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Plans (24) ® sl-oZvfC- - 6002/ 2 l f3 5w igkA 7�7?ah MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17574- WESTWOOD- 121ST GARAGE 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: K1303791 thru K1303801 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. _020 p R OPE co ‘AGINEk. � � 29 89782PE r- (1:-.7 9 OREGON o'1) 1,9 AlPy PAUL P '/t*U20_1_6__ July 14,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. I This design prepared from computer input by JP LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4416BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 59 2-10=(-1081) 4426 3-10=( -87) 276 2x6 KDDF #16BTR T2 2- 3=(-4745) 1205 10-11=(-1444) 5070 10- 9=( -37) 664 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-9794) 1293 11- 8=(-1081) 4926 10- 5=(-676) 422 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=1-9540) 1204 5-11=1-676) 422 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=1-9590) 1204 6-11=1 -37) 664 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V 6- 7=(-9799) 1293 11- 7=( -87) 276 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 12'- 0.0" TO 20'- 0.0" V 7- 8=(-4745) 1205 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 20'- 0.0^ V 8- 9=( 0) 54 NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 12'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -445/ 2100V -32/ 32H 5.50" 3.36 KDDF ( 625) OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0" -445/ 2100V 0/ OH 5.50" 3.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.184" @ 12'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.348" @ 12'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.013" @ 21'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 21'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.044" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.071" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7-11-11 4-00-10 7-11-11 in the plane of the truss only. T 1' T T 4-02 3-09-11 2-00-05 2-08-04 3-01-12 4-02 •( '1 4,597.30# 1' +597.30# 'r f 12 12 4.00 t7M-4x12 M-4x12 a 4.00 M-3x4 slif& 5 6 M-1.5x3 M-1.5x3 • 3 7 N 2 ��adggillillib8 u ollo t 1 _ 10 11 9 I M-3x10 M-3x8 M-3x8 M-3x10 0 7-02 y 5-08 y 7-02 y �Q,Ep PROFFS y 1-06 y 20-00 y 1-06 y �r\� N(3INEFR s/O29 Q 89782PE r • • JOB NAME : 17574- WESTWOOD- 121ST GARAGE - AH1 _,,,._Air Scale: 0.3085 ♦=/I / AIM en WARNINGS: GENERAL NOTES, unless°toise noted. -/ V �40 BM=1.BMand erection oon° should auld be ad,aed of all General Nobs 1.This design is bed only upon the parameters.town and is for an individul -9 OREGON 0 Truss: AH 1 of%%mires before construction ccmmenoee. buidng component Appkebiky of design=meters and proper intro nor component e the of the �/ 2.2r1°«tprs..on web bracing meet be inafaaed where aewm.. g °thrope n.fiords to banding ed designer. '9n q 5 P 3.Addeorel temporary bracing to ems stability dung sonabuc°on 2.Design assumes the tap end bottom shade b be 1a11niy brach.t ,T R Y �/ b the resp°till ly of the a ester.AddNonal game ent Morro of S o n.and et 1a trace respectively anise.braced throughout ties length by J DATE: 7/14/2015 to ovens Mucene is the neponeidldy of the building d..p»r. 3.co continuous ad a sheathing such as plywood sheathing(TC)eider drywall(BC). �°A U L ` Impact badging or bbral bracing required when Mown++ SEQ.: K 13 0 3 7 9 2 4.No load Mould be appliedto any component until erten all Mang and e.Installation of bus NM r.aponaibilily of the respective conbacbr. fasteners ale complete end at no time should any beds grs.ter ten 5.Design assumes trusses ars b be used in a nor.corroeivs environment TRANS I D: LINK design loads be.vaa.d to any component end are lar'thy condition'of me. 5.CorrpuTrua Ma no contra over and assumes no reporNblMy far the °.Design assumes ps".nng.t.°eupporb°l00n Bhin0rweeped EXPIRES: 12/31/2016 nscewry. fabrication,handing,.hipnen t and ins....of°omponenb. 