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Plans (11) I A. 1.1-L S O 44.7 ti,i ti V'/rw, C. 401-0" RECEIVED r JUL 16 2015 CITY OF T CARD qp, g g 0 g g 0 BUIOIN a DIVISION / I CJ1 __.__II , , - CJ1 CJ2 ,■ < _ CJ2 CJ3 , . CJ3 CJ4 —_ i 5;12 CJ5 — _____ CJ5 CJ6 —_.— • 3 _ CJ6 • • CJ7 s 3 I —._ CJ7 CJ8 ; - < CJ8 4 CJ9 � ) 9 t i • m - . CJ9 CJ8 CJ8 Q CR CR v 4. i M : r 1 _ Y 4 in CJ6 - - x �` s U o o a CJ6 CJ5 —_.— - . CJ5 CJ4 :1� i 5:12 15:12 DJ1 (t CJ2 , \ DJ2 AU U ' CJ1 —_-- AO"' RAMM: 5:12 DJ3 A. HG It AH1 r3 ti3s/ 1 �— — 5:19 g' ' BSJ1 EN / / / v,wS21 AS Q LL.'cr 8:12 ,7 4 to Si is t ! , - 13'-2' I 91-10" I 71-0" 0 9'-6" 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 07/13/15 TR SSCALCOULATONSA DD ENGINEERED STRUCTURAL •. ', PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER J-1852 STONE BRIDGE INFORMATION.BUILDING P'iI I. umber DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 367 / OPT3-J-1852 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T R U r S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Re: J-1852 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: K1300230 thru K1300268 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4Z' 89782PE 92 OREGON �4° 17,9GRY16 ' 'AUL R� 'EXPIRES. 12/31/2016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP 7. LUMBER SPECIFICATIONS 17-00-00 HIP SETBACK 2-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF IISBTR 17-00-00 GIRDER SUPPORTING 35-00-00 FROM 0-00-00 TO 5-00-00 1- 2=( 0) 42 2-11=(-2235) 8622 3-11=1 -1311) 5166 9-16=(-507) 162 RC: 2x8 KDDF _OS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-10143) 2670 11-12=1-4192) 15780 11- 4=1 -6912) 1925 f WEBS: 204 KDDF STAND 3- 4=1 -9810) 2583 12-13=1-41821 15780 12- 4=1 -3121 1506 LOADING 4- 5=1-18687) 5004 13-19=(-4983) 18702 4-13=1 -915) 3491 TC LATERAL SUPPORT <_ '_"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=1-18822) 5028 14-15=1-4881) 18321 13- 5=1 -600) 119 BO LATERAL SUPPORT <= 12"OC. LION. TC UNIF LL( 50.01+DL1 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 6.0" V 6- 7=1 -7848) 2178 15-16=(-1578) 5805 5-14=1 -6) 1323 TC UNIF LL( 56.2)+DL1 15.8)= 72.0 PLF 2'- 6.0" TO 14'- 6.0" V 7- 8=1 -7842) 2178 16- 9=1-15E6) 5772 14- 6=( -456) 2193 OVERHANGS: ,2_.0" 12.0" TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 6.0" TO 17'- 0.0" V 8- 9=1 -6771) 1869 6-15=)-12351) 3279 BC UNIF LL( 0.0)+17L( 22.5)= 22.5 PLF 0'- 0.0" TO 17'- 0.0" V 9-10=I 0) 42 15- 7=( -1497) 5796 • ( 3 ) complete trusses required. BC UNIF LL( 412.5)+DL( 280.5)= 693.0 PLF 0'- 0.0" TO 8'- 0.0" V 15- 8=( -408) 1659 Attach 7 ply with 3"x.131 DIA GUN ails staggered: TC CONC LL( 31.2)+0L( 8.9)= 40.0 LBS @ 2'- E.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA or in 1 row1s) throughout 204 top chords, TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 14'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) so 1 n 2 tew1sthroughout 208 bottom chords, ADDL: BC CONC LL*DL= 3965.0 LBS 8 9'- 0.0" 0'- 0.0" -1787/ 6893V -33/ 33H 5.50" 11.01 KDDF ( 625) 9" or Sr I row(s) throughout 204 webs. 17'- 0.0" -1112/ 4024V 0/ OH 5.50" 6.44 KDDF 1 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRc 2012 NOT BEING MET. GONDN. 2:: Design ign checked for net(-5 psf) upliftat 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.000" @ -1'- 1.0" Allowed = 0.133" MAX LL DEFL = 0.149" @ 9'- 2.2" Allowed = 0.804" HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX TL CREEP DEFL = -0.392" @ 9'- 2.2" Allowed = 1.072" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX LL DEFL = 0.000" @ 18'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX TL CREEP DEFL = -0.000" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.020" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.040" @ 16'- 6.5" 2-05-11 7-00 2-06-05 5-00 Design conforms to main windforce-resisting r -- -- __ -_--1 T - ( _ -- ----I system and components and cladding czrtezra. 2-05-11 2-04-15 2-03 2-04 2-06-05 2-03-09 2-08-07 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 44" �--. .-.._- I .90@ I- I -- --'.90# -1 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dirl, 12 12 12 load duration factor=l.6, 5.00 5.00 I.-- 5.00 Truss designed for wind loads in the plane of the truss only. M-4x6 4.0" 7 r-, � e- 3x9M-5x6 M-4x10 M-3x4 M-5x10 - 1 � 5 � 3.0" '�\M-5x16 .,.'1 ----:-.7:4 -'------. Lfj ` I \ M-5x16 ---1-,-----....__:_------ , \- H m - - or, 2 '---: 11 12 11 14 15 16 -�9 SII M-6x10 M-1.5x3 M-3x4 1-M-8x8 M-5x12 M-1.5x3 2-09-03 2-01-07 1-11-08 2-04 2-09-13 2-05-05 2.06-11 - ,`tLt�t.d Rapes 3 17-00 1-00 ,C, 0NGINEF9 iQ29 4 ' 89782PE r. JOB NAME : J-1852 STONE BRIDGE - AH1 Scale: 0.3451 v ' ---4- - - 9,L�OREG'JI'l Q WARNINGS: GENERAL NOTES unless°themes,rated I 1g7. 