DON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -251 155 BC LATERAL SUPPORT C= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 3Q.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05 9-06 10-00 MAX LL DEFL = -0.021" @ 6'- 2.0" Allowed = 1.000" q T . a' MAX TL DEFL - -0.037" @ 10'- 9.3" Allowed = 1.333" 1-05 9-09 9-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS l 1 ' 1 MAX HORI2. LL DEFL - 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 9.3" 9.00 7 N 9.00 Design conforms to main windforce-resisting M-5x6 M-3x9 M-5x6 system and components and cladding criteria. 2 3 9 M-3x9 �A h' Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.D, ASCE 7-10, e� ° (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor-1.6, r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 . 11ir 0 ill sv A O °` M-3x9 4< 0 1 0 1 n 7•• 8 9 10 ••11 M-1,5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x8(5) y J. 1 l l ��?. 0 P R OFFss 1-06-12 9-02-08 6-11-13 3-01-15 20- 1 ,tv 29 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - P8 • Scale: 0.225E WARNINGS: GENERAL NOTES. Idea.nmerwise noted. O C' 1.B1enactionerana enaction contractor should 8e advised or ell General Notes 1.MSS design ia based onlyuPonthe parameters shown and i•for an individual -yL ,f OREGON b �4./ Truss: P8 and passings!sabre coneM1utlbn mmmenma. building comporrenLAPllicabilily°roes*parameters end pops 2.921umpreedon web bracing must be instaN-0where shown• incorporation ofwmponenl is Me responubiliry sidle building designer. 3.Additional temporary bracing to insure WWlXy Ning combustion 2 Design aaaume.me top and ballmm chords to be laterally braced at �� 9y 14, 2� is Me responsibility of the ereUor.AdQlpnal permanent bracing of 7sc.and at lG o.s respectively unless braced throughout Nelrleryll by ^P DATE: 10/31/201S the osendl elmeura is respdnbbrvry erica malting designer. 3.2cImp.0 continuous sheeting orwensbm as ang oreguired amem where dryrr.n(Be). p NV 'SEQ.: K5342707 4.No load should be applied to any wmpenenl until after all bracing and 4.Installation or trees ism reepansiav9 of the re•pectivewnbador. �n R�L� fasteners are complete and at no time should any loads grealer than 5.Desgnassume stm d in to be use a noncorrosive environment, TRANS ID: LINK design loads be applied w led any component. end are s rmeiior sus.. 5. mPpT seascontrolp over assumes pprew b,m. Design.ss ea full beano at al supports shown.SNmor wedge R EXPIRES: 12-31-2019 bbrlragen.Handling,shipment ono installation of components. assumes 6.This desinlSmiheddubletlm the smiatbmsO NMI ay e:ltteesd shag sobcatedennbotquate hfacesof Imes.and placed so their center November1,2018 TPIANTCA in BLS),capes of Mach will be harmed upon request. Imes Mldaea win Ism center ines. 5.Digits c sae of in inches nc MiTek USA,InciCam uTrus Software 7.8.8 1E E lB For bask onrenerpiste design values see ESN-1311,EG9.19011(MTeY) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 2.0" 'COND. 2: Design checked for nett-7 psf) uplift at 24 "oc spacing. TO: 2x4 NODE 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE B16BTR SPACED 24.0e O.C. NOTE:Design assumes moisture content does ABS: 2x9 ROOF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 24"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=20.Bft, TCDL-6.0,BCDL-6.0. ASCE 9-10, LL = 25 PIP Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor-1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 T T 1 9-09 4-09 i 1 ' 4 12 12 9.00 V IIM-4x9 a 9.00 f 4161IL A h O N Ln O u, I o rn M M-3x4 M-165x3 M-3x4 y 4-09 1 4-09 y �R�D PROFFS 0-2-03 8-02 0-2-03 ��5� �cNG,INER si02 y 9-06 y ct- 89200PE 44, vf" • JOB NAME : RT AREA 4 ENGLISH 2 — PCAP . .