7.Deign mimes adequate drains.is provided. July 1 4,201 5 S.This design is furniMW subject to the irritations forth by B.Pleb..tan be looted on both aces of buss,and placed so mak°enter TPIMRCA in SCSI.copes of which will be furnished upon request Inch coincide with joint center Inee. 9.Digits indicate s¢e of plate in inches. MiTek USA,InclCompuTrus S°Myare 1.6.7SP2(1 L)-E 10.For be.connector piste design vales see ESR-1311,ESR-1988(MOM) 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 54 2- 8=(-362) 1613 3- 8=(-449) 283 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1765) 445 8- 6=(-392) 1613 8- 9=( -30) 561 I WEBS: 2x9 KDDF STAND 3- 4=(-1316) 250 8- 5=)-449) 283 LOADING 4- 5=(-1316) 250 • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1765) 445 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 54 TOTAL LOAD = 42.0 PSF • • OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -159/ 1011V -43/ 43H 5.50" 1.62 KDDF ( 625) • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0" -159/ 1011V 0/ OH 5.50" 1.62 KDDF ( 625)1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP• [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.068" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.133" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.013" @ 21'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014^ @ 21'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.025" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.039" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 10-00 load duration factor=1.6, Truss designed for wind loads f T T in the plane of the truss only. 5-04-14 9-07-02 9-07-02 5-09-19 4 4 T 1' 1' 12 12 4.00 G" M-9x6 a 4.00 9.0" S M-1.5x33 0„ M-1.5x3 3 • I. I. 1...41 lkr-hllIllkftkw..-.' wwlewTftIll'''..... IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIkww-*'' u-, ,-I o 1 2 =� 8 6 7 I M-3x9 M-3x8 M-3x9 o , b 1. 1 P 10-00 10-00 ED ROF y 1-06 y 20-00 y 1-06 y �<0 GINEF9`scS'/02 - 89782PE 9r • JOB NAME : 17574- WESTWOOD- 121ST GARAGE - Al / i Scale: 0.3085 V _ WARNINGS: GENERAL NOTES, unknsoeene.noted V 4, Truss: A l 1.Builder end erection wnb.Aor*void be advised of..General Notes1.��design*based only won the penmern shown and Is,en individual -9 OREGON � end Warnings cobra corebumbon commences.Al component Applicability of design parameters and proper 4 (O 2.214 co,rcne.on web bracing mud be ira011led Won shown.. incorpor.eon of component is the responsibility of ee bolding designer. V 3.AddRoo.l temporary bracing b Imus*Willy during construction 2.Deign Here.the top and bottom aeras to b.labially braced et • AlR y 15 a is the responsibility of the erector.Addition.'pemen.nt bracing of Don end et 1G a.c.respectively unless baud throughout their length by J DATE: 7/14/2015 t e overall etn,rere is the continuous.h.seng�h U plywood.bnee4 g(tC).n0a drywall/BC). �°A U L �` nsepommeibiity of Be balding dseiper. 3.2.Impact bridging er bbral bracing required when shown.• SEQ.: K 13 0 3 7 9 3 4.No load should be.'plied to Hoy component un,dter all bracing and 4.Inti'tlon of Sues is Be raepomlblity of the respective conncbr. fasten....complete and at no time should any beds greeter sun 5.Design HURT.bures we to be wed in•mnoenowne environment, TRANS ID: LINK designp bads be applied to any component end.r for idly ry w,»condition'of or. cs,CanpB.De. ..efull Waring„.l b .uppo' .hown.ShmH erwedg. EXPIRES: 12/31/2016 5. uTrue Me m contra assumes end the fabrication,handling,shipment and installation of components. mawry '.O...ehel mums adequate dr nageisprue.,e. July 14,2015 ' 8.This design is fumishsd sib*.b the imibtion.rt forth by 8.Plates shall be bated on both/aces dimes,end placed so their center TPINdTCA in BCSI,copies of which will be furnished upon request. I.,.coincide wXn joint anter lines. MiTek USA,InciCo Trus Software 7.6.7-SP2 1 L e "'cob consiznector of pith n inches. ' fnW ( )£ 10.For basic raectsrpbb design values re ESR-1311,ESR-1988(maw) I J This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.Q0 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 54 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -97/ 551V 0/ 99H 5.50" 0.88 KDDF ( 625) 7'- 9.2" 0/ 99V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spaci q. