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Plans (46) 40'-0" v -., _ 1 .J U; I Y i _ 4:12 c� �O cmc cN� 00 W W W W Q e Q R �a+ Lf) :12 U 26 5112' 8:12 e:12 2) A3( ) 8:12 8:12 27) 1, 1 Ali Lo " 4 AZ 3) ) v 4 411 oil 12'-0" 12'-0' 12'-0' 6'-0' 22'-0' 40'-0' ©Copyright CompuTms Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/17/15 TRU CE Air PROJECT TITLE: REVISION-i: ORAENGINEERED NG J-1859 STONE BRIDGE RAWINGS FOR ALL FURTHER Pacifi umber INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY.' JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 306 / J-1859 CHECKED BY. DESIGNER/ENGINEER OF RECORD TO T R U S S COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. R MiTek" MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1859 STONE BRIDGE 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: K1606899 thruK1606911 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ID P R OFFss ANG I N 89200PE OREGON�� �Y 14 2� Mf'R R 1 December 18,2015 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by - jP . ,BER SPEC!FI CA'::CNS TRUSS SPAN 12'- 0.0" COND. 2: Design chckefor net -5 psfl up_ift at 24 "or spacing. ... 5 K:;:F i LOAD DURATION INCREASE = 1.15 .;CF '"Ati^'"., SPACED 24.0" O.C. Design conforms co m ndforre-reaisting 2:.4 li' _ a w �... 4 I:UI,F b:SBTP system and components and cladding criteria. LCAT I NG T: LAI'PAL 11PP SPT <- 1'_"lC. UCN. LL( 25.01+DL( 7.01 CN TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, LAT ',AL SL IRT <= 12"CC. NJN. UL ON ruTTOM CHORD = '_0.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MW PS(Dir), TOTAL LOAD = 42.ti FSF load duration fact tot=1.6, Truss o signed for wind loads lr.l,.t:anca.� li.�� ]canes c beer. LL = 25 PSF Ground snow IPq; tin the plane of the truss only. r_nnside:ed for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper topchords require same material structural top chord. _cnnecc with M BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 35"oc laon). AND BOTTOM CHORD LIVE LOADS .ACT NON-CONCURRENTLY. Gable end truss o continuous bearing wall UON. M-1x2 o equal typical at stud verticals. Refer to ^_ompuT nus gable. end detail for t omp le to specifications. 6-00 6-00 M-4x8+ M-3x6+ M-3x6+ m 1 3 --_ QED P R OFF GIN ,__8920 PE 9r' JOB NAME : J-1859 STONE BRIDGE — Al 1 : 0.4939 Az WARNINGS GENERAL NOTEB l. oM.—se led �� ,�ORE GON♦ice. I.Bu bet and erecta I t sh ld b tl- tl of all General Notes 1.This design b d ly poi thep lets chow,and e,fora nd Idual `N�� Truss: Al "'W""' a ndWrnis beto a co sl uctk co mentos binding component Applicability of deign parameters and proper 2.2.1 compression web bracing must be inslaistl wirers Shawn• incorporation of companenl ie the reWonstbday of the building designs,. a� 3.Atltlmonal temporary bracing to insure stability during construclnn 2.Design auumea the top end bottom chords to be laterally braced at M['•• 1�'�� i,me responsib4M of the erector.Atldaional petmaneN bracing of 2'o.c.and al 10'o.c.respectiyeN areas bread throughout their length by ....... ._% _ the_1,11 structure is the tea bii f the building desi N Ii,prous sheathing such sa ac ng re uired in a a—andl1.1 drywalNBC). ponsi M o p 9^ar. 3.2w Impecl bndgmg or lateral bracing requited where shown�• SEQ. K 16 0 68 9 9 4.No load should be applied to any component until&gen all bacmg and a.Iralegalle66umhaaa is the reaPonublity of the r,up.d a contract,,. fa,tena,s are ,,plate and at ho tome should an load, S.D e,horse,are 1e be used in a Ion�orrosN enyiranment EXPIRES: 12/31/2015 caret than earn a TRANS ID' LINK desy,load,beappliedtoany componmd. y g and nefor'dyconddion'muse. 5.compuTnus has no control aver and aswmes no respoosibnity for the 6.Design aso e,fug baa^ng at all auwAs show,.Shim or wedged December 18,2015 hbie:atibm handing,sNpmenl and rolaFalk,of components, scary um 6.This desi IurnMeO subject to the Imilelkns set bdh b 7.Design assume,edequele drienti la prod. gn¢ N y 8.Plates shay be located on both laces oft—,and placed w thein center TPIM/fCA in 8CSL copies of ich.11 be fun,ii upon toquesI. lines wincide with joint center linea. 9.Digits rorite siue of plots In Inches. MiTek USA,InC./CompuTFUs 6oftware 7.6.75P2(1LI-E IO.For bask connecfor plate deapn values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by SP -IR IEER FPE-F:CAT:uNS TRUSS SPAN 12- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' 2�4 KDDF PI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 522- 8=(-21) 315 2- 3=(-632) 128 BC: 3,:I KDDF NI&BTP SPACED 24.0" O.C. 2- 3=( -26) 162 8- 6=(-21) 315 8- 4=( 01 2'11 4F,B _:_a I(DIF STAND 3- 4=(-458) 123 5- 6=(-632) 128 LOADING 4- 5=(-458) 123 I.A'EF.I:. E'12PGP:' �_ _ . UCN. LL( 25.0)+DL( 7.0) ON TCP CHORD = 32.0 PSF 5- 1 -26) 162 :IC LATE N:.L SUPPORT NON. DL ON BOTTOM CHORD = 1D.0 ISE 6- 7=( O) 52 TOTAL LOAD = 42.0 ISE LETIN.4: 2-00-C,b 2-00-00 LL = 25 ISE Ground Snow !Pq; 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" -93/ 599V -101/ 101H 5.50" 0.96 XDDF ( 6251 REQUIREMENTS OF IBC 21112 AND IRC 2012 NOT BEING MET. 12'- 11,0" -93/ 599V D/ ON 5.50" 0.96 KDDF ( 625) BOTTOM CHCF.D CHECKED F.-iR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LI':E LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 6-00 6-00 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" ----- ---.- -.-. -. _ _ MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.081" @ 10- 5.1" Allowed = 0.554" 1-06-1s 4-03-03 4-03-03 1-06-13 MAX TL DEFL = 0.084" @ 10'- 5.1" Allowed = 0.739" -- - - - -- -"- ----- -- MAX LL DEFL = -0.001" @ 12- 10.0" Allowed = 0.083" 12 12 MAX TL CREEP DEFL = -0.001" @ 12- 10.0" Allowed = 0.111" M-4x9 _.- 8.00 MAX HORI2. LL DEFL = O.OD3" @ 11'- 6.5" 4,0^ MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" 4 _ I Design conforms to m ! indforce-resisting system and componentsand cladding criteria. 