___ __—_,. Scale: 0.505E • MAFNINBS: GENERAL NOTES, unless stervneenoted O OREGON �� 1.Builder and erxdun contractor Mould be advised al all General Nal„ I.This desgnu bated emit,open me parameters Nown and is M,an individual Truss: PCAP and Warnings before aonswmonoammenm. MANN)mmpenent AFHHmbllly of design parameters and proper 'YL A pg 2.Na compression webbradnp mu„be Installed where shown e. „oemembn ermmpoham Is the responsibility Dine building designer. '7 3.Additional temporary bracing b insure WNhy doing constmaon 2.Deagn assumes me tap and bottom chamemhara 5bo braced al O / 14 2� �} re me responsibility Drina erector.Additional permanent Mung of ie.c.antl„too,.resped'mly unless bacWNrouphaul thee Wfmt by DATE: 11/1/2018 m.es.rallstro„arersme „e el sd wrmnpapa„,e.mlr�,„,..I>nwaa,�„thbg(Tet.�artlre„IHn�,. 'yERR11.� responsibility g yree 3.2a Impact Wilting gr lateral bracing Deeded where sh.n.. SEQ.: K5342708 aN.load aimed be adeied to any One.eem until nil One almedre and 4.Installation �esthearewlss be l ised nia,respective aamaoorm.m, fasteners are complete and„no should any toads greater than m„.reamimywnaimsre tab TRANS ID: LINK design loads 6.Desg „ show, Design assumes b auppadsaha .bh1morwedge11 EXPIRES: 12-31-2019 5.Corwin-En Ms no control over and assumes no responsible,/for Ow necessary, Motown,handling,shipment and installation alcempanents. ].Design pro n assumes adequate drainagedded. 6.Twdesgn,timesd%mjecto the lmitations„tfortby B.p„t„„w„b.bc„edonbahracessites,,„d placed esteircenter November 1,2018 TFIONTCA In SCSI.melee otymal will be Mrnehed upon request, lbes comae.WHO joint centerlin.s. P.DIcna indicate size or Wale in inches. MiTek USA,Inc.ICompuTms Software.7.E.9(1 L)-E 10.For basic conna„arOde design values see ESR.1311,ESR.IMS(Mimi) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" COND. 2: Design checked for net(-] psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. kOND. 3: 150.00 PLF SEISMIC LOAD. i WEBS: 2x9 ROOF STAND LOADING NOT E:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <- 24"0C. CON. DL ON BOTTOM CHORD= 10.0 PSF Design conforms to main wi ndf once-ie listing TOTAL LOAD= 95.0 PSF system and components and cladding criteria. LL = 25 POP Ground Snow (PS) Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING HET. load durationfactor 6, Truss designed for wingnd loads BOTTOM CHORD CHECKED FOR 10PBF LIVE LOAD. TOP in the plane of the truss Only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 f T 9-09 9-0 9 T T 1 12 12 IIM-9x4 9.00 17 N 9.00 9.0" AI111 .INIIIIIIhh M-3x4 M-165x3 M-3x9 J' l 1 ),i' 4-09 4-09 y y `��D PR 0�EOn 0-02-03 8-02 0-02-03 )' X N5 NGINfF /0 9-06 �� 0 R Z9 9290P r JOB NAME : RT AREA 4 ENGLISH 2 — PFWCAP ale: 0.5D9T � ��.,...Ow. ------..., WARNINGS: GENERAL MOTES, unless agenvroe noted 1.emaer and erection contractor should beedsaedal ell General Notes 1.Tnis Pardon le based only upon the parameters shown and Isroranmdvaual y OREGON l,' Truss: PFWCAP and Warnings before cmgmabncommences. b.ndingmmpe"entapglrebany of design parameters and proper /Jt.- z fi4 compression web bracing mug be installed where shown., incorporation et eempenem Is the responsibility building designer. / L!