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.208" @ 4'- 5.8" Allowed = 0.494" MAX TC PANEL TL DEFL = -0.331" @ 4'- 5.8" Allowed = 0.742" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" • 7-11-11 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 1 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 p Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. C) ti N I - - i O 1 2 = 4 o/\_/ -/ O M-3x4 l l 1 1-06 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 D P R O E CSN:- GI NEF'9ss/02 �� 89782PE 9r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - J4 `�/ Scale: 0.5857 / WARNINGS: GENERAL NOTES, Ws.s oewnnn noted: Co, �40 t.Builder and erection contactor Mould be addend of al General Note. f.This design a Glad only upon the peram.ters shod,and a for an individual '" OREGON Zo P� Truss: J4 and Waeti amings before canu on commences. budding c,nn.M.Applicability of design parameters and proper 2.2r4 compression web Peeing mut be installed 5Mre shown.. incorporation of component is rie responsibility aria Dung designer. A `, y 3.Addition!temporary Pacing to insure debility during construction 2 WYpn*num.the top and Glom chord.to be hinny braced at �1 �/ NI is the responsibility of the erector.Addition!pamsneM bracing d 7 a.c.and d ID own,respectively unless tensed throughout risk length by continuous sheathing such as plywood d..ddng(TC)and/or drywall(BC). PAUL r'1"`\DATE: 7/14/2015 the own!structure dna respond/Airy of the building dasig ren 3.2r Impaot bridging or leter.l bracing rewired venni shown•••. SEQ. : K1303794 4.No badshould G edited to any component unr attar all Peeing and 4.Imtall.bon of hes is thesapordblily of the respecbnanbacbr. fasteners are complete and at no time should any bads greater than 5.Design neuron busses are to be used in a non-corrosive environment TRANS ID: LINK design lads G applied to any component end ore for dy condition"of an 5 CornptRNs hae no control owr and.spumes no r.sponeib/y ford,. S.Design assumes hit hearing at.supports shown.Shim or wedge d EXPIRES: 1 2/31/201 6 coney. C a..dee.n,handling,ehhip est and installation of components. 7.Design.aaumes Wequte dsiage is provided. J U y 1 4,201 5 B.This design is furnished subject b the Imitations ort fort by B.Plate.Nell G loafed on both cross of tons,and placed so their center TPI/WICA in BCSI,copies of whin will G fumishod upon squat lines coinide with joint anter lines. MiTek USA,Inc/Com Trus Software 7.6.7-SP2 1 L-E 9_Digits includecon We of pate b inch... W ( ) 70.For ten connector pate assign wines ora ESR-1311,ESR-1988(MTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cly=1.00 TC: 2x9 KDDF 181SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-5=(0) 0 BC: 2x9 KDDF B1SBTR SPACED 29.0" O.C. 2-3=(-93) 90 3-4=(-71) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -79/ 515V 0/ 119H 5.50" 0.82 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 89V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -193/ 497V 0/ OH 1.50" 0.64 KDDF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -101/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.138" @ 3'- 10.8" Allowed = 0.496" MAX TC PANEL TL DEFL = -0.181" @ 3'- 10.9" Allowed = 0.744" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 4.00 4 -, Truss designed for wind loads in the plane of the truss only. 3 '0 ttel 0 O r 0 rill ,n M 1 /- 1 21.0:40 5�. 