1 Builder and erect contractor should be advised of all General Notes t This designbased only upon the parametersshown and a for an Individual �� q q y 1 Q, Truss: AH 1 and Warnings before construction commence, budding component.Applicabl6y of design parameters and proper !. 2.204 compression web brac'mg must be Metaled where shown•. incorporation of component s the response/14y elite building*signer. V 3.Additional temporary bracing /_'g to Insure stability dung construction 2.Deagn assumes the lop and bottom chortle to be Wendy braced at /1A I L " la Me responsibility al the erector.Atldtbnal permanent bracing of 2 o.c.and a110'o.c.respectively unless braced throughout their length by `` oncontinuoussheathing such as plywood a ambr Orywsll(BC).ITE: 7/13/2015 the overall structure is the responsibility of me building designer. 3.2Impact bridging or lateral bracing required where shown•+ SEQ.: K 13 0 0 2 3 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time Nauta any loads greater than S.Design assumes trues.*are to be used in a noncorrosive environment. TRANS ID' LINK design loads be applied to any component. andaresacerycondnfori slue.. EXPIRES: 12/31/2016 _ 6.CompuTrus has u control over and assumes no rasponNDIIBy for the 6.Design assumes NI bearing al all supports shown.Shim or wedge B • fabrication.handing.shipmentendinstalawnofcomponents. "'"' July 13,2015 7. •Dawn assumes edear.te drainage is provided. 6.The design a towelled babied to the imitation.set forth by 8.Plates Mal be located on both faces of buss,and pieced so thee center TPPWTCA In SCSI.copies of which wit be furnished upon request stns coinuM wotr Joint center uses. MiTek USA,Inc.loom uTrus Software 7.6.7SP2 1 L E D Fora indicatesq.of pits in inches. P ( F 10.For bass connector pleb design valves see ESR-1311,ESR-19(18(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN - 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2:<4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=I 0) 43 2-5=(0) U 2-3=(-255) 100 BC: 2::7 KDDF 016BTR SPACED 24.0" O.C. 2-3=1-95) 199 WEBS: 2',1 KDDF STAND 3-4=I-33) 16 LOADING TO LATERAL SUPPORT <= 12"3C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF 5_ LATERAL SUPP:FT <_ 12"5C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _TINS: 1-03-33 1-03-03 0'- 0.0" -59/ 207V -2/ 439 5.50" 0.48 KDDF ( 6251 LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -29/ 46V 0/ OH 1.50" 0.07 KDDF ( 5251 C:'EPHAN_S: i_.13 0.l" 2'- 6.3" 0/ 23V 0/ OH 5.50" 0.04 KIDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS CF IBC 2012 AND IRC 2012 NOT BEING MET. ----- - __- - - CONU. 2: Design checked for net(-5�sP) uplift at 24 oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" a ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 1.1" Allowed - 0.070" 12 MAX TL CREEP DEFL = 0.003" @ 1'- 1.1" Allowed = 0.093" 5.00 -- MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" 5 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERSIDir), load duration factor=l.6, 4 Truss designed for wind loads M-3x4 -' in the plane of the truss only. P ti II / O 1 rl O !M-3x6 • 1-00 2-06 '',PROVIDE FULL BEARING;Jts:2,4,5 el RD P OPA5r, 89782PE r JOB NAME : J-1852 STONE BRIDGE - AJ1 Scale: 0.7138 / _ WARNINGS:udderGENERAL ign4b urm octad'. 1A.OREGON " I.Budder and erection should beadvised of all General Notes I.This tlesgn'based only uponthe parameters shown and ler individual ' Truss: AJ1 and Warnings before construction commences building component.Applicability of design parameters and proper 2.244 co incorporation of component le the responsibility of Me building deli 'a9,4 Lq RY 15 (2,c)�,Q` compression web brachy const de installed whore chows prr. ].Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to M bleary braced al le the roeponabiby of Me erector.Additional permanent bnmry of 7 o.c.and al 10 o.c.respectively unless braced throughout thee length by y O T E: 7/13/2015 the overal structure is the responsibility of the Roden de continuo.xm sheathior such as uins rplywooe aired here Moand/m •tlrvwaWBCI. AA U a= �\ 9 designer. 3.is Impact bridging or blest brsdng required whore anown O• a SEQ.: K 13 0 0 2 31 1.No load should be applied b any component until after al bracing and 4.Installation of truss is the responsibility Mew respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ate to be used Ina noncorroaNe environment, ilea bads be a y component. and are for' condition'of see. TRANS ID: LINK design applied lig an 6.Design assumes SA bearing at all supporta shown.Shim or wedge 11 EXPIRES: 12/31!2016 5.CumpuTrus has no control over and assumes no responsibility for the fabrication.handl shipment installation ofcom necnecessary.lab ry s preen components. 