1.1" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights!, Enclosed, Cat.2, Exp.B, MWFRS(DiI), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 M-3x6 M-1.5x3 M-3x6 6-00 6-00 -10D PRO 12-00 0-10 ���EF�sS �AGiNE�R f�2 `r 8920OPE 9r JOB NAME : J-1859 STONE BRIDGE - A2 Scale: 0.4064 WARNINGS. GENERAL NOTES kotherwise,noted Truss: AZ I.Buwen..er<dnon­,­W,M lobe advised.(allGe IN 1 1 Thi e g sb d my pon tnep t Mo and IbM klual -y/ OREGON 1� 1r✓ and Warn Ns before rW cl b'w-rg , I Applicability f design p m 1 d proper 2.2a4 compression web bracing 1 b Installed wh sh - P 1 f po nt k IMresponsibility of the b b 9 ed at er. 3.Aad.oval temporary bracing to insure stability during...snuclion 2 as pn assumes the lap and bgdom chores to be laterally bracetl at r (. k me r<aponubilay of the erector.Atltlilbnal permanent bradng of 2 e.c.antl al 10'o.c.respecliveN unless bread througnb.their length by ,y,�.. 1 /:7/�:'): Inc ov.ra/ctrucNre is the reaPon.wifty of the buitlwg designer. continuous sheathing soon as pNwood sheatni,(TC)and/or drywall(BC). �j 1 r, r• 3.2<Impact breging or lit.rel bndrp required whe re Mown.. �f'1 R,`✓ 4.No load snouw be applied to any component until eller 11 bracing and 4.Installation of cuss is the res t, f the res t SEQ. . K1606900 re-ner<arecomplete and at no ams Mond any wads greater men s.Designs e.trusses arembeuaadmanon<o«oIN«la o mem. TRANS I D: LINK design load.be applied w any component, ane are forudry coned,,"of use. 6.CompuTms has no control over and assumes no responsibildy for the 6.D-9,,ae ..full bea,ing at as wppods sewn.Shim or wedge If EXPIRES: 12!31/2015 rabrkalwn.handling necessarysum rg..lupment and inctaWtwn of componenh. 7.Design assume.adequate drainage k provided. December 18,2015 6.Tn,s tleupn k Nnnkhetl wbpd to the Imibtwna set bdh by 8.Plates shall be located on both faces of trio.and placed so the.center TPW CA in SCSI.copes a i whish vel be furnkhee upon req-1, lines coincide with pmt center lines. 9.Digits inekel.ode.f piste In Inches. M iTek USA,Inc./CompuTlu6 Software 7.6.75 P2('IL)-E 10.For basic connector plate design value....ESR-1311,ESR-1988(MITek) This design prepared from computer input by SP LU!4B ER SPECIFICATIONS 12-00-OJ GIRDER SUPPORTING 40-00-00 IBC 2012 11A11 MEMBER FORCES 4WR/DDF/Cq=1.00 : 2�4 KDDF i11FBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4B84) 1070 1-4=(-790) 3814 9-2=(-1152) Sg00 3C: _r8 KIDS Illh B.TR 2-3=(-4 10 0 4-3=(- 901 381 "El __'a KIDS STI'DING LL = 25 PSF G and S iPg1 :,P.':'EP;.:. ,.''r PC N'� = :JON. TC UNIF LL( 50.J)IDL. 14.0)= Fq,O PLF w - O.J" TO 12'- O.J" V EEARI NG MAX VERT MAX HO R2 6RG REQUIPED BRG AREA J' i2"O:'. [JON. BC UNIF LL( 475.0)+DL( 343.0)= 518.0 PLF J'- O.J" TO 12'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0.C1" -1181/ 1292V -85/ BSH 5.50" 8.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL 12'- 0.0" -1187/ 5292V 0/ OH 5.50" 8.47 KDDF 16251 �iLed. REQUIREMENTS CF IBC 2,,1'_ AND IRC 201- NOT BEING MET. s5u� re qr ...�:. _ r u_.n 3":..131 GIA G,,.. BOTTOM CHORD CHECKED FOR li PIF LIVE LCAD. TOP 's) �h[ounhouc 2r:I lop chozds, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked fo_r net(-5 psf) uplift at 24 "oc spacing. _ ow _ F" n. ow lsl fhrouahout 2x6 bottom chords, rhrouaIt-t 2..4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLC R EEP DEF;. _ -0.075" @ 6'- ?.0" Allowed = 0.739" MAX TC PANEL LL DEFL -0.067" @ 3'- 2.8" Allowed = 0.431" MAX HORIZ. LL DEFL = 0.008" @ 11'- 6.5" MAX HCRIZ. TL REEL = 0.013" @ 11'- 6.5" 6-00 6-00 Design conforms to m r indf orce-resisting 12 12 system and componentsa nd c1 adding criteria. M-9x6 B.00 8.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 1-10, 2 4.0" (A11 Heights), Enclosed, Cat.2, Exp.B, MW FRS(Di r), I.. d duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3.11" M-10x10 1, �p1-10x10 " 1 'o � I M-4 x12 6-00 6-00PROC' �T(T 12-00 NG IN rp' U�a � 8920OPE 9<' JOB NAME : J-1859 STONE BRIDGE - A3 Scale: 0.4322 WARNINGS GENERAL NOTES k m not,d Truss: A3 ,.Bald M p t t slw ldbe d tl IaIl Ge neral Note. 1 Th d g b e pot llwp t .h nd 1 n newkp.I OREGON [vim andW g b 1 t cibn w b ld ng Do 1 Appy in ity I decig p m t d props, 2.2v'co p,esr:on web brae W must he talld where shown. p f I p nems the ap 'b'ky f theb m'g d s gner. emporary bracing Io ihoure tabi slity during construction 2.Desgn ass mss the top and bosom choods to be let eraty braced at 3.Additonal tI is,he responsibility of thearector.Addnbnal pe-nant bracing of 2'p.,.and at 10'o.c.respectively unless brand th oughoul their length by -Unuoua snealnmg cath as plywood sheathing(TC)anNnr drywalk BC). 12'v 1= the overs cn-re is the mapp nibily of the bunking de ogner. 3.h Impact brdg,W or lateral bracing required where shown.. S E Q. : K 1 6 0 6 9 0 1 a.No load should be applied to any c,,wm,t unto star al braung aM a.Instalwlwn of truss is the-lbonsiWliy,of the respect,,,c,nt-lp r. )asks,,,err,complete and at no time should any keds greater than S.Design a es nosees are to be used in a non<orrosiye tleslgn loads be applied to any component, env lro nmenl. oho are or dry condition"of use. S. om TRANS ID: LINK CpuTrushesnoconlmmnsi control,a, @ 6.Des;gn,s,pm,swnb,a,ingat,uwpponsshown.Shimorw,dg,,f e nepeasary. EXPIRES: 12/31/2015 Iat abnwn.handbng.shipment and instalafbn olwmporente. 7.Daslgn assumes adequate ..nape a proyked. 6.This detogn le furnished subpU to the unnehon.Set forth by B.Plates shah be boated on Win(aces of truss,and pkoed ser the,center December 18,2015 TPIIWTCAin SCSI.copes of whkh wall be furnished uponrequest. line nide with joint center knes. 1 MiTek USA,Inc./Cam uTrus Software 7.6.7SP2 1 L-E 9.Digits indicate.ize ofplated n lnhoc. P ( ) 9 For basic cpnnepbr plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP :.0 11TRUSS SPAN 7'- is 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF HIdBTP LOAD DURATION INCREASE = 1.15 1-2=( 0) E3 2-E=(-111 204 6-3=(0) 169 3C: 2�I KDDF q16 P.T P. SPACED 24.0" O.C. 2-3=(-32D) 73 6-4=1-111 204 WEB:-: :::4 KDDF STAN, 3-4=(-3201 73 ..,IDING 4-5=! 