0 M-3x4 J' l 1 y 1-06 8-00 1-10-15 `QGD PR OFFS 'PROVIDE FULL BEARING;Jts:2,5,3,4 '```` s �,�\c, �NGIN49 /029, 89782PE JOB NAME : 17574- WESTWOOD- 121ST GARAGE - J5 ,,a,-/ Scale: 0.9884 - ire WARNINGS: GENERAL NOTES, unless otherwise noted: ' Co, / 40 J5 t Builder and erection canbador Mould be*Mead of el General Nobs 1.The design's bpd only upon the parameters shown and is for an individual OREGON � Truss:• and Warnings been constriction cannrrras. barking component Applicability of design perimeters and proper �I/ (11:11 ly0 ‘7C.2.2x1 compression web bracing must be inetellsd where hewn+. incarpon8on or component is the responsibility of to bui.ng designer. C/ V t, 3.Additional temporary bracing to insure stabilitybti stability during nabuon 2.Design assumes the top end bottom cords to be laterally braced.t 9 AIR y A 5 e the nePonsibraY of the erecter.Additional permanent bracing of Ton and at 1d 0.0.respectively epees braced throughout Mete erhgN byofr DATE: 7/14/2015 the overall structure is the r.eponeiw of the building continuo...thing gang etch t plywood sheathing(TC)arwor dyw.n(BC). ' 4 U L �� ply rep desipw. 3.2x Impact bridging or Wend binning required wirer.shown++ A SEQ. : Ki3 0 3 7 9 5 4.No Had Mould he applied 10 any component until afar all bracing and 4,Instillation of buss is the reeponsiblty of the respectve conbecbr. astecen an compbb and at no time Mould any bads green.then 5 Design assumes bur.are to be used in a noncollusive environment TRANS I D: LINK design keds be applied to any component and are for'dry eonditlon•of r. 5.CompuTn.hes no control over and assumes no raaponaibiaty for are 8.Design assumes kA hearing at all supports Mom.Shim or weep.d EXPIRES: 12/31/2016 faon.handling.shipment and inetef.bon of components. rssy. brba. 7.Design seam.swaote laspnwded. e. July 14,2015 This design is furnished a omanis ed subject the O.»set forth by 8.Plates shell be Imbed on both faces of trues,and placed so thein anter TPINdTCA in SCSI.topes of Mid,will be fumiehed upon request lines coincide with joint center lines. Forts soeof plate n inches.MiTek USA,InciComPuTrus Software 7.6.7SP2 1L-E 7I.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) a • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00_ TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-69) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 999V 0/ 79H 5.50" 0.79 KDDF ( 625) 5'- 10.9" -109/ 172V 0/ OH 1.50" 0.27 KDDF ) 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 81V 0/ OH 5.50" 0.13 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc -pati g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.065" @ 3'- 2.2" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.147" @ 9'- 1.4" Allowed = 0.949" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 5-11-11 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" T T Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 G," Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 r' 40 , 40 O CV I rn l511 O /- y 0 1 2 ��4 M-3x9 1-06 [PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 S���NG P 4- s'o :9782PE r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - J3 Scale: 0.5857iir inWARNINGS: GENERAL NOTES, unless otherwise noted: 6/ REGON 1.Builder and erection contactor should be advised of all General Nobs 1.This design is based only upon A.p.nmelea shown and is M an individual Truss: J3 and Warnings fibre construction commences. bolding component.Applinblity of design p.amelea and proper Vi. AD 2.2c4 conpewon web bracing must be irwllad whore sheen 4. Incorporation of component is the rsepondbility of the bolding designer. 4' V w 3.Additional temporary Miming to incee stability during camb.>cNa, 2.Design ermines the top and bottom chords to be laterally braced at '9 q RY 1$ is the responsibility of the erector.Additional permanent liming of 7 ora.and at td ob.respectively unless braced throughout their length by DATE: 7/14/2015 e,.overall structln is lie responsibility olds continuous sheeting s,dh as plywood sh.athirg(.C)and/or dry»eg(BC). PA 1 1 L �` aiming a 2t Impact bridging or relent bracing round abs..shown.