7.Design assumes adequate drainage Isprovided. July 13,2015 6.This furnished u furned kilted to the imitations set bdh by 6.Plates shall M be located on both laces louse.and placed se their carter TPINJIDA in BCS!.copes of which Roil be lunched upon request. Fees coincide with pint smear Imes. MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10 For basic co^enecttor plteesin Rn vat plate design values see ESR-1311,ESR.11166(MiTSY) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF PlaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=1-238) 81 BC: 2x4 KDDF #160TH SPACED 24.0" C.C. 2-3=(-93) 212 WEBS: 204 KDDF STAND 3-4=(-22) 23 LOADING TC LATERAL SUPPORT c= 12"3C. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF a BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ PRO REQUIRED BRG AREA TCTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -57/ 293V -3/ 50H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Grcund Snow (Pg) 2'- 3.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( E25) OVERHANGS: 12.D" 0.0" 2'- 6..0" -30/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checkedf r net1-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR DONOR LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1811 2_06 AND BOTTOM CHJRD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.003" @ 1'- 9.2" Allowed = 0.079" 12 MAX TL CREEP DEFL = -0.004" @ 1'- 9.2" Allowed = 0.106" 5.00 MAX HORIZ. LL DEFL = -0.001" @ 2'- 5.2" MAX HORIZ. TL DEFL = 0.001" @ 2'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, 4 Truss designed for wind loads M-3x9 in the plane of the truss only. ..--- j' o 2 5 M-3x6 • • 1-00 2-06 [PROVIDE FULL BEARING;Jts_2,5,4 ! `c' 89782PE 9c' JOB NAME : J-1852 STONE BRIDGE - AJ2 ,/ Scale: 0.6965 - --_- •---- WARNINGS: GENERAL NOTES, unless othercns noted, • v OREGON 4!)1 Bide and erectcontractor should be advised of all General Nates 1.This design is based oNy upon the parameters the and tar an individual Truss: AJ2 and Warnings before conetruction commences. bulking component Applicability of design parameters and proper /1//, i2 � 2.2aa cempression web bracing must be installed where mown.. ncorporNbn of component b the responsibility or IM building designer. C/ Y • 3.Additional temporary Nwing to insure stability during construction 2.Design assumes the lop and botlam chords tc he laterally braced at q RY 1`� !G 'e Ins responsibility of the erector.Addlbnal parmeneM bracing o/ 2'o.c.and al 101 o.c.respectively radsu braced throughout their length by DATE:: 7/1 /L I]1 the overall structure Is the responsibility I IM btaHWfl des) continuous sheathing such as Arwood aMalhing(TC)sudor drywaIPBG). k p/Y UI. 1'\ pont N o p designer. 3.2a Impact bridging or lateral bracing required where mown•. �'S SEQ. : K 1 3 0 0 2 3 2 a.No load should be applied to any component un,after all bracing and 4.Inalalaten of truss is the responsibility of the respective contrectot. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment. TRANS ID' LINK design loads be applied to eny component. and are or"dry condition.of use. I 5.CompuTrua has no control over and assumes no rasponsibilty for me 6.Design assume.NI bearing al all supports SPOOn.Shim or Wedge if EXPIRES: 12/31/2016 _ necessa fabrication,handing.shipment and installation of components. rv. 7.Demgn assumes adequate drainage is provided. • July 13,2015 6.The design is furnished subject to the imitations set forth by 9.Plates mall be located on both faces of truss.and placed so thew center • TPINJrCA in SCSI.copies of whbh will be banished upon request. lines coincide with join center lines. 9.Digits indicate sae of plate in inches. MiTek USA.Inc./CompuTruc Software 7.6.7SP2(1L)-E 1D.For bask connector plate design values see ESR-1311,ESR-lgee(46Tek) I J This design prepared from computer input by ye ;.UMBER DPECIFICATIOND TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 7xl RIIF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-5=(0) 0 2-3=(-251) 106 RC) 2::4 RODE 416BTR SPACED 24.0" C.C. 2-3=(-104) 205 WEBS: 2_:4 KDDF STAND 3-4=1 -25) 16 LOADING CI LA.TERA:. SUPPORT <_ . UON. LL! 25.016DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <_ 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) LETINS: l-06-15 I-3,-I5 0'- 0.0" -62/ 2927 -2/ 430 5.50" 0.47 KDDF ( E25) LL = 25 PSF Ground Snow (P9) 1'- 9.2" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) =EPHA.N1.2. 12.0" 0.0" 1'- 11.7" -29/ 46V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.303" @ -1'- 0.