� 2. ' `,` 3.mamma temporary bracing b inem,stability during conshudun X.Design acaumea me bD and bottom enemsm be 505dtslaterary boned al ,11 y �TT is me reaponaiNRy oriM1e erector.000500al permanent Muria or 2'o.c.and at In o.c.respectively unkas braced throughput their length by �1 a DATE: 11/1/2019 the overall gmaw.isI.responsibility hthebindin « IsimuommxmmgatenasacingrareammgID)ow,., wag9q. 1 RR1�L d a NBnoin 4.Installation ntmwionalbms or mmmlbrecYptestiesd ympreMosrnea 121 SE K5342709 a.Heenes are compete applied component anal abenlbnaroaiw 4.Dmlln asunlwbma nwone useg tbrtreepsamewnnn.etn Q" fasteners are complete and at no dmeeMaO any bads9rtgertivn S.and are assumes image are to be caged nenanwneave em.onmem, design bade Mr applied to err,comwnea. end ere tor"dry mndilNn'orux. TRANS ID: LINK 3.gampuTM b..control over and assumes no r.appngsilM ter the Design a„umea hit bearing at al supports shot.p SNT or wedge if EXPIRES: 12-31-2019 necessary. fabrunon,nandSrq.shipment and mgelalln elemponenb. T.De e.egteol provided. November 1,2018a This design b^NNminnedsut subject.thellmdarlanasgbnn W e.Plates gal be bated on both 4c.°DWss.• and placed so their center TPIMTGA In BC51.copiesclwnicn will be furnished upon requea. lews.inclde ME IdMsteer lines.B.Diggs Indicate size of Ogg In inches MTek USA,InclCompuTms Soiware+T.8.9(1L}E Ia.For basic.1141Mr plate design vas see EAR-1311,ESRlIall(AliTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TO: 2x4 KDDF 61613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 31 2-4=10) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3-(-40) 12 IC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)aDL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0. 0.0" TOTAL LOAD = 45.0 PSF 0•- 0.0" -60/ 321V 0/ 28H 5.50" 0.51 KDDF ( 6251 1•- 8.2" -35/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -20/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ,. (PROVIDE FOIL BEARING,Sts:2,4,3 ICONS.CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for nail-] psf) uplift at 24 "or spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/24D, TL=L/180 MAX LL DEFL - 0.003" @ -1.- 0.0" Allowed = 0.10D" MAX TL DEFT = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 0'- 11.6" Allowed = 0.040" MAX BC PANEL Pb DEFL = 0.001" @ 0'- 11.6" AllOwed = 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" 12 4.00 Design conforms to main ree-resisting system and components andd cladding criteria. 3 y Wind: 190 mph, h=15f t, TCD1=6.0,ECOL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, Truss designed for wind loads .y in the plane of the truss only. ti f 1 0 7. rn oc 1 t y 2 4 M-3x9 y 1-00 y 1-11 y ��ED RP Opt �r\� NGINEFR ice 2 89200PE vT JOB NAME : RT AREA 4 ENGLISH 2 - Zl ....... Scale: 1.0196 WARNINGS: GENERAL NOTES, unless ath,rnee noted. O CCI 1.Builder and erer>ion contractor should be advised of all General Notes 1.Tsls design Is based only upon the parameters grown are is for anlnervlduel Truss: Z1 and Warnings before construction commences. bulblreremponent.AppkabllMef design parameters and proper �♦/�ORE ON to 2.PM compression web bracing must be installed where shown•. Irmryammn or component N me reaparWNley of me budding designer. L/ '/� `� �•\ 3.AddebnL temporary bracing to lasers Newsy Nnrg mnumNbn 2.Design assumes the tap and bosom ohmic to he laterally home et •'l O2 is the responsibility of the emu..Melons!permanent boung el 2,.c.antl at IV o.c.reapaSlvaly unless braced throughout their length by O 14 p V� DATE: 10/31/2018 haul. shards.is llwre col Wile building designer. continuos,liberating seen as plywood,hemhlng(lb)ander drywexlsc). °ponal ry 3.2s limed woo,or-were boring resured whereBrowneg Fb1"l 1 �, SEQ.: K5342710 4.No bad should be applied to any component until amoral bracing end 4.Installation olWq is Me reepunNmlty of re,peane conhaaoc ��llfl L fasteners are complete and u m nme should any bed,greater than S.Design assumes busses are to be used In a man-corrosive environment. TRANS ID: LINK design bada be applied to any mmpenem. and.n b rip mnplmn'�res.. S.Comp TRANS no mnwlpveraro as no r.rypnNblYty rerlro e.Deassumes FleGOSSIry.m sfull bearing at el supports shown.Shim or wedge a EXPIRES: 