+ �./ SEQ.: El3 0 3 7 9 6 4 No bad r ould be applied to any component unlet after all baring and 4.Installation of trues is A.responsibility of the respective contactor. fasteners as complete and et no time should any bads greet"ten 5.Design.assumes Mew an A ho used in.non-corrosive.nwronmem, TRANS ID: LINK design loadsbeapplied to any component and ere for'dry wdition•ofuse. e 5.CompuTr s hes no control over and assumes no responsibility ler lthe .D..ign Ml bearing supports shown.Shan or wedge N EXPIRES: 12/31/2016 fabrinlion,funding.shipment and in.bl anon of compon.sto Denim rye provided 8.This depnbhmshedeubjsetto the lmiAtione..tforftby 8. wnb Ns.Adaasbothhte oe.Natbus..rdplacedeotheircenter July 14,2015 TPIM'TCA in SCSI,copies of sftli will be furnished upon request lines coincide with joint anter has. 9.Digits indicate size of plate n inches. MITek USA,Inc/CompuTrus Software 7.8.7SP2(1 L)-E 10.For tonic connector plate design values see ESR-1311,ESR-1918(MiTek) J r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #laBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 54 2-4=10) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=1-40) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 399V 0/ 38H 5.50" 0.64 KDDF ( 625) 1'- 10.9" -115/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQN D. 2: Design checked for net(-5 osf) uplift at 24 "oC Scott g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.109" MAX BC PANEL LL DEFL = 0.019" @ 3'- 6.6" Allowed = 0.336" 1-11-11 MAX BC PANEL TL DEFL = -0.074" @ 4'- 8.2" Allowed = 0.449" T 'f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 4.00 C . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 m Ati N I Ell o In O 2�� ..c4 M-3x4 J' l l 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 Op- .c(<- P R OFFS c.,, �NGI NEF9 `FiO44, 2 Q 89782PE -9r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - J1 .40, ./ Scale: 0.6982 "�/ - r WARNINGS: GENERAL NOTES, uWeotherwise,wad: V / �4) Truss: J 1 1.Builder and erection contract.should be advised of el General Not.. 1.The design is boreal only upon the pommet.n.ewn and is for an individual 9 OREGON and W.mnge before construction commences. burarq component Applicability of design peremean and proper /// (ttO 2.2a4 compression web bracing must be healed when shown+, incorporation of component is the responsibility of the building designer. (/ A 3.Addiborel temporary bracing to ins.e edibility during conetuCbn 2.Design...nes the top end bosom chords a a latently braced n '9 q R Y 15 !G e the responsibility of the erector.Additional pemcaad bracing. mo c.and at 10 curt.respectiv.y user tomcod thraghod their englh by DATE: 7/14/2015 to wend ebuArs is Be Napo..Dd ofthe bili renuoa sheathing such es plywood shed wp(TC)area«d'ywan(BC). PA A �� 'tYbi"9 dsaper. 3.W Imbed bedding or at.nl bracing required when.ewn++ r'1 SEQ.: K 13 0 3 7 9 7 4.No bad should be applied to any component uct after ell bracing and 4.Installation of lies a the wsponeibilty of the respective contncbr. astenen an compete and at no time should any bads greater than 5.D..iph swans.truces.re to be used in a noncern.ve environment, bads be applied to any component and we for'dry condition*of use. TRANS ID: LINK design Desgn...umeeh,tibearing etall supp«a.ewn.Shim or�eed EXPIRES: 12/31/2016 5.CormuTrus has ne ca Nd over ads arum..n.naspon.Nfry M 1M abdiaOon,handing,shipment and insatabon of components. 7.Design°nines adequate drainage is provided. 6. July ly 14,201 5 This design is Nmished subject to Bethe limitations t forth by S.Plates shell be boded on both aces of buss,and placed.o bait center TPIM?CA in SCSI,copes of witch will be furnished upon request Ines coincide with pint anter lines. 9.Digits indica*site of plab in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic annedor pate design values be ESR-1311,ESR-1986(MIT.) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 • BC: 2x4 KDDF 111SBTR SPACED 24.0" O.C. 2-3=(-99) 44 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -77/ 937V 0/ 58H 5.50" 0.70 KDDF ( 625) 3'- 10.9" -133/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CONS. 2: Design checked for net(-5 psf) uplift at 29 "cc ,pati g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.022" @ 3'- 6.6" Allowed = 0.336" 3-11-11 MAX TC PANEL TL DEFL = -0.023" @ 2'- 2.2" Allowed = 0.320" MAX BC PANEL TL DEFL = -0.108" @ 4'- 4.8" Allowed = 0.449" T I MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designednvfor wind loads 3 in the plane the truss only. IrA m 7- o I in In - - O 1 2 4 M-3x4 1 1 1 1-06 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 R Op SSS- .aGI EFq `rho 89782PE r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - J2 .,ipr-/ Scale: 0.6732 we WARNINGS: GENERAL NOTES, unless cassis*cassis*noted' / / TrussJ2 1.Build.,and.w�.nconta .bowldbeadvised ofalGeneral Nobs 1.This d.gsAb.»donlyupon,hepmwse.n.1,�nandisforenindvidi y OREGON ', • and Warnings before cenebucSun commences. balding component Applicabley of assign parameters and proper 15. 2.2r4 compression web brag mast be irotelled where shown.. i r.bcomponent of por.nt is the responsibility of S.boding designer. •Q '1',4160)( P 3.Additional bnponry bhang to insure Wbilly during construction2.Ds°ign assumed 8e top and bottom chords to be(.focallyn brad st • $J 0 P is the responsibility of the ender.Wishbone!permanent Mang of 7 0.0 and at 1d oats respectively unless braced throughout their length by J DATE: 7/14/2015 se owns e,mm:e le ti.responaimity of the Melding designer. 3.continuous I rp. bridging lateral bse racing required )ow�n�.+ °nom) PA U L �` SEQ. : Ki3 0 3 7 9 8 4.No load should be applied to any conp.ron until attar a9 bhang and 4.Installation of Owe is the responsibility of the r..p.obw contractor. %sterors ere co,pleb end at no ern..hoed any lads greater than 5.Onion awmes truer.are b be used in a non<orrerw smkonment TRANS I D: LINK de.gn leads be applied to any component and are for•dry nowieon•of uta. 5.Conrpumie ha.no eoeRsI ever and awn.,,..no,..pon.ibiity It,the a[emir mums full beefing etell supports shown.Shim orwedge d 0°°°ary EXPIRES: 12/31/2016 labrloation,hanging,shipment and installation of components. ' PAlgra""""'.d.qu.tedreiNo.lelbmw,d. July 14,2015 8.This dere,is furnished subject to the limitations wt forth by 9.Plebs shell be located on both boss of trues,and placed es their c.nbr TPINJICA in SCSI,copies of which will be furnished upon request lines coincide with joirrt center lines. a Digits inenb sin of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E II.For beak connector pleb design whoa we ESR-1311,ESR-1989(MiTek) • This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF g19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(-74) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 431V 0/ 79H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -95/ 149V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 199V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.057" 12 4.00 )" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6 Truss designed for wind loads n the plane of the truss only. M i 1 N ol 00 1 2 4�� M-3x4 1 1 l J' 1-06 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 D PROF E 74NE4\ 89782PE 9r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - SJ3 ._-_ -"'1111P- Scale: 0.6961 ''ww illi WARNINGS: GENERAL NOTES, mess otherwise noted' V _J 1.Bunds and.rection contractor should be advised of M General Note. 1.This design is based only upon M parameters shown and is form indviduel "VOREGON�O� Truss: S J 3 end Aramaic*before eorsbuction commences. budding component.Applicability of design perameaO end proper .v 2.2,4 mnpr.wen web homing must be Metalled where shown.. incorporation of component s the responsibility of tie buddng deign*, t1 `, G Q 3.Additional temporary bating to insure*ability during construction 2.Depn.nunws