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 11.7" Allowed = 0.100" MAX TC PANEL TL DEFL = -0.002" @ 0'- 11.7" Allowed = 0.149" 12 5.00 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind( 140 mph, h=19.7ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads „, in the plane of the truss only. • M-3x9 4 o w j- o0 2 S-- 1M-3x6 • • • 1-00 2-00 ',PROVIDE FULL BEARING;Jts:2,5,4 �ok.D PR OFFs 7oLNE \ c-; `z' 89782PE �<' JOB NAME : J-1852 STONE BRIDGE - ASJ1 _ Scale: 0.7049 WARNINGS: GENERAL NOTES less Othenvise noted: 1.Builder and erecta contractor should bedv'sd of all General Notes I.This design based Ny uponthe parameters she and is b Inds/Must Truss: ASJ1 and Warnings before commences. b'kting component.Appkcabiay f design parameters and proper9,L OREGON (5O4 Q„ 2.2s4 compression web bracing must be installed where shown•. incorporation o1 component k the responsibility of the building designer. ��J� �^RY 15 (i �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Gordis to he labra broad at 77 'l b the respnnstblliy of the erector.Additional permanent bracing of 2'o.c.and at 1 V o.c.respectively unless broad throughout(heir length by - :..--,TE: 7/13/2015 the overal structure is the responeibiiry of the building designer. continuous sheathing or sten a plywood tireshead where s ownandt•drywaN(BC). �'A U L �\ ].2s Impact bridging or ail nal bracing required whets Mown • SEQ.: K 13 0 0 2 3 3 4.No dad should be applied to any component until after se bracing and 4.Instillation of truss is the responsibility Otte respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used Ina nonrnrrosse environment, design loads be try compone and are for"dr),condition"of use. TRANS I D: LINK g^pa applied to o N. 6.Design assumes ful bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 5.C D T has no control over and responstilily for the neCescary Ib1 nhandling. n'p land'sblat' IcomporenlS T Design assumesadequatedrainagesprovided. July 13,2015 a ' • 6.This design is furnished subject to the limitations set forth by S Plates Thal be fowled on both has al truss and placed so their center TPLWSCA in SCSI,copies of wtool,eel be furnished upon request lines corrode who pint center Ines. • Wel,USA,Inc./Com uTrus Software 7.6.7SP2(1L E S.Digits indicate sae of plate in inches. p )- 10.For basic connector plate design values sea ESR-1311,ESR-1980)MITek) This design prepared from computer input by JP 1 LUMBER SPECIFICATIONS 9-10-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 ODOR k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-952) 245 1- 6=(-1'4) 799 6- 2=( 0) 154 BC: 206 KDDF 416BTR 2- 3=(-799) 235 6- 7=(-1'7) 807 6- 3=(-72) 64 WEBS: 2,4 KDDF STAND; LOADING 3- 9=(-965) 246 7- 4=(-1'2) 315 3- 7=) 0) 151 2x4 DF STAND A LL = 25 PEE Ground Snow (Pg) 4- 5=( 0) 43 TC UNIF LLi 50.01+DLI 14.0)- 64.0 PLF 0'- 0.0" TO 4'- 0.0" V s TO LATERAL SUPPORT <_ 12"DC. UON. TC UNIF LI.,i 75.01+DL( 1.01= 96.0 PLF 4'- 0.0" TO 5'- 10.5" V B': LATERAL SUPPORT <_ 12"00. UON. TC UNIF LL, 50.01+01: 14.01= 64.0 PLF 5'- 10.5" TO 9'- 10.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRA AREA BC UNIF LL( 0.0)+51) 30.01= 30.0 PLF 0'- 0.0" TO 9'- 10.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -134/ 622V -26/ 18H 5.50" 1.00 RODE ( 625) NOTE: 204 BRACING AT 24"02 LION. FOR TC CONC LL( 101.0)+DLI 28.01= 128.0 LBS @ 4'- 3.0" 9'- 10.5" -179/ 748V 0/ 051 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DLI 28.01= 128.0 LBS @ 5'- 10.5" ICONS. 2 Design checked for net(-5 psf) uplift at 24 "pc spacipg. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ 5'- 10.5" Allowed = 0.448" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.030" @ 5'- 10.5" Allowed = 0.597" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.202" @ 30'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 10'- 10.5" Allowed = 0.133" 3-10-03 2-00-10 3-11-11 • MAX HORIZ. LL DEFL = 0.004" @ 9'- 5.0" 12 .128N .12811 12 MAX HORIZ. TL DEFL = 0.006" @ 9'- 5.0" 5.00 ..5.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-15, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-6x6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2.... M-3x4 _ M-3x5 • o p AI 0 M-3x4 M-1.5x3 I • 3-06-05 2-10-02 3-06-01 I 9-10-08 1-00 • �,olD P R OFFss 89782PE 9I- • JOB NAME : J-1852 STONE BRIDGE - BH1 Scale: 0.5597WA - -__--- 1.Budder GENERAL NOTEdesign unus nh noted. "-yam OREGON s Q' 1 B Ids and erectionVactor N lel be advised of all General Notes 1.This desgn's based only uponthe parametersshownnd' b individual ' � Truss: BH 1 and Warnings belure construction comnenses. building component Aypisabtaty of design parameters and proper A v 2.ha compression web bracing mut be installed where shown+. incorporator of component is the reegnaibtiry of the biking designer. 4 R y 1 S .. �,Q' 2.3.Additional temporary bracing to Insure stability during construction Design assumes the lop and bottom aside to be iotareM bead al �� e the responsibility or the enactor.Additional permanent bracing or 2 o.c.and M 1 D o.c.respectively a ieu bawd throughout thee length by \ DATE: 7/13/2015 the overall structure is the responsibility r the building m cominwua sheathing such as plywood sn.afmrg(Tc)arson drywalNec). p^' L pens ty o g sgner. 