12-31-2019 fabrication.hinging.shipment and bntalalion of components. J.Design assumes adequate drainage 1,provided. November 1,2018 6.Us design is Nmaled wbkclm the limitations sal lore by S.Plates seal be located en both rams orinns are pieced so their center TPWIrcA in BEM.capes of wfilMMl be cosmos upon requeat lines mindd,ire joint centerline. g.Digs indicate Sue replete in bone. Welt USA,Inc/CompuTrus Software 7.6.8(1 L)-E in.For bask ronnactor pate design values see ES13.131 I.ESR-Ig8S IMITart) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 EDDF k19BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 ROOF p10BTR SPACED 24.0" O.C. 2-3=(-41) 13 TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL[ 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0.0" -59/ 313V 0/ 28H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -20/ 97V 0/ OH 1.50" 0.07 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -15/ 20V 0/ OH 5.50" 0.03 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING:Jts:2,3,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psi) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE. LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LIr1/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 4' 1 MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed - 0.053" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.9" Allowed = 0.071" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCD1=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 3 in the plane of the truss only. n ail Pir o 0 l 2 4 y 0 M-3x4 1 l 1 1-00 2-00 ;eil,Ep PROFFss 9200PE 9[ JOB NAME : RT AREA 4 ENGLISH 2 - Z2 Scale: 0.717E WARNINGS: GENERAL NOTES, unless smsreae noted: ,.Builder and erection eonl2Cor should he advised of all General Notes ,.This design Is based only upon me parameters shown end Is for en Individual OREGON 4/ Truss: Z2 and warnings before wnNrvalnn commences. Priding component.ApwicaaYry of design parameters and proper 6, 2.BPI companion web bracing must be inbaNd where shown 4, incorporation of component mitre responsibility of Ire budding cleaves. d.AWAowllemponry bracing to insure stability doom conWdon 2.Demon assumes the top and bottom chord.to be Wien*,bated N L/O 9y AO\ t., Ia the reywnalbilM of the erector.Additional permanent bracing of ze.e.one at to'rho-repenNery unMre Raced throughout pngmq 14 4 1 continuous sheathing such as plywood aneemmg(ec)mirror dry mgecl. 1eR R%��DATE: 10/31/201 E ma overall aoueue mine responsibility m tiro bulgbg designer. 3.2r biped minim or lateral boning required where shown.. �1l f"11 'SEQ.: K5342711 a.N"load should be applied to any wmpo"en1 until after al bracing and 4.I annish n ofibw as the reap"neibiery of me respective wntnaea. n - be complete and al no lime should any dada greeter men s.Design a0eumet teases are N be used m a noncorrosive environment, design loads be applied to any wmporent and are for"dry wMmerc M use. TRANS ID: LINK S.aNgnassumesNIWadmNalwproda shown.Shim or wedge it EXPIRES: 12-31-2019 5.compurna has no control over and enumes no responsibility brine necessary. NbdcaM".Waling,shipment and installation or components. T.saes al esadwpnbahfaces a esofh tad. November 1,2018 B.TPVWT OSCSi.copies whichthe wl furnished forth by l S.Plates anc be with ted on bah roes. lrvw.and q°cNwMelrwMer TpIMIICA in BCBI,wples of which wig be IumlNiad upon rawest. lines coincidetwbh mint wear bee Mffek USA.IncJCom uteuo Software l.6.81L e.For Sank cee,¢aofpateilpnsCI p ( }E 10.For bait wnneclw pleb degn velure cos ESR•1 B11.ESP,WAS(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE hI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) D BC: 2x4 RIDE R1aBTA SPACED 24.0" O.G. 2-3=(-40) 15 TC LATERAL SUPPORT 0= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -54/ 316V 0/ 32H 5.50" 0.51 KDDF ( 625) -14/ 23V 0/ 0H 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pit) 2'- 4.0" -26/ 58V 0/ OH 1.50" 0.09 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.053" MAX TC PANEL TL DEFL = -0.002" @ 1'= 5.3" Allowed - 0.147" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. 