0) E3 TC :.A-EP,1_ ;PPOPT -_ '_"CC. LION. LL( 25.0)*DL( _,.0) ON TOP CHORD = 32.0 PSF BC I.A.TENA_ S,PPOR'1' - :2"�rC. LION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow �Pgl 0'- 0.0" -ES/ 425V _e, E1H 3.50" O.E9 KDDF ( 625) 7'- 6.O" -f,5/ 429V O/ OH 3.50" O.E9 KDDF ! 625) ..-. ::9 �. eq'.:-. i,. stt•.::�tural LIMITED STORAGE DOES N_)T APPLY DUE TO THE SPATIAL _.r,..:a] members iuon'i.� REQUIREMENTS OF IBC 201,'_ AND IRC 2012 NOT BEING MET. BCTTOM CHORD CHECKED F:;R 10PSF LIVE L-AD. TOP CCNU. 2: Design theckzd for nz i-5 psf) uplift at 24 'oc spacing. AND BOTTCM CHORD LI%E LOADS ACT NON-CZNCURRENTLY. - ---- ___ - - -- VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/120 MAX LL DEFL = -0.002 @ -1'- 0.0 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 1.133" 3-09 3-09 MAX LL DEFL = -0.002" @ 8'- E.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ B'- E.0" Allowed = 0.133" MA% TC PANEL LL DEFL = 0.008" @ - 1.8 Allowed = 0.256" 3-09 4-09 MAX TC PANEL TL DEFL = 0.038" @ 5'- 4.2" Allowed = 0.384" MAX HORIZ. LL DEFL = O.ODI" @ 7'- 11. _. 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 2.5" 5.00 M-4x4 8.00 3 4'0' Design conforms to main indforce-resisting M-3x5 M-3x5 system and components and cladding criteria. t� t Wind: 140 mph, h=15ft, TCDL=4.2,6C DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor =l.6, M-1.5x4 l�r M-1.5x4 Truss designed for wind loads in the plane of the truss only. Truss designed for 9x2 outlookers. 2x4 let-ins M-3x5 M-3x5 of the same size and grade as strurturaI top chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are permissible at inlet board areas only. Zr 6 _M-3x4. __.-. --_ --. . 1-1-1.5x3 - --. _- M-3x9 0 1 5 p I 3-09 3-09 1-00 7-06 1-00 GINE s% CC 8920OPE JOB NAME : J-1859 STONE BRIDGE - B1 Scale: 0.5233 I ZioGb e GENERAL NOTES, unkss oth led �� DREGDN Truss B1 t.B k N 1 =,',act.,...Idmm d tl tall Ge IN res I.Tri d g sbasedpreyupo y p t r to ntl lora, r✓qual � a dWa ng b b N dkn co b k rq Do sent ApplkaDikty Ids'g p • 1 tlP per 1/s 2.2x4,more... web brainy mist be installed where anown.. -ncorporat on of compose ret I.the reeponctildy of the bolding deepner. 3.Additional temporary tinting to Insure stability during....buck., 2.D. 9, asaumec the lop and bottom chords to be laterally braced at ¢the reeponsibgey of ms erector.Atldsknel permanent bracing of a.o antl at 1g'o.c.tsps t,v.N,nkse braced throughoO INu kngth by 1 Ins o'+erall structure Ie tN nap hnenaty of the Wising designer. o tins.lie the alhirq such as ptywdod thealhirplTC1 anNor drywall(BCI. 3.h Impact b,dging or lateral bradng squired where an.-. S EQ. : K 16 0 6 9 0 2 4.No load stook be applied to any..,harnt until alter al bracing and 4.Installakon of buss is the responsibility of the nape dive contractor. Y last.nets are co plate are at no time should any loads greater than 5.Design a es trusses are to De used in a ri-r-nne environment. TRANS I D- LINK design loads be applied to any component, aro are to udry condition"of use. 5.Compuhos has no control over and Resumes no responsibility tot the 6.Design a......IOY bearing at all supports•town.Shim or wedge If EXPIRES: 12131/2015 fabt¢aron.handl hi ssery. ng.c pmant and'-WIt-.1 compose nla. 7,D.ugn assume[adequate&ei.g.sprovitle d. December 18,2015 6.The Bergh n Iurniahed wbMd to the k nnsla na set fonh by 8.Plate,Rhea be located on bolth faces of tritsa,and placed so their center TPU CA in BGSI,copies of wtrich wR be f-shard upon requestlines co-id,with pint career lines. 9.Digits Indicate-of plate In lrohes. MiTek USA,Inc/CompuTru6 Software 7.6.7-SP2(1L)-E 1p.For basic connector plate design values see ESR-1311,ESR.1988(M,Tek) This design prepared from computer input by JP .,1:1:'.ER PEC IFICAT:uNS TRUSS SPAN 7'- E.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x.4 KDDF ##&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) E3 2-E=(-111 204 6-3=(0) 169 IC: P-1 KDDF q1&BTR SPACED 24.0" O.C. 2-3=f-320) 73 6-4=(-11) 204 4 KDDF STAND 3-4=(-320) 73 -OADING 4-5=( Ji E3 LATEp A:. SUPPOR- <= 12"OC. UON. LL( 25.0).DL( 7.0ON TOP CHORD = 32.0 PSF EC :,Ai'ERAL SUPPCPT .= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA. 12.:" __.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow 0'- D.0" -E5/ 429V - E1H 3.50" O.E9 KDDF ( ) 7'- 6.0" -F5/ 429V 0/ OH 3.1"' O.E1 KDDF ! 125) LIMITED STORAGE DOES N,:T APPLYCUP. T3 THE SPATIAL REQUIREMENTS OF IBC 2Ci12 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKS^ '-:P 1DPSF LIVE LOAD. TOP COND. 2: - Design checked for -' 5 Psf) uplift at 24 "oe spacing. AND BOTTOM CHORD L-.E LOALS ACCT NON-CONCURRENTLY. -- - -- - --- - -- VERTICAL DEFLECTION LIMITS: LL=:./240, TL-I/120 MAX LL DEFL = -0.002 @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL -0.003 @ -1'- r1.0" Allowed = 1.133" NAX LL DEFL = -0.002" @ 8'- c`.0" Allowed = 0.100" 3-09 3-09 MAX TL CREEP DEFL = -0.003" @ 8'- E.0" Allowed = J.,33" MAX TC PANEL LL DEFL = 0.008 @ 2'- 1.8" Allowed = 0.25<" �c 12 MAX TC PAN EL TL DEFL = 0.038" @ 5'- 4.2" Allowed = O.3B4" 6.00 M-4x4 .8.00 MAX HORIZ. LL DEFL = O.OD1" @ 7'- 5" 3 4.0" MAX HORIZ. TL DEFL = 0.002" @ 7'- 2.5" Design conforms to main windf-ce-resisting - system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, load duration factor=l.6, Truss designed for wind loads 'i in the plane of the truss only. r c - c o -- o 0 6 4 o M-3x9 M-1.5x3 M-3x9 3-09 3-09 1-00 7-06 1-00 D PRO G N Fq s�o 8920OPE JOB NAME : J-1859 STONE BRIDGE - B2 Scale: O.SEOB �..G..