the fop and bottom had.to be laterally braced et 'l Y :7 J� *the r.epmalbdHy oTee erector.AadNorsl permanent bracing of S'gate and n 1d gate rs.pectivsly mans Doted throughout their length by /► mrtinuous s Set ing such as plywood s eafling(TC)and/or drywan(BC). p4 U L �` DATE: 7/14/2015 tie overall.trustee is tie raaporebdty of the brtlding aper. a 2i Impact briddrg a rare!booing required where slow"., SEQ. : K 13 0 3 7 9 9 4.No bed should be applied to any component until after all bracing and 4.Inotellafion of Imes*the nspomibnty of the respectve=erector. fasteners are complete and at no tine should any Had.greater than 5.Design noun,..trua...m b b•usad in a noncorrosive environment, TRANS I D: LINK bads be applied b any component and m for"dry condition'of use. Co,np controlresponsibilitye.Deign noun".full at.wuppaa.bown.Shim or wedge if 5.CumpuTrus h.a no control over end ammo.no responsibility for Be ea...ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. '.Plates. .me.adeddab ow a hies,a. July 14,2015 B.This aoipn a furnished subject m the do*atiore rt forth by e.Plates shall be located on both aces of hies,and gaud oro eeir mint* TPIM/TCA in SCSI,mph.s of which will be furnished upon request. Ino coincde with joint anter Ines. MiTek USA,InciCom Tran Software 7.6.7SP2 1 L-E a Digitsb anion size m pate n inches. IA1 ( 1.For basic *fin gab design values W ESR-1311,ESR-1988(MRak) t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0 0 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-4=(0) 0 • BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-53) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+D1.1 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -120/ 440V 0/ 58H 5.50" 0.70 KDDF ( 625) 1'- 9.2" -51/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �CQN D. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. 4 00 D VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.8" Allowed = 0.213" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.3" Allowed = 0.320" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX BORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWBRS(Dir), load duration factor=1.6, lr Truss designed for wind loads n the plane of the truss only. ,11 r1 f - - f -/ 4>C1 M-3x4 l l l l 1-06 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' 0NG EFFs`/ 17 :9782PE t-- JOB JOB NAME : 17574- WESTWOOD- 121ST GARAGE - SJ2 Scale: 0.8781 WARNINGS: GENERAL NOTES, unlessothemise noted: Truss: SJ2 1.Builder and*faction contractor NwrN a adWMd of el General Nobs 1.This design*based only upon the mama**shown and is for.n individual -14/4/9 R EG ON 1, and Warning.before construction commerce* budding component.Appliwbliy of design parameters and proper (6, �Nr 2.2x1 cow s...Won web bracing must be installed when shown,. incorporation of component ie the responsibility of the buddkg Weidner. 2 3.Additional temporary bracing to inure stability drip construction 2 Design assumes the top and bottom dards b a laterally braced at �n q q y 5 n B.rs.ponsiblity of me erector.Addeon.l pennant Padre w z o.c and n 10 ossa respectively arts braced throughout their length by I T4s J DATE: 7/14/2015 to overall structure n the responwbdity code building ooranuou.Neethirg wch.s plywood sheathing(7C)andfor dryw.x(BC). 1 pA U L �� SEQ. : K1303800 4.No lad should bee dtoW ��ew.r 4.2xImpact llbonodping or alA.r eponsi nquthewhpraY'urns♦ r1 Pd» any '"ward amp after an bracing and 4.Installation m truss*A..porhrbliry of the respective mnawtr. *wieners are complete end.t no time should any bade greater Ben 5.Design awn.bussess ars to be used in a noneamo.ve environment. and era foray condition'of use. TRANS ID: LINK Co.oTad. .onoeapplied bany conpoant 6.De.pmume.full b..dnget.dwppwb.hown.Shim.rwedgeE EXPIRES: 12/31/2016 5.CompuTne hes a control over and mums,a n.pot.itaity for the **Cation,handling,shipment and installation of components. 