3.Ix Impact bridging or Must bracing required where shown++ �"5 V SEQ.: K 13 0 0 2 3 4 4.No load should be applied to any component until alter.l bracing and 4.Installation of truss is Me responsibility of the respective contreolor. fasteners ars complete end al no time should any loads greeter than 5.Design assumes trusses ars to be used in a noncorrosive environment, TRANS ID' LINK i desgn loads be applied to any component. and are for"dry cbnadle�of sees. 5.CanpuTrus has no control over and assumes no responsibility for the 6.Design a assumes lust bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016. fabrication.handing,shipment and installation of components. ry T.Design sslnalbabcaeduele onbothircgelebsprovided. July 13,2015 6.This tlesign a furnished subject to the limitations set forth by B.Wales sh.l M located on born taws or truss.and Plewa so their center TeliWrCA in SCSI,copes of which coil be fureaMd upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.7.SP2(7LBE 10.Dow ds t basic connectore sue plate plate deeinches. design values wit ESR-1011,ESR-19B/(MYTeN) This design prepared from computer input by JP .....:'ER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,1 0550 H OBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=10) 0 2-3=1-254) 99 P.C: 2::4 K000 1412,BTR SPACED 24.0" O.C. 2-3=(-96) 193 2.:4 KDDF STAND 3-4=1-311 10 LOADING I .0 LATERAL SUPPORT <= 12"SC. UON. LL( 25.0)+DL1 7.0) ON TOP CHORD = 32.0 PIE SC LATERAL SUPPORT <= 12"::C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-SI-00 1-04-00 0'- 0.0" -50/ 312V -2/ 43H 5.50" 0.50 KDDF ( (25) LL = 25 PSF Ground Snow (Pg( 1'- 10.9" -66/ 46V 0/ .H 1.50" 0.07 PUDE" ( 625) .,..''KHANS-: 0.0" 4'- 0.0" 0/ 390 0/ OH 5.50" 0.06 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS CF IBC 2012 AND IRC 2012 NOT BEING MET. iCOND. 2: Desitinchecked for net(-5 psf) uplift at 24 oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.104" l' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 1.9" Allowed = 0.070" 12 MAX TL CREEP DEFL = 0.002" @ 1'- 1.9" Allowed = 0.093" 5.00 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.005" @ 2'- 1.4" Allowed = 0.195" , MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dirl, 4 load duration factor=l.6, 04 3x4Truss designed for wind loads 3 i 1 in the plane of the truss only. , i cr K14 6-I �\ I 4l O N 0 1 o L1 M-3x6 1-00 9-00 'PROVIDE FULL BEARING;Jts:2,4,5 ��co P R OFesS mac. �NGINEF� /02 cc' 89782 PE 9r,. JOB NAME : J-1852 STONE BRIDGE - BJ1 Scale: 0.7163 - - -. --- WARNINGS GENERAL NOTES. Nss Othenvise noted'. (,/ 40 t.Budder and rection contractor should be advised of all General Notes t.This design based only uponIncparameters ho ndI for an individual J OREGON �l Truss: BJ1 end Waminge before construction nences building component.Applicability of design ammeters and proper • (.Ja ��//' (, Q' 2,2x4 compression web bracing must be Installed where shown.. incorporation of component la the re sponslbilly dine building designer. .r'f� (Jit�`- f. �� 3.Additional temporary bracing to insure stability during conWrucifon 2.Design red et tD the top and boftom chorda to be laterally braced a1 7 '-1 Y i J • is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 O o.c.respects pp unless braced throughout their length by .._... 7/i 3/L':.= the social structure Is the reaponaibil I the building de continuous sheathing such as plywood sheathing(TC)and/or drywaWB01. ir - A U L �\ --T ' f N og spier. 3.2r Impact bridging or lateral bracing required where shown v e SEQ.: K 1 3 0 0 2 3 5 4.No load should be applied to any component until after al bracing and 4.Installation of russ is the tesponaibtlly of respective unbeaor. • • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses We to be used Ina non.corrostre environment, • TRANS ID: LINK design Wads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge i/ EXPIRES: 12/31/2016 tabricata n,handl 6 necessary. e ng.s smenl and installation of component. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design is furnished subject to be Imitations set forth by B.Plates Nal be located on both laces o/taw,and Maud ac mea untan TPUWTCA in EMS!.copes of which MI be furnished upon request lies coincide Digits ijointanternc s. I MMae!,USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 1o.For basic size Rteplata dasinnectorr pa p pren he values ase ESR-1311,ESR-1888(MiTaI) 1 This design prepared from computer input by JP a LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 204 RIDE 8166TR LOAD DURATION INCREASE = 1.15 BC: 2-3=( 0) 43 2-5=10) 0 2-3=(-299) 60 2x4 KDDF d16BTR SPACED 24.0" O.C. 2-3=(-91) 209 WEBS: =x4 KDDF STAND 3-4=(-44) 41 LOADING TC LATERAL SUPPORT 0= 12"3C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF e BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ...:.TIN.