� WARNINGS GENERAL NOTES u Ih -led Truss: B2 I.Bub q t Noukbe d d fa11Ge eralNotes TM1 tl p b d dy ponth p sho M 1 an tlNqual OREGON and w bracing ' w ' •, building p 1 Appl' tf dehp pars-ars C proper 22v4 pweb Tpub installed wh p fan f component is responsibility or b Id g designer. . ] Add Inaltemporarybr I pt suestability ing c cro2 Dp umeaInatopantl0 d co tl I beateralybrow'al O is the responsiE Idy f the t .Additional permanent bra,N of 2 .. d at io o c respectN N k b d throughout the r krigth by the overaA structure'e IM responabNN of the buiMkng designer ] b Im sheath rg such as pN d sh IA npITC)andlor drywaI118C). -/£w []'1 u c " pact bldg ng or lateral W-W required where shown•• R {+ SEQ. : K 1 60 6 90 3 4.No bad should be applied to any wmponenl wtd aper as bracing and a.InstaAatbn of Truss is tha responaibJity of the reapeGive conbador. fasteners are wmpkte and at ne lime Mould any bads greater than 5.Design assumes Trusses Ara to be used in a non<orrosrve environment TRANS ID LINK design bads be applied to any component. and are fol"dry oonditbn"of use. 5.CompuTrus has no conlrol over and auumes no responsibility for the 6,Design aaau-N1 bearing at all supports shown.Shim or wedge it labncalbn.nandkrg.eMpm.nl and inslabtbn of wmwnenta. nary. EXPIRES: 12/31/2015 Plat, '"°me"',don both kph°"de December 18,2015 6.Thea design 6 NmrcMtl wbpd to hie fmilatbna eel form by 8.Plates shat be bcatetl on both laws or frau.and plawd so Then center TZCA in Best op-of wtliUl vol be furnished upon equest. lines w-d,wile pint Center lines. 9.Digits indicate...of plate in irwhea. MiTek USA,Inc.lCompuTrus Soflvrare 7.6.7-SP2(11-)-E I0.For basic connector plate design values sae ESR-1311.ESR-1988(MITak) This design prepared from computer input by JF L;NEEP SPE_I FIC.AT 1,-,!iS TRUSS SPAN 61- 9.0" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:<4 KDDF g1FBTR LOAD DURATION INCREASE = 1.15 1-2=( -16) 44 1-6=(-8) 153 1-2=(-284) 60 BC: _>:4 KDDF p16BTR SPACED 24.0" O.C. 2-3=(-217, 89 6-9=(-8) 153 6-'=( 0) 145 4 KDEF STAND: 3-4=(-251, E3 K-DF b A „�.,,�i N6 4-5=( 1. E3 LL( 25.0)*DL( 7.0) ON TOP CHORD = 3'.0 PSF C LATERAL SUPPCPT �= 12"�C. UON. DL ON BOTTOM CHORD = 10.0 PSF .,C I,A.'.ER.{L gI)PFOPT 12"'Jr'. NON. TRIAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BPG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE (SPECIES) ...,.... --..-. -�i0 .,., = 2c, PSF G_ound o.+ 0'- 0. -35/ 251V -54i 47H 5.50" 0.47 I(DDF 625) c - 9.��" -f,7/ 405V D/ OH 3.Sn" O.ES KDDF ( 625) LIMITED STORAGE DOES NPT APPLYDUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. BOTTOM CHORD CHECKEDFi This design prepared from computer input by JP LUl48 ER SPE::IFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 M.AX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ICDDF k1sBTR LOAD DURATION INCREASE = 1.15 1-2=( -16) 43 1-5=(-B) 136 1-2=(-2641 54 BC: 4 KDDF # -'P- SPACED Z4.0" O.C. 2-3=(-200) 82 5-4=(-81 136 5-3=( 0) 13E 'WEBS: -tea ICDDF STAN-,; 3-4=(-2391 62 2%6 KDLF N_ A LOANING LL( 25.0)aDL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <_ 122-. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Rl. :.ATF.RAT, SUPPORT <= 12"0!:. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- D.0" -34/ 279V -42/ 43H 5.50" 0.45 KDDF ( 625) -._....... _-,. .-J:-0O LL = 25 PSF G_ound Snow ,Pa) u - 5.5" -31/ 263V �/ ON 3.50" 0.42 KDDF ( 625) LIMITEDplans-d STORAGE DOES LOT APPLY DUE TO THE SPATIAL e< Foe h<�nger sp .=_. - Fee pp' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. a I'COND. 2: Design checked for net!-5 psfl uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FGR 10PSF LIVE Lit.AD. TOP - --- "'-- --- - - --- - - -- AND BOTTOM CHORD LIVE LOADS ACT NON .ON!CU R GENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX TL DEFL = 0.007" @ 1'- 5.7" Allowed = 0.3°1" MAX TC PANEL LL DEFL = 0.0rB" @ 4'- 7.0" Allowed 0.220" MAX HORIZ. LL DEFL = 0.001" @ '- 2.0" 3-05-08 M.AX HORI Z. TL DEFL = 0.001" @ E - 2.0" 1-08-04 .-03-i2 3-05-08 Designconforms to m rn ...force-resisting a w ' -- -- --- - - - - -- system and components and cladding criteria. 12 12 Wind: 14D mph, h=15ft, TCDL=4.2,9CDL=6.0, ASCE 7-10, 8.00 8.DD (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), load duration factor=l.6, iM-4x4 Truss designed for wind loads in the plane of the truss only. 3 4.0" M-3x4 M-4x4+ o A n I � I 0 0 6 '4 t o M-3x10 M-1.5x3 3-00 3-05-08 6-05-08 D PROF�sd' �NGtN�'E9 QO2 8920OPE JOB NAME : J-1859 STONE BRIDGE - B4 S ale: 0.4776 WARNINGS I.Bub M q GENENOTES, -led t h b be v d 1 II Geneal Notes t Tn,,dieg bawd pon the p te hown andi,lorG OREGON / w Truss: B4 andW g bel G d b M g p 1 Appl blly fde g p oftereand �N proper 1.2va - bb p alpn 1 p entetn W 'b'IAy of the Auld ng tles goer, , p ip t b 1 led wh a shown. ^ a^� 3.Atltlf nal temporary b g t re W trfN mining constructnn 2 2 o.o.assumes the lop and bonom chorda to be laterally braced al ''. �/ 14, L Is Ne responetrlN f In 1 Atltle' I pa amnl bradnp al 2 o c.and al 10'­ c resPoctivaN unkee braced tnrauphoul their brglh by [/�� y_E: / 7/ :�':= the overal atruclure is the respansibilN of Ne Wikling tlesigner. 3.b Imnuaua sheaNirgng such a.pNwood eheathirp(TG)andlor tlrywaII1BC1. ��`R R I+a�- v pact brgg or bteral b,-N required where anown.. SEQ. : K 160 6 90 5 4.Nooad enould be applied to any mmpomm until after al bevng and a.Ins aWl*mof nu.e m the resporsb4ily a(the respegroe mmeclur, laelen.ra are mmpel<eM at nor a moule.ny load:er<aler man s.Design a ee trueaes are to be used in a non-rms-envir,nm<nt, TRANS ID: LINK design loads be applied to any component, and are fordrycondition"of use. 5.DampuTrue hoc no control aver and assumes no meponsibilM for the 6.Design asaumea Ng bearing at all wppons shown.Shim or wedged EXPIRES: 12131/2015 fabrv:atan,h-o Wig,shipment snd Inatalation of component:. ssary. 