1.1 DEFL -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" 12 4.00 C� Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lead duration factor-1.6, Truss designed for wind loads in the plane of the truss only. un M f 2 M-3x4 1 Y l 1-00 2-04 ��o PROF6's cos NGINFFg al. 92 0 JOB NAME : RT AREA 4 ENGLISH 2 - Z3 Scale: 0.9725 WMNING6: GENERAL NOTED. enema otherwise salad: 1.Builder and erection contractor should be advised at all General Motes 1.Ime design isbasea only upon Meparemelers shown and la for anindividual ,�OREGON �C(iQ Truss: Z3 and Warnings beba constmswn oornmences. building component.Applicability ordeegn parameters and proper 2.244 wmpreWon web bracing must be lmleeed where shovm.. incorporation or oolmon.m lsms,eapoimiMlnya me building designer. ry�e NtS�1. 3_Additional temporary Mace to Insure stability Curing construction 2.Design aawmee the by and W1[pm chords to be laterally braced at <0 •Y 14 4 T Is me roapensibleN oldie eresmr.Ammdrol pemlanem bracing sir s'o.s.and a 10.c.c.respectiel unless braced throughout their length by ty DATE: 10/31/2018 me Ovnall ebuaure kite reayoneLiely 011ie building designer. Di Impact bridging wchesplyng reused ramieshown•dr/Wllsc)' V 3.inImpactbofbmgor thlern oestagflhe rnwroshownea `R R`L�^ SEQ.: K5392712 <.Nabnd s ereMMapein at nyno imm,B5M all eller bad,Weller Man 5.IDesignbnabuss usmmH a are to be usseed F ain respective contractor. fasteners.a complete and.t no Be,eta should any bee.gars men and Design assumes TRANS ID: LINK deep'beds Pa implied m any component 6.ape�sgn ter tilsycondition. um. TRANS anomn.smm or it 3.OompuGus hesnp<pmml over and assumes no responsibility muss necessary. EXPIRES: 12-31-2019 fabncanon,handling.shipment and lnnallatbn of components. 7.Design assumes adequate drainage Is provided. November 1,2018 6.TM,design is furnished subject to the Fmilalsns set rank by 8.Plates shall be boated on both laces or truss,and placed no mein center TPIIWfCA in BCSI,ropes of which Me Re furnished upon request lines coeulde with joint center llnn. 9.Digits Indicate ease of plate in Inches. MTek USA,IncJCompuTrus Software 7.6.8(IL}E 1G For basic wmeNen rote design values see ESP-1311,EBB.te66(Went This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC( 2x4 ROOF 411dRTR LOAD ➢URATION INCREASE = 1.15 1-2=(-10) 37 2-4=(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" D.C. 2-3=(-52) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL) 25.0)+DL) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 45.0 PSF 0'- 0.0^ -81/ 377V 0/ 22H 5.50" 0.60 ROOF ) 625) 1'- 1.3" -90/ 33V 0/ OH 5.50" 0.05 ROOF ) 625) LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -46/ 22V 0/ OH 1.50" 0.04 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jt s:2,4,4 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. AND BOTTOM Cr1010 LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- O.D" Allowed = 0.100^ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133^ MAX TC PANEL LL DEFL = -0.000" @ 0•- 9.6" Allowed - 0.040^ MAX TC PANEL TL DEFL = -0.00D" @ 0'- 9.6" Allowed - 0.060" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL - -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 G- Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. f u7 0 I O M O o /- 1 9 y M-3x4 y 1-00 j 1-04 y ��ED