`:: 2-00-03 2-00-00 0'- 0.0" -54/ 3300 -5/ 68H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( E25) OVERHANGS: 12.0 0.0" 3'- 11.7" -53/ 113V 0/ 20 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,COND Design checked for net(-5 psf) uplift at :4 "o0 -- spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LCADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.202" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.303" @ -1'- 0.0" Allowed = 0.133" - -- --- -- -- - -- - MAX LL DEFL = (1,028" @ 1'- 9.2" Allowed = 0.154" MAX TL CREEP DEFL = -0.027" @ l'- 9.2" Allowed = 0.206" 12 - MAX HORIZ. LL DEFL = -0.012" 0 3'- 10.9" 5.00 MAX HORIZ. TL DEFL = -0.011" 9 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 ti M 0 i ,1 r, m O 1 2'.-_-=-:. -- .• 5� M-3x6 • 1-00 4-00 PROVIDE FULL BEARING;Jts:2,5,4 4 „kED P R QFFsd' , .1,c0 �NGINk i, %0 4r' 89782PE 9' • JOB NAME : J-1852 STONE BRIDGE - BJ2 Scale: 0.6492 - . WARNINGS: GENERAL NOTES unless oMerwisa noted- (� Truss: BJ2 1.Balder and erection contractor W ldbe dv' dolallGeneralNotes 1.Thisdesg based rdyupon the paramet. sly and wranindividual ',� '7 OREGON (�'°" Q„ end Warnings before construction commences building component Applbabllry of design parameters and proper Y 2y 2.2s4 compression web bracing must M Installed where shuvm.. uworporetwn alcomponent is the responsibility of the building designer. 1/7, � �yl�y r V A. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be teteraM braced at 'l :.7 ��j` n the responsibilMy or the erector.Additional parm•unl bracing of 2'o.c.and a110 o.c.respectively unless braced MnughoV IMS length by {� V DATE: 7/13/2015 the avant structure Is IM responsibility or the building designer. continuousactsheathing sten as plywood sheathing(7C)heres ow and/or drywaY(BC). '°A UL T'\ 3.In Impact boil trusings or the rel bracing required where shown.a SEQ.: K 13 0 0 2 3 6 4.No load should be applied to any component unlit after•l mating and 1.Installation of truss Is IM responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design essumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design wadsbe applied to any component. .nitanett dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes rut bearing at ad supports shown.shim or wedge if ••eery EXPIRES: 12/31/2016 • tebrwslwn,handing.d subbed and installation ofcomponents.by 7 Design assumes adequate drainage s provided July 1 3,2015 6.This design s furnished subbed la the limitations set forth by A Plates Mal M located on both faces of buss.and pleud so their center TPNWTCA in SCSI.copes of whidr wit be furnished upon request. lines coincide with joint center lines. g.Digits indicate sbe of plate in inches. MiTel,USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E tI.For basic connector plate design values we ENR-1311,ESR-1958(Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 a TO: 204 KDDF B1sBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-49) 38 1-3=(-25) 24 2-3=(-69) 77 I BC: 205 KDDF 61&HTR SPACED 24.0" O.C. WEBS: 2x4 RODE STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 235V -18/ 43H 5,50" 0.38 KDDF ( 625) TOTAL LOAD = 42.0 PSF 2'- 6.0" -135/ 597V 0/ OH 5.50" 0,96 KDDF ( 625) tt For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(c5_pofl uplift at 24 "oc spacing. ADDL: BC CONC LL+DL= 622.0 LBS @ 2'- 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL LL DEFL = 0.003" @ 1'- 4.5" Allowed = 0.136" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX BC PANEL TL DEFL = -0.007" @ 1'- 8.7" Allowed = 0.106" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP MAX BORIZ. LL DEFL = -0.000" @ 2'- 4.3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = -0.000" @ 2'- 4.3" • 2-06 Design conforms to main windforce-resisting i system and components and cladding criteria. 12 S.DO �'? Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir(, load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 -I M-3x41 ----1 1`� 0 l Inv 0 l ti o _ 0 f_'1 - _-.-_-___ .-__ - --_ I _i 1 7 •+ 3 M-3x6 +6226 I 2-06 $.° EN9 GINE /°2� Q 89782PE r e JOB NAME : J-1852 STONE BRIDGE - Z1 ti Scale: 0.6456 -v ---_ WARNINGS: II' 43 udderOThis design unless on i 3 1. 1. only parameters antes and is for an Individual y� • Truss: Z1 and Warnings before construdnn commences. building component.Applicability of design parameters and proper / n4 2 2s4 pression web bracing must be Installed where chows+. ncoryoratbn or component is the responsibility t of Me building hapner. G 3 Additional temporary bracing to neuro stability during construction 2.Design assumes the lop and bottom chords to be laterally braced N R `+/ N is the responsibility of the erector.Atldsnnel permanent bracing of Y a.c.and at 70 oc respectively bless braced)TC)a out their length by lr ON v DATE: 7/13/2015 the overall structure Is the responsibility or the bulbi de continuousImsheathingor lateral as plywood required where and/or drywatl(BC). pA' t L �' + n0 designer. 