6.Thede.; n,rnniw a 1,the eat 8,De-ealbeeauted t.othfit fmae iii December 18,2015 gnn ble by 8.Innis anal be bmtetl o e DON fame o/trues. ntl placed so!heli center TP WJTCA in BCSI,copes OI which vol be lurnianetl upon request. lines wincide with pint center Roes. 9.Digile rook, on,of plate In inches. MiTek USA,Inc/CompuTrus Software 7.6.7SP2(1 L)-E 1 O.For ba.Ic-.d.,par.tlealgn values...ESR.1311,ESR-1988(MIT.k) This design prepared from computer input by JP LU?1Y ER SF ECI FICAT.ONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-19) 21 3-4=(-80) 70 KDDF 415BTP SPA=, 24.0" O.C. 2-3=(-50) 25 ,:EB:: 2>�4 i= STANC. LOADING TC LATERAL SUPPORT - 12"CC. DON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT 14AX HCRZ BRG REQUIPED ERG AREA :.A.TERAL SUPPORT - DON. LL 01: BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- O.0" -E3/ 305V -li/ 37H 5.50" 0.49 KDDF ! 625) -11/ 107V 0/ OH 5.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) _ LIMITED STORAGE GOES NOT APPLY DUE TO ':HE SPATIAL - .• r c n_�nner spa_,:. - See app",- plan_. _ _ -- "oc REQUIREMENTS OF IBC :'012 AND IRC 2012 NOT BEING MET. ',C'OND. 2: Design checked for net(-5 psf) uplift at 24 spacing... BOTTOM CHORD CHECKE: FOR 10PS'F LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1E0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.092" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.005" @ 1- 7.6" Allowed = 0.133" 3-00 MAX TC PANEL TL DEFL = -O.00E" @ 1- 7,6" Allowed = 0.199" 12 MA% HORIZ. LL DEFL = 0.000" @ 2- 10.3" MAX HORIZ. TL DEFL = O.D00" @ 2'- 10.3" Design onforms to mr n windforce-res i.s ti ng system and ccmponentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-,.5x3 load duration factor=1.5, End verticals! are exposed to wind, Truss designed for wind loads 3 - in the plane of the truss only. M-3x5 Truss designed for 4x2 outlookers. 2x9 let-ins M-3X5 - `O of the same size and grade as structural top chord. Insure tight fit at each end of let-i n. rn Outlookers must be cut with c and are o are permissible at inlet board areas only. on - M-3x4 M-1.5x3 1-00 3-00 �D P R OFe, G1N,E-F9 9200 P v� JOB NAME : J-1859 STONE BRIDGE - C1 Scale: 0.7303 WARNINGS GENERALNOTES, unloadth-w mt,d. 'l?� OREGON 1.80d,, iH edi ohmado, oum s e, nbe add of II Ge-al Notes 1 Th d g,hn s based only up thep fere m M' f t ntl wast t! 1+c Truss C1 no Wernirps b.lh.conet,ud-commences lbId,g omp0nent Applk:abikty,of de'gn p.-.1- no mop1 2.ha umpresaion web bracing mutt be irubbd where mown., ncorporatwn of component w the redo-1,8sy of the building oe gne r. l r 3.Additional temporary b/sting tome-Gabdily tlurirp conclNctlon oeeivn assumes the wp.nd bonom m,rde 10 be morally bra«eat ] 4 2P\ A me responsibility of the erect r.Adtlnwnal permanent bracing of 2'.c and el 10'0.c.respectively We.baud throughout their length by /r�A ' canbm,ouc sheathing each as plywood eheath,W(TC)andlor d,y-II(BC). -I�L'�R(1 the overall struclufe is the reeponeibility,of the building designef. 3.2,Impact bfmg,ng or lateral bradng,,qw,d where shown.. n�l 1•� SEQ. : K1606906 a.NooanmouwbeavpleewayampouNuntilmerapbracwgad s.pstl,tomoft ee,tthe-oc.�:.a�.nos�uo¢w,tr,,t,,. reetenere are ampl to and e1 m time shoal any wade greater man afm arc esu s es s t of ixe. TRANS ID: LINK xogn wade be appbedw arry amponaa. s.Deas ry full beahn tallw d, W,,,Sbfm or wedged 5,C-PuTrushasn�w,bolo,,r,nd,mum,6no,,wns,bildy w,th, aeery ee ga pp, 9ei EXPIRES: 12/31/2015 sary um fabricatwn,nandYrp.shipma ntant inrdasalwn of compo roots. 7.Design auumee adequate drainage le provited. 6.Tm,deagn ie wmwted subied 1,the Ymitelem,eet mon by S.Melee moo be waled on both faces of russ and plead eo the,tamer December 18,2015 TPIIWTCAIn BCSI.copies of Mhekh win be furnished upon requestlines comcd,wnhpint center lines. 9.Digits indicate size of plale In imNee. MiTek USA,Inc/CompuTrus Sof rare 7.6.7SP2(1L)-E 10.For basic connector plot,d,egn vales ue ESR-1311.ESR-1989 tM,Tek) This design prepared from computer input by JP LUIIFER SFE-FI CAT:ONS TRUSS SPAN - 0.0" IBC 2012 MAX MEMBER FORCES 4WR/EDF/Cq=1.00 TC: 2r.4 ICDUF 116ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-19) 21 3-4=(-80) 70 BC: i KDLF N15BTR SPACED 29.0" O.C. 2-3=(-50) 25 XEBS: _I KDCF STAN:.: :LADING LATERA' SUPPORT �= 2"JC. NON. LL( 25.0)�DLt 7.0'. DN TOP CHORD = 2.0 PSF BEARING MA% VERT MAX HORZ BRC: REQUIRED BRG AREA eC LATERAL SUPPORT �= 12"CC. SON. UL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 305V -11/ 37H 5.50" 0.49 IiD DF f 625) CA'EPHAN�: .2.. 0.0" 3'- D.0" -11/ 107V 0/ ON 5.50" 0.17 i:DDF ( 625) LL = 25 TSF Ground Snow (Pg) •- h n�ler spe'_:.. - ..__ approved plan: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2Ji'< NOT BEING MET, COND. 2:_Design checked for net(-5 psf).uplift at 2q 'oc spacing. BOTTOM CHORD CHECFEC FOR 1JT5'F LI,'E LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD :.I':E LCA US P.CI NLN-_ONCURR ENTLY. MAX LL DEFL = 0.002" @ -1'- 1.J" Allo'wed = 1.1.10" MAX TL CREEP DEFL = -0.0'03" @ - - 0.0" Allowed = 0.133" ?-10-09 O-Oi-12 MAX TC PANEL LL DEFL = 0.091" @ 1'- 7.6" Allowed 11.133" MAX TO PANEL TL DEFL = -O.00E" @ 1'- 7.6" Allowed = 0.199" i_ MAX HORIZ. LL DEFL = 0.000 @ - 11.3" 4.10 MAX HOP IZ. TL DEFL = O.000" @ 2'- 10.3" Design conforms to mr indforce-resisting system and ccmponentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, (All Height s1, Enclosed, cat.2, Exp.B, MWF1111-1, load duration fartcr=1.6, M-1 5x3 End vertical(s) are exposed to wind, Truss designed for wind loads 3 _ rn the plane of the truss only. i o l 1 o - - .