PROF ,, �� o�GINF�r� /0'L Q 9200PE 9C JOB NAME : RT AREA 4 ENGLISH 2 - Z4 • • Scale: 1.0987 WARNINGS; GENERAL NOTES. unless anerwaw noted: ,.Bulkier and erection wMracter should be advised atoll General WAS I.This deign is Weed only upon the parameters sown and Is lot an individual o. 4,OREGON b to Truss: Z4 and Warnings before conaWcdon commences. buld'my component Applicability ol design parameter.and proper �` /� 2.Da<wmprcppn web Marne roue be installed where Mown. IV- incorporation or component la the respmOYty a1 N.WAtlirq deelerec a.Aaemm�al temporary bracing to Mauna eablgly song oorewdmn 3.PeWn a.m..the cap and bottom chords to W laterally braced a <0 '9y 14 Zo P+ie the responabilyul the erector,Additional permanent booing of r�o.c,aMa[1Go.c,mspetlfuey unless MmEtnmuphoN thee brgm q' DATE: 10/31/2018 Ind ovanll wrvdma le Ma mponelbury el building designee. 'Innsnea MeamingwMas{Jywood Meemin9(Te)enNor ary,2lEaq. sip a 3.2a Impact Mdpina or MOM bong reared where Mown.. F�O'1 4 a SEQ.: K5342713 4.No Ned Moab be applied m any consonant well loads al!pacing and a Inwalleron orwsebthe responsmNy OM*respsMve cenhaaar_ P1 ere fasteners are complete and el re time should any loads{seater Men S.Design mamma a Musses are to be used In a rwncanmve environment, design made be applies m any component. and an carry condldon of use_ TRANS ID: LINK wagnaammeslalbearegalalsrppndsMnw.Shim er wedge I EXPIRES: 12-31-2019 E.CmmpuTrue Wa no mnhol over and assumes no reasonability car the neoescarp fabncal'on.handling,shipment is installation of components. 7.Design women eclogue.drainage re provided. FLTThisdesign is famished subject WIN limneions sal Sonnyby S.Plates the.be located en ca loth n,slimes,end paned so their center November.l,20.a 118 TPYVfTCA In SCSI,espies of which Oil be IumiaNed upon nequeal lines coincide with pint canter Imes. 9.MITek USA,Inefcom uTrus Software 7.6.81L E iSPenamdimnecer lie emehaa P ( } 1G For Weamnnetlerpaa deeign values are FSR-t 311,Fswagee)mHea4 This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LC: 2x4 KDDF CARER LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=)0) 0 BC: 2x4 KDDF 61IBTR SPACED 24.0" O.C. 2-3=(-40) 12 TC LATERAL SUPPORT <= 12"0C. SON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.01+DI.I 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 319V 0/ 30H 5.50" 0.51 EDDY ( 625) 1'- 9.2" -30/ 23V 0/ 0H 5.50" 0.04 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 46V 0/ 0H 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING NET. !PROVIDE FULL BEARING:Jts:2,4,3 BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1BD • MAX LL DEFL = 0.003^ @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003^ @ -1'- D.0" Allowed = 0.133" '1 'r MAX BC PANEL LL DEFL = 0.001^ @ 1'- D.1" Allowed = 0.043" MAX BC PANEL TL DEFT = 0.001^ @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 p MAX HOR1E. LL DEFL - -0.000" @ 1'- 10.9" MAX HOOIS. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads 3 -.1in the plane of the truss only. pm .ti N ro n o o 1 y 0 4 M-3x4 1-00 2-00 -c5:. P R pFFS' ��,� ENGINE /02 �- - 89200PE 9r' JOB NAME : RT AREA 4 ENGLISH 2 - ZH1 A' -" Scale: 0.7197 _ �' WARNINGS! GENERAL NOTES, unypMMwee noted' / 1.BMkerand,r erection wlVapor should be advised of all General Notes I.This design Is based only upon Poe notlem shown and Is bran Individual O �OREGtON b I , Truss: ZH1 and Waml Wont construction commences. bdlding component.Applmtlely of design Parameters and proper ` /` I.NWcompremskn web bracing mum belnmaaea where down., incorporation plcampon/Int is the responsible),dame building designer. , 9 2.0 3 AMXanal temporary bracing to neure stables dump rarmmrdnn 3.2'coDesig and en IO lM top and bottom unlesscho braceda be laterally braced an O Y 14, urns rccpenamny of the ercmr.Ad,Amnel permanem braanp an o.a and m 10'am.rnaB,asey ltloughoul their broth be DATE: 10/31/2018 the overall structure lame responsibility tilt.buildingdeli co"nmmuesheathing such plywood aheamingin)onus drymgl3r). apon ly a designer. 