7. ywu 8.T8.. A.6 deign n furnished subject to Bniln boa set forth by 8.PPlaM shall be loon bbothdhbo..of ane*and pieced so thea center July 14,2015 TPIMTCA in SCSI,copies of which will be furnished upon request. lines ocindde with joint anter Ines. 9.Digits indicate a of plate n inches.MiTek USA,Inc/CompuTrus Software 7.8.7SP2(1 LYE 10.For basic dor pleb design values sae ESR-1311,ESR-1988(Moak) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 11 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -122/ 429V 0/ 38H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -67/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.057" 1-11-11 1' T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" ' 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=19.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -f . CO ri I i El O n p hull 2 11110-=.1114� 1 -, M-3x4 • 1 l 1 I 1-06 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 / 43l 29 89782PE r JOB NAME : 17574- WESTWOOD- 121ST GARAGE - SJ1 _411,../ Scale: 0.7242 WARNINGS: GENERAL NOTES, unless otherwise noted: •/ V 40 1.Builder and enolion contractor Mould be advised of al General Nobs 1.This design is based only upon A.paran»bm shown and is for an individual OREGON 0� Truss: S J 1 and vwnnnge before con.bucdon commences. building component Aeo io.bity of design parameters and proper /� 2.Deo c«rores.en web bowing must he instilled when Maw*. incorporation M component is the napmeibiliy d s.bulking designer. 1 R Y 1 ��� 3.Additiorel temporary bracing b insure stability during oonebuction 2.Design assumes We by and bottom dards b he labnly bawd et e the responsibility of the erecter.Additional p.mrnsn bracing o/ 7 Osie.and at 117 osis.respectively anter braced throughouttheelengthby ir. nst DATE: 7/14/2015 WM a.oven)eruae is responsibilityof me building designer. 3.continuous eh..°: as*wood such wood ebs.a.g(TC)and/or drywall(BC(. PA UL t`\ Impact bridging or rend being required where elawn•• SEQ. : K1303801 4.No bed should be applied b any component unci after all bracing and 4.Indention of buss is the responsibility of the re•psotlw conbecbr. fasteners are compete and at no An.Mould any beds greater than 5.Deer aeeumm times are b be used in a nen-ca,reshe environment and TRANS ID: LINK desgnbedsbeappledtoanyconponent are for aywedNon dare • 5.ConpuTsa hes no wnthd own and aauvnsa no responsibility for IM S.Design•�"^-•"t"bearing at all supporta shown.She,or wedge a• EXPIRES: 12/31/2016 fabrication,handing,shipment and insAlabon of components. r.uasery 9. TAN deter a funneled subject b M fmibtl '.Design*mums eclogons set fodh by a Plates dell located on drainage a provided. l be loted on both faces of hues.and placed so their center July 14,2015 TPIMRCA in SCSI,wpbs of which will be furnished upon request lea.weeds OW,joint canter lines. 9.MiTek USA,Inc/Com Trus Software 7.8.7-SP2 1 L-E I Fo,tts ete eine M piste a inches. Pu � � 10.For hart carr.cbr pee design values see ESR-1311,ESR-1988(MiTek) J I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION a " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /q { (Drawings not to scale) Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. i �� 2. Truss bracing must be designed by an engineer.For 0 /16 wide truss spacing,individual lateral braces themselves Milliff may require bracing,or alternative Tor I p bracing should be considered.rx O 3. Never exceed the design loading shown andnever �-, U rP4 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �� C6-7 • Or designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 io.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 �� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING %es-. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Mu le 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. •- BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, NI iTe ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013