« a o M-3x9 M-1.5x3 1-00 3-00 <<c��D P R OAFS 5 GINE s, �. cl � o � � R 2 8920OPE JOB NAME : J-1859 STONE BRIDGE - C2 Scale: 0.7236 WARNINGS: GENERAL NOTES. hotd Bu OREGON I. W 1.M d t 1 eh ud be d tl o/all Ge rel Notes Thi d g b tl Ny poo th p I s N M I r a ntln•dual �{/+„ Truss: C2 and Wa np b l clnw b ld9 po tAppt batt fde g p,a 1 dp p. 2.2.ac mpression web Orac/lg..at be'n.WYetl water.so wn«. corporatlen Icompone nt is the re sponsbldY of the buid'ng dec gne r. 3.Ad0aional temporary bracing What-WabdIty duri,g constructmn 2.Design assumes the lop and bodam coortla to be late rely braced a1 rs the reponsibilM of Me erector.Adtlpknal pa rmane nt bracing of T....and .110'o.c.respech P,unless braced tma uphoul the,,length by the.vera/structure is hoe IesporuibiYry of U,a OuikWg despiser. 3.2r Itmn act b'd atoin9lalerat brau�od Nealhmg(TCI anWor drywall(B C). FR R I p gi,p or rp required where Mown«« SEQ. K 16 0 6 9 0 7 a.No bad should be apphed to any tompohant urdil.neral b,-Nand a.meta shoo on,p.a le me re.pon.ibmry ono.reapethve�mratm,. la-'esare complete and at no lime shouk any bads greater than 5.Design a es trusses are to be used in a no-losve ern'ao omen/, TRANS I D• LINK deagn bads be applied to any component. ='-d are I.,dry conditionof use. 5.Ctmp,T,u,hasnocpnholo-and asaumean,,,sp,n,,b,ldyfa,the 6.Design a mum..mlb.a,lng an.uppodsshown.shimo,wedga'u EXPIRES: 12/31!2015 fab hon,handle scary ..hipm.M ao 11,ak Wlknal tomponenlc Deign ass IdaI-eqo on lf-of mvded. December 18,2015 s.Th.e.u9n u;mmknea wblea m the Ymimkna wt krtn by e.Pletee ewl b.iotaka on both race.onraaa.and vlemd so me"amm TPNA/TCA in SCSI,cop..of which oil Be furnishedupon request. lines coincide In pint center knes. 9.Digits inditale s¢e of plate in intoes. M I T e USA,Ihr/Compu Trus Softw re 7.6.7S P2(1 L)-E ti).For basic connector plate design values...ESR-1311,ESR-1988(M,T.k) This design prepared from computer input by JP -�,1 c ER SPE_I FICATIONS TRUSS SPAN 1'- 6.0" IEC 2012 HAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTP LOAD DURATION INCREASE = 1.15 1-2-( -7) 36 2-4=(0) 0 9C: _..; KGOF NI&BTR SPACED 24.0" O.C. 2-3=(-42) 20 __ :,A."'EPAL S'JrPOR- <_ __ ^_. LION. LOADING EC LATERAL SUPPORT <_ _'_"OC. UON. LL( 25.0)•DL( -.D) ON TCP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'!EI<.H AtI(;S: l�.i�" 0.0" TOTAL LOAD = 92.0 PSF 0'- D.0" -84/ 330V 0/ 24H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -64/ 31V 0/ OH 5.50 0.05 ICDDF ( 6251 LL = 25 ESE Ground Snow �.Pg? 1'- 6.D" -2b/ 2EV Oi OH 1.50" 0.09 KDDF ( 625) 12 4.00 - LIMITEDSTORAGE GOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBS 2012 AND IRC 2)12 NOT BEING MET. GOND. 2: Design checked for net.(-5 psf) uplift at 29 "oc .spacing. BOTTOM CHORD CHEC:CED FO?.. iDPSF L" LOAD. TOP AND BOTTOM CHOP': :,IV E LCA DS ACT NON CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Alio wed -- 0.100" M.AX TL CREEP PEEL = -0.003" @ - 0.0" Allowed = 0.133" MAX. TC PANEL LL DEED = -0.001" @ 0'- 9.9 Allowed MAX BC PANEL TL DEED = -0.001" @ 0'- 5.6" Allowed MAX HORIZ. LL DEFL = -0.000" @ 1'- MAX HORIZ. TL DEFL = -0.000" @ 1'- Design onfo rens to main windforce-resisting system and components and cladding rr:feria. Wind: 140mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7 3 (A11 Heightsl, Enclosed, Cai.2, Exp.B, MWFRS J..' duration far' or=l.6, Truss designed for wind loads rn the Plane of the truss only. N M-3x4 1-00 1 06 D P R OFfiss -- - - PROVIDE FULL EEARI NG Jts:2,3,4 _ - GINE �c9 ,O29r 89200PE JOB NAME : J-1859 STONE BRIDGE - C3 Scale: 1.0375 WARNINGS GENERAL NOTESg-to unleu ont rated. OREGON 1.BudderaN erectio pnrractor Noukl be aWiudof all Ge ne cal Notes I.This,Nll b d Nyu bl y p meters Na,and rsfore,iMNWuaI w Truss: C3 and Wamirgs before conslrudon commerwes. building component.AppfwabilAy of tlesign parameters antl proper ), 2.2a4 wmpresslon web bracing must be installed where ehown•. incorporation olcompone nt s the responsibility of the building designer. -q Y 14, 3.Additional temporary bracing to Insure&ability during construction 2.Design assumes the'..and bottom chords to be laterally braved at 4 is me responaibiliry of rhe eraclor.Adddional permanent bracing of T o.c.and at 10'o.c.resp d-ky unless br-d throughout then length by _ -A-E:. _^/:?/<.i._ Ina ovens structure is the responsibik WIN building des onrlp us sheathing such as-N,,u eathirpl, o.nan&-tlrywall(BLI. �/A[�R I�� ty g gnat. 3.2e Impact britlgug or late cal brsutg reputed where Nown•• \\!-�I7 SEQ. : K 160 6 9 0 8 a.No load Should be,applied to any wmponent until star al braung antl a.Installation ortrust,is the naapansibibry of the neweot-cont -- fasteners are wmplele ata at mtime Mould any balls greater than s.Design assumes fuse.are to be used in a--h-......nment, TRANS ID' LINK design toads be applied to any-,nant. aNarefor-d panderon'ofuse. 5.Comp,rlus has no wntrol....and awumes no responsibday for the 6.Des.::a sstimas full bearing at all suppona shown.shim or wedge it EXPIRES: 12/31/2015 fib-t-handling.shipment antlmetaWNnofcompote-. "y D°a"°"ubeeaatledate nWinns oftrues,a December 18,2015 6.This tleugn u NrnWwtl wbpq to rN kmibrbns set brth by e.Pbtea shat be located on Dolh hoes of tun.and pHud w then center I, TPNNTCA in SCSI,coples of which veil be furnished upon request. lines w-me an pint center lines. 9.Digitsindicate she of plate m-lu s. Welt USA,Inc./CompuTrus Soft-re 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1711,ESR-1989(M,Tek) This design prepared from computer input by SP "i^•'"R SPE-1 F?CAkTI: ::S TRUSS SPAN 39- 9.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. "C;rKLUF #16ETR LOAD DURATION INCREASE = 1.15 BC: 2xl I<DDF #16 BTR SPACED 24.0" O.C. Design conforms to ..in wiodf.rle-resisting system and components and cladding criteria. '.A.TERA� SUPPORT — 2•'7'^. DON. LOADING BC LATERAL S:PPORT — 12"JC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.e, n.vo .gen End veical's) are exposed to wind, f— ae,ign. LL = 25 PSE Ground Snow !Fg Truss dertsigned for wind '.pads - in the plzne of the truss only. LIMITEDSTORAGE DOES NDT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC n..i' IRC 2011 NOT BEING MET. Note: Outl oo k.er truss. Upper top chords require same material BOTTOM CHORD CHECKED FDR 10PSF LIVE L-'.AD. TOP structural top cher,. Connect with M-3x5 AND BOTTOM CHORD t.1"E LOADS ACT NON-CONCURRENTLY. min typical 3E"oc (uon1. Gable end truss o on t inuous bearing wall DDN. 