3.2a Imaem bridging sr Pe dndry reauiatl where Macon•• �^ 17 �� SEQ.: K5342714 4.Nebee should beeppwed to maw compon ate aver el bracing and 4.Design albums is Pe responsibiByarthe respective coMrater. I-I fasteners are comp@le and at m One should any loads greaterthan S.Design axwms lruaae ere to be used in a non-corrosive environment, TRANS ID: LINK deagn bads be applied to enseompomm. end ere rotary condition'area. ti.Comp manaend ommldyer.u.swmmmrepehulybrdrc .arenas..ne,wlbeamgmalsuppada,hawn.Shim or weds.a EXPIRES: 12-31-2019 fabrication.handling.Mipment and inemllmnn of components. « .P'sknassume ctedoneothDoebprues a. November 1,2018 O.TPVdesign CAin SCSI, cod¢sofa to ih Slbeekena«1 upon B.Flmscincieeb«tea on both Does of trues.and placed so their center rpinrrcA in ecsl,coae¢orwnkn coalm lwnHnea upon request. lines Dogsindkat With Joint panrantnine. 9.For alsk con see oil plane in design MtTek USA,IncJC9mpuTlVa Software]b.6(1 L)-E 10.Fw bask connector plane deaigr values see ESP-1311,E313-1980(MiTak) This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-4-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"OC 2%4 KOPF 014BTR TOP CHORD LL — 25psf TOP CHORD DL lopsf TOTAL LOAD = 35psf 12 2.83 v M-3x6— M-3x6— M-3x8 ti r I � O � Eo PROPe, o 1-05-12 3-02-19 C\y� �NGIN F9 cS�02 9200PE JOB NAME : RT AREA 4 ENGLISH 2 — ZR Scale: 1.3649 • WARNINGS: GENERAL NOTES. uMamotem'senoted: OREGON 1.Builder and erection contractor should be advised of all General Note. 1.This design is based only upon the parameter.atonal and is for an individual Truss: ZR and Wanting.before construction commences. building component.Applicability al design parameters end proper 2.Did compression web bracing mitabe lnmaaiE where grown.. mwrporstfon or component elne reaporwmnay roll.boiling designer. ^ 1 A4 J.Additional temporary bracing le insure GablYly during construction 2.Design assumes the by and bottom chords to be kleragy braced al �/40 9r 14 0 is the rewonpbiny clIM erector.Addilonal permanent bracing al 2 o.c,and at 10'o.c respectively unlen GecW throughout I outlneir length by ^ ` mmnwus sheanlnr such as plywood eheathngfe.)androrarywalll6CR 4f RRI`_. NV DATE: 11/1/2018 the overall structure is the responsibility of building designer. 3.Zr Impact waging or lateral bracing required where mown.e C SEQ.: K5342715 a No wad should be applied to any component cant alter due bracing and e.Installation or hose'.the responsibility Gana respective contractor. fasteners are complete and et no time should any beds greater then 5.Design assumes trussed are to be used In a nonmrrosiveenvironment, TRANS ID: LINK design aaae be applied to any component, end are for conddiom a use. B.CompuTrus has ho control over aMeswmesnoresyonabili„for de B.Designa. ealdlld.n,.t.awpp supports w.ltnmarw alive EXPIRES: 12-31-2019 Y. tebdnbon,handling,shipment andiirelellatldn al components. T.Dew amraees adequate drainage is provided. November 1,2018 WR BC51, 8.This design b nRose, M a edeubpn to thelmttat.m sal nh by 9.Plates or b Mies, ir oral en beta laces of Mi ,and placed so the center • TPLA In rope.dan MC be furnished upon request. lines carnage won putt center Imes. 9 ForOlgab Micah size or plate In Inches. MiTek USA,Inc./CompuTms Software 6.2.3(1 L} For 2 le a=connecter plate ensign values see ESR91311,E3R-1934 tMITeY) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Centery plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rj♦M Dimensions are in ft-in-sixteenths. 