'M-1X2 n equal typical at stud or t iczls. Refer tc CompuTrus gable enc) detail .or omplete specifications. 20-00 19-09 12-04-15 7-07-01 7-07-01 12-01-15 12 12 4.00 'IM-Qx4 .:9.00 M-3x5(S.) M-3X5(S) M-3x5(S)+ T�..., �- M-3x5(5)+ -- I M-3x6+ M-3x6+ 'm i -,. -- -- — — — - -- — M-3x5(S)+ M-3x5(S) D P R O�Fs — — — ��— GINEfi si 24-00 15-09 �Vi� v 9 �jL9 -1,i' - -39-09 8920OPE r JOB NAME : J-1859 STONE BRIDGE - E1 10 AZ .,tale: 0.2138 — — yL �<v WARNINGS GENERAL NOTES, ss unkotn noted �' OREGON 1.Bu der and erector 1 t sh Id be dv'sed of all General Note, 1.Tns tle,pn b d na/upo th p tura sho lid f n Idrvkual �O �l� 14,�' Truss: El and wam ngs before co atruction w m.nces building componshoApplicability of design p... eters and proper 2.2sa comp—ii-web b..cwg must b.mstalsd coli...ancon.. incorporation or component x the responaib,lq of me bufding designs,. fl 3.Atltlitional temporary bracing to insure stability during construction 2.Da sign assumes the top and bottom chords to be lateral,bracetl al R R'�� V u the respons May of the erector.Additional pe r—n!bracing of c'o.c.and a1 ealh,,rsuch as ply unless bracetl(TC) n vorut d y,II(B by onnn„oua meaming such as vNwooa aneaming(Te)anmor drywan(Bc). Ing overs)..beers is t1R responamary onlw buidwp designer. 3.2a Impact brdgnp or lateral braurq mRuired wnere mown.. SEQ. K 160 6 9 0 9 a No wad anowd be applied to any component until after all bracing and a.costa ktwn onruss m he..sponibairy onne reavective com..cro,. fasten...are complete and at no time should any load,greater than 5.Design as t,ueses are to be used In a t,on<er,a.Ne en�iranment, EXPIRES: 12/31/2015 TRANS ID: LINK dawen wads be applied to any component. .lid are I.,dry condewn'of use. 5.CompuTrus has nig control oyer and aswmes no recponsibiky to,the 6.ne gin aa, es NI bearing at all supports slnvm.Shim or wedge a December 18,2015 fab"v ah-handling,shipment antl-laktion of component,. 7,Deign ass s adequate drainage k pmvd.d. 6.This design is furnished subject to the kn ilatwns set toil by 8.Plates shag ube looted on both faces of truss,and placed so their center TPDYV'rCA in SCSI,cooks of whwh will W furnished upon re West. lines ce—cle with joint center knee. 9.Digits ad, see of plats in inches. Weir USA,Inc ware/CompuTrus Soft +7.6.6SP2(1 L)-Z 10.For base conneoft,plate design values see ESR-1311,ESR-1988(KTek) This design prepared from computer input by JP °.::R C2ECI FIC.ST1,t,;F TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.OD TO: 2x4 KDDF NIF BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0! 3E 2- 9=(-627) 3334 - 3=1-3252) 577 12- 7=( -71) 149 3C': ':�4 ICGDF glFBTR SPACED 24.0" O.C. - 3=( -SEE) 212 9-1D=(-542) 2973 3- 9=1 -129! 160 7- 8=i-3130) 532 u:EB;: _ , KGDF STAND 3- 9=(-3513) 715 10-11=(-392) 2292 9- 4=i -32! 408 LOADING 4- 5=(-2860) 661 11-12=(-529) 2944 4-10=I -E 4 ) 25E ..ATEPAL SUPPOPT i="DC. UON. LL( 25.0),DL( 7.01 at: TOP CHORD = 32.0 PSF 5- 6=(-2865) 660 12- 8=(-617) 3224 10- 5=( -149) 834 BC LATERAL SUPPOP.T <= 12"D-. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3423) 720 5-11=( -193) 505 TOTAL LOAD = 42.0 PSF 7- 8=( -446) 221 11- 6=( -617) 251 OVEP.HA11,S: 12.D" O.0" E-12=( -35) 334 LL = 25 PSF Ground Snow ;Pa) BEARING MAX VERTMAX HORZ BP.C- REQUIRED BR6 AREA • t r h,Hoer spe��. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ-IN- (SPEC IESI LIVE LOAD AT LOCATION iS) SPECIFIED BY IBC 2012. 0'- 0.0" -253/ 1766V -97/ 1 04H 5.50" 2.86 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS .A MINIMUM OF lO PSF. 39'- 9.0" -212/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VEPTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allcwed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 5.0" .Allowed = G.133" MAX LL DEFL = -0.252" @ 1E'- 0.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.511' @ 16'- 0.0" Allowed = 2.589" MAX HORIZ. LL DEFL = 0.06'"' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.145" @ 39- 3.5" Designconforms tom rrnd force-resisting system and compo nems and cladding criteria. Wind: 14D mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-1J, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration 'ac tor=l.6, Truss designed for wind loads 20-00 19-09 in the plane of the truss only. :;6-DS 6-09-11 6-OB 6-08 6-09-11 6-03-05 12 12 4.00 M-4x6 - --.:4.00 4.0" M-5x8(S) 5 - M-5x8(S) - x- 0.25^ ,. ,3.0" 0.25„ M-4x9 3�� �" \, -:M-4x4 M-1.5x3 M-1.5x3 o9 10 11 12 .1 co M-5x6 M_3x4 0.25" 0.25" M_3x4 M-6x6 ID PRQ��sS M-5x6(S) M-5x6(S) GINE 8-00 B-00 B-00 B-00 7-09 -- 39-09 - - 8920OPE JOB NAME : J-1859 STONE BRIDGE - E2 - ' Scale: 0.1562 WARNINGS GENERAL NOTES, holed. OREGON I.B ld M M t to M uld be dv d era fall General Note. 1 Th' d p p tl Ny up,there ho p mlntl loran rdrvldual w1x Truss: E2 s dW M bei W d o b'ld'nppo mt,Appl' belay IM' reg p1 dPoper 2,2 a omprestion web prac ng must be metaled where ah-• - orporal on f omponaM k tha esponsb ldy f theb'Idng tlea gner y�O -q y tat 24� �..�� 3,AddR-al temporary bracing W incur.ahubility,dur!ng construction 2.Dea,gh auumes the lop and b.Bom chortle to be late 1y braced at �s Inc reaponaibilYy of ma eregor.AddYanal permanent bracing of 2'o.c.and at 10'o.c.respect-ky unku braced throughout thea knglh by ontinwus sheathing such as plywood sheathing(TC)a,&,,drywall(BC). hownS _7/2„-= the overal structure is the responsipAty,of the building Oeeghe, J.2s Impact brdgmg or let...I breoimg required where ah- SEQ.: EQ.: K 160 6 910 4 No ked should be applied to any wmponent u,t.1 alter all bracing and a.Ins alatan.tiros:ie the iesponeibip y of iM ra,pective wntractoi. hareners arc wmpbla aM at no time,nould anY batls grater than s.Deaign Beau-,trues.:are to be uaad in a non -oarve envro....I TRANS ID: LINK deogn load,be applied to any c ;umanl. and are I.,-dry condakn'of... S.Compuhu,ha.no canirot......d a ,uhes no respo-Qday to,the 6.Deerssaesume.NY pearmg at all supports shown.Slum or w dge'd EXPIRES: 12/31/2015 fab,wafwn,handYrp.eh,pm ht..m.bllabeh of component. 