11117‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS rr 2. Truss bracing must be designed by an engineer.For O'016 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I i bracing should be considered. ■_� U 3. Nevereleretlthedesignloadingshownandnever O / stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 css ! designer,erection supervisor,property owner and • plates 0- 'NA'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 ANSIITPI 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 �j� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC inthe ALSC2 approve2d/new NDS SP represents approved/new values 13.Top chords must be sheathed or puffins 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 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■t♦O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. _� Min size shown is for crushing only. M_ 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consuh with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. reimiTIe snot sufficient.BCSI: Buildin Com onent Safe Information, 20.Desi n assumes manufacture in accordance with Guide to Good Practice foryHandling, awn ae ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013 • STANDARD PIGGYBACK TRUSS CONNECTION DETAIL PIGGYBACK (MAY BE USED FOR DRAG TRUSSES UP TO 150p1f) DRAG (150p1f) 9/10/2016 PAGE 1 OF 1 SPANS UP TO 20'-0" MiTek USA Inc. �, 1. � GENERAL NOTES: LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2.MAX MEAN ROOF HEIGHT=30 FEET 3.MAX WIND SPEED NOT TO EXCEED 140mph. 4.MAX TRUSS SPACING NOT TO EXCEED 24"oc. M iTek® 7.6.PITCH MAX NOAP T TO EXCEEDS SPAN 1 /1220'-0"MAX 5.CATEGORY II BUILDING, RE B OR C.ASCE 7-10 8.MAXIMUM LATERAL LOAD TRANSFER BETWEEN PIGGYBACK AND BASE TRUSS=150 PLF 9.DURATION OF LOAD INCREASE=1.60 STUDS TYPICAL AT 48"oc WAX 2 x x 6'-0"SCAB.SIZE TO MATCH TOP CHORD OF PIGGYBACK.MINIMUM GRADE DF#2.ATTACH TO ONE g"x 9"x 1/2"PLYWOOD(or 7/16"OSB) FACE NAILSO TOP CHORD GGE WITHD 2 6"R oc T R UGH XT. GUSSET EACH SIDE AT EACH BASE TRUSS LONG STAGGERED AT oc THROUGHOUT. JOINT OR MAX.24"O.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD I FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-0.131"X 3" �p • IL LONG NAILS TOENAILED. 0 " . ?'Pi!e 1. STRUCTURAL BASE SEE STRUCTURAL TRUSS BELOW FOR PURLIN 1/ TRUSS BELOW REQUIREMENTS-NOT TO EXCEED 24"oc. / < > 2x4(MIN)SPACED PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE STRUCTURAL TRUSS BELOW(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH WITH 2- 0.131"X3"LONG NAILS. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS 2 x x 6'-0"SCAB.SIZE TO MATCH TOP CHORD OF PIGGYBACK. MINIMUM GRADE DF#2.ATTACH TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 0.131"X 3"LONG NAILS STAGGERED AT 6"oc FROM EACH FACE REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 0 7"x 9"x 1/2"PLYWOOD(or 7/16"OSB)� ti GUSSET EACH SIDE AT EACH BASE TRUSS �JOINT OR MAX.24"O.C.ATTACH WITH F-OMILS CH X 3" A NAILS INTO EACH ORD) FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) 2x4(MIN)SPACED PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE STRUCTURAL TRUSS BELOW(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH WITH 2- 0.131"X 3"LONG NAILS. t A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Milsat f Design valid for use only with MEek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek• Safety a ion,quality control,storage,delivery,erection and bracing,consult ANSI/,PI I Quality Criteria,DSB-89 and BCSII Building Component Safetyfety Iniomrollon available horn Truss Plate Institute,583 D'Onofria Drive,Madison,WI 53719.