7 Design°Ibeesad.gaatedil,f..kpmes,i December 18,2015 6.This design u furnMetl wppp to the Ymibtkns eel forth by B.Pkles,hal be bwled on both laces of hues.and pkced w thea center TPPWTCA m BCSI.c,pks of which ml be furnkhed up,h request. lines.,­de with pint center lines. MITek USA,Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10 FDoerbaswnenecm�f latet eeaincnes p gn values ace ESR-1911,ESR-1988IMiTek1 This design prepared from computer input by JP :.C11hER aFE-:F:CAT!,,NS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 '2C: 2.14 KDDF 41FbTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-1266) 3359 2- 3=(-3262) 1139 7- 8=(-3440) 1283 KDDF #:,PTR SPACED 24.0" O.C. 2- 3=( -568) 342 10-11=(-1094) 3001 3-10=! -122) 206 KDDF STAN" 3- 4=(-3540) 1451 11-12=( -762) 2271 1D- 4=( -109) 405 LOADING 4- 5=(-2910) 1296 12-13=(-1140) 3001 4-11=( -646) 435 :"C LATERAL S'JPPOPT - 12"OC. NON. LL( 2S.0)-DL( 7.0) ON TOP CHORD = 32.0 PSP 5- E=(-2910) 1299 13- 6=(-1278) 3359 11- 5=( -329) 833 B� LATERA:. .T,'PPOR.T - '.2"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3540) 1431 5-1--=( -329) 833 TOTAL LOAD = 4-0 PSF 8=( -568) 359 12- 6=( -646) 435 OVEPHA.NGS: 12.0" 20.0" 8- 9=( 0) 60 6-1,1-( -81) 405 LL = 25 PSF Ground Snow (Pg) 13- 7=( -122) 165 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -252/ 1791V -108/ 103H 5.50" 2.86 KDDF ( 625) 40- 0.0" -281/ 1873V 0/ OH 5.50" 3.00 KDDF ( E25) .GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1Pn MAX LL DEFL = 0.003" @ -1'- O.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.277" @ 241- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.527" @ 24'- 0.0" Allowed = 2.c0E" MAX LL DEFL = 0.022" @ 41'- 8.0" Allo'.aed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.090" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: l40 mph, h=22.7ft, TCDL=4.2,BCDL=E.O, .ASCE 7-10, _ _ (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s-06-05 E-09-11 6-08 6-08 6-09-11 6-06-05 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 12 4.00 M-4x6 ---.4.00 M-5x8(5) 4.0 5 M-5x8(5) 0.25" 0.25„ M-9x9 _� ` -- M-3x6 3 7 M-1.5x3 � / � �A M-1 5x3 L2 13 M-6x6 M 3x.9 x9 M-5x6 M-3 -- -- M-5 x6(S) M 5x6(S) ��RE� PRop o _ - GINE I e-00 8-00 8-00 8-00 8-00 �� F9 029 40-00 1-08 8920OPE JOB NAME : J-1859 STONE BRIDGE - E3 Scale, 0.158, - - - -- _ 1.Bunds, GENERAL NOTES, any cont ttl: �� OREGON 1.Bu Itler and erecta tracbr ahoum he adviud of all General Nofaa 1.This design 1 b d only apo the p Iere M ntl is for an ntlivitlual sem_ Truss: E3 antl Warnings galore 1-11c lin commences. building component.Applicability of design parameters antl proper N 2.Ivo.mpie_ web bracing must beins,Yed where shown., incorporafan al comparcnt h:the recponsaaM of IM building tlesigner. IO 4 r�O 3.Add inmal temporary bracing to metre stability aunng-ftucMn 2.Design auumea the Iop and Mttom clwrda Io M bleracy Drautl at F 14 is me reeponsibiliry of the erector.Atldtlgnel permanent bracing of 2'o.c.and et 1g'o.c.respectWely unlet bread tMougMul!heir b�gfh by //�Y�a� A 7-. 1 2/1 7/2'J 15 the....aY elrucluie is IM respanaibia I IM buimin tleei 2.Im uaue ahealhiog such as plywood uinini imen, anNor drywall(BL). �/C+,Cf R I L� ry o g 9oa�� 3.3x Impact brMgi,g or,Ieral bradrg regwwd where Nown•. rl 1l S E Q. : K 1 60 691 1 4.Noroad a uu be applied to any companem until ane,al b,aung and 4.Inldawlgn oft uss is the r,spof th omiWty e respective camor. rad lea,ne ne an wmplote and at no Ilme should my loads greater then 5.Deign assume.Image.a,to bs used in a non< ni-envs-imf TRANS ID' LINK tleeign meds be a pouid to am component. end are to,"dry ciindHmn"of we. 5.compu6.GeeCeysnacs nary EXPIRES: 12131/2015 hbrrafanhantlkng aMpmtandlntel tianf-Wnente. 7,17 esignautmeaadegt tedramagemp,ovitled. December 18,2015 6.This design w furmshetl subject m the ami,tm , she ns set lodh by 8.PI. . Y be bcaled on both faces of U.",and ppwd w their center TPUWTCA m BCSI,copies of which will be fumished upon request. lines wlncide sh joint venter lines. MiTek USA,Inc/CompuTrus Soff-re 7.6.7-SP2(1L)-E 10.FForrlbask con-loi f vete In Mies. p n vaWes me ESR-1711,EBR-1966(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION � 6-4-8 s " Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 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. 1 r ci-2 c2-3 2. Truss bracing must be designed by an engineer.For Q-/164 wide truss spacing,individual lateral braces themselves o WEBS ca, may require bracing,or alternative Tor I Op bracing should be considered. u 3 U b O 3. Never exceed the design loading shown and never s" u U stack materials on inadequately braced trusses. CL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate a s ce-2 s-s designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from i 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 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, 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 t0 SIO15. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated b symbol shown and/or SYP represents values as published specified. y y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If Indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. I Min size shown is for crushing only. � � 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, �e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013