3.20 Impact bridging or bracing whets shown++ t/ SEQ.: K 13 0 0 2 6 8 l 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to Is used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for-dry condition'of use. 6.Design assumes NNIbearing atall supports shown.Shim orwedge 8 EXPIRES; 12/31/2016 5.CompuTrus has no control over and assumes no responsibility lot the necess, fabrication,handing,shipment and installation of components. a.7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss.and placed so their canter TPLM?CA in SCSI,copies of which vel be furnished upon request lines coincide with joint center lines. B.MiTek USA.Inc./Com uTrus Software 7.6.7SP2(TL E S Fort isdbonneate cer platef plate n design P j' 10.For basic connector tlespn vabes see ESR-1311,ESR-1588(MiTek) 1 This design prepared from computer input by JP r LUMBER SPEC IFIC.AT I ONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cis=1.00 TC: 2x4 KDDF CI6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9-(-66) 73 3-4=(-180) 185 BC: 2x4 KDDF 8120TR SPACED 29.0" O.C. 2-3=(-147) 190 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT <= 12"CC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOPZ BPG REQUIRED BRG AREA SC LATERAL SUPPORT <= 12"CC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -63/ 365V -57/ 121H 5.50" 0.58 KDDF ( 625) O':EP.HANTS: 12.0" 0.0" 5'- 0.0" -39/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans --- ICOND. 2:.Designchecked for net(-5 psf) uplift at 24 oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.073" @ - 9.3" Allowed = 0.344" MAX TC PANEL TL DEFL = 0.068" @ 2'- 9.3" Allowed = 0.516" 5-00 ------- -- - ----- --- ------ --- - - MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 9.00 - M-1.5x3 Design conforms to main windforce-resisting e system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I': . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • r 0 oo I o • r o • .• III o 1 M-3x9 M-1.5x3 1-00 5-00 ,sc���ED P Op 4.FS�, /So. �NGINEF9 /%2 89782PE C 't ., JOB NAME : J-1852 STONE BRIDGE - F2 ' Scale: 0.5913 WARNINGS GENERAL NOTES, antes MUNN.noted' I.Builder and erection contractor should be advised of all General Notes 1.TN.design Is based era/upon the parameters shown and is for an Individual ';''''7 92-OREGON ���- _- Truss: F2 and warnings beare construction commences. brawn component.Applicability of design parameters and proper 2.2s4 compression web bracing mut be Natalia where shown•. iraeryoralbn of component k the responsibility of IM balding designer. !J (�,q RY 1 2 Q, ' 3.AddRional temporary bracing to luxe stability Wag construction g.Design.paws the by and bottom Gads b be bteraN braced tl 7,L1 (�. is the responsibility of the erector.Additional permanent bracing of Sox.and at Id ole.respectively visa broad throughout their length by /? /3/1/ v DATE: 7/13/2015 the overall structure is the responsibility of the building d. continuous sheathing aunt as plywood wapdnelr s ownend•arywa(eq. "+ PA ^ L �� dtlaq spur, 7.is Impact bridging or lateral bracing required where.lawn•.• �1 SEQ. : K1300267 4.No bad.Oroald be applied barry ooepon.nt ball AN,.1 brandO and 4.Insbaatbnoftruss Ithe responsibility ofthe respective contractor. fasteners are complete and at no ams should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosNe environment, design loads be applied to any component. dna are ler"dry condition.of use. TRANS ID: LINK 6.DeeigntuumaaAllbearingatalsupportsshown.Shimorwedgeif 5.OompuTrus has no control over and assures no responsibility for the mere EXPIRES: 12/3.1/2016 fabrication,handing.shipment and installation ofcomponens. ase7. a 7.Design assumes adequate drainage e Y provided.an 6.Tnisdesign lefurniiaaa.ebpabtielmwlbnsset rormw B.pmeeahabebcat.denbemfac..eiau.s..nel+tec.aeBancenter July 13,215 TPINJrCA in SCSI.copies of which will be furnished upon request. lines coincide with pint center lines. • s. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10 Diggs but cone,N�oppbede igchal lite design values see ESR-1711,E6 R-I g66(Wei) This design prepared from computer input by op LUMBER SPECIFICAT IOt1S TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TO: 054 KDDF 816010 LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(-66) 73 3-9=1-180) 165 BC: 2x4 KDDF 616976 SPACED 24.0" O.C. 2-3=(-197) 190 WEBS: 254 KDDF STAND LOADING IC LATERAL SUPPORT <= 12"3C. 005. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOP.Z BP.G REQUIRED BRG AREA BC LATERAL SUPPORT 5= 12"DC. LION. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PS 0'- 0.0" -63/ 36W -57/ 121H 5.50" 0.58 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 0.0" -39/ 194V 0/ OH 5.50" 0.31 ROOF ( 625) • LL = 25 PSF Ground Snow (Kg) M-1.55.4 or equal at -structural ,-• IL4Np. 2' Design check fQr net(-5 psf 1pl ift at 24 "oc s�aci Dg. ver tical members ;Sot). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.073" @ 2'- 9.3" Allowed = 0.399" MAX TC PANEL TL DEFL = 0.D68" @ 2'- 9.3" Allowed = 0.516" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" '-- ----- - -- - --- - ----- - - MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 • I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,K' TEndusVs erdti ciaglneds)forr e wenpd osodadtso wind, in the plane of the truss only. ' Truss designed for 402 outlookers. 2x4 let-ins / of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 / Outlookers must be cut with care and are ,� o permissible at inlet board areas only. I1 � 1 m o ru M-3 r.5 '. 0 o 0 1 2- 4 M-3x9 M-1.5x3 1-00 5-00 Kc:c PR OFee, (c= : �NGINEF'9 /a2 89782PE 9' JOB NAME : J-1852 STONE BRIDGE - F1 Scale: 0.5992 WARNINGS: GENERAL NOTES, uMeaolheaneete `y OREGON �r • 1 Bim and s bebr contractoron co a,wind of al Gena rel Nolee i.bG,eg co ip bawd oNy upon tl.pang par crown ane le ter an IMNIOu,I • e ,,Q, T rUSS: Fl and vr.mnge abre conbuctbn commences. Incorporation wmporoM.Anent is the of design p,nm•tereane proper (�0 2.3e compression web bracing mut be Metaled Mira shown.. Incorporalbn of component is m.respornWily of g.building designer. ..ey R 1 V 3.Additions'temporary bracing m Insure stability during construction 2.Design assumes as fop and bottom chords m m'sternly braced at "7 19:4". : q 5 la 81e responsibility of Ilse areas.Additional permanent bracing of z o.c.and el Pr o.c.respectively Waw Gaud throughout their length by T n DATE: 7/13/2015 the overal structure*the re retail f tlr continuousctsneaMkg sten as acing re aired where re)angor arywaWie). PA U L R\ spa N o building designer. 3.xa Impact bridging or latent bracing required wnera grown.. SEQ.: K 13 0 0 2 6 6 4.No load should be applied to any component until after,l brining and 4.Inge/fan of truss is the responsibility of IM respective contractor. fasteners are complete and el no time should any loads greeter than 5.Design assumes Wssa are to be used ins nencorrosbe environment TRANS ID: LINK design loads beapplied many component. and are for'Sty condition.ofuse. 5.DompuTrus has no control over and assumes no responsibility for the N.Design assumes fig bearing al all supports shown.Shim or wedge If emery EXPIRES: 12/31!2016 hbrirdesig neneelg,Wpmentand inwlelbnolwmuneNs. 7,Dadpnassume,adequtedralneg4provded. .IUIy 13,2015 6.This design le Nrnisned subpa to the imitations al forth by 8.Plates Mal be looted on both raps of hoc and placed so their center TPIWTDA in SCSI.wpbs of which wit be famished upon request. Ines coincide with eel carter tees. 9.Digits indicate site of plate in inches. • MiTek USA,Int./CompuTrus Software 7.6.7SP2(1L)-E II.For bask connector plate design values see ESR-1311,ESR-1988(WTO) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 CC: 2:t4 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(-33) 35 2-3=(-269) 114 BC: 2x4 KDDF N1sPTR SPACED 24.0" O.C. 2-3=(-91) 195 4-5=( -94) 44 WEBS: 204 KDDF STAND 3-4=(-61) 57 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"3C. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LETINS: 0-11-06 S-00-00 12 0'- 0.0" -64/ 295V -27/ 60H 5.50" 0.97 KDDF ( 625) 8.00 r • LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -23/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL `OND_ 2 _ i n " For hanger specs. Sze approved plans REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ._ Design checked for net(-5 psf)-.up_l ft at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 0'- 8.4" Allowed = 0.054" MAX TL CREEP DEFL = 0.003" @ 0'- 8.4" Allowed = 0.072" M-1.5x3 MAX HOPIS. LL DEFL = 0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.3" 4... Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. 3 , o 0 N 1 L_. _. i 2L-.-.__• _.. a 5 J M-3x6 M-1.5x3 • • • ���Ep PR aF�r�S 1-00 2-00 ���g .NGINEF9 /0* 89782PE 9l- JOB NAME : J-1852 STONE BRIDGE - E2 /// ( Scale: 1.0565 OTES, unless othenese WARNINGS:adderrrhe I.Tras1L tbnolcom le the r mfad ‘;;;P414, 'I OREGON 'w ( 1.Builder and erection conbacbr should b•advised of all Genets Notes 1 The ds is Dowd only the parameters sheen and b ler an individual N' Truss: E2 and Warnnge Debra conebudon commences. bolding component.Applubity of design persnebra and proper I (� 3.ba compression web bracing mW be Metaled where Www+ pore port sponabYYy oldie building designer. �� Y ��� porery bracnp stability 2.Design assumes the by and bottom theta b a Merely bread at 9�'1 RY 1' 3.Additional tum to insure afa construction \ e be responsibility of the erecter.Additional permanent bracing of 7 sc.and la 10'o.c.51GB.web recess brand throughout their length by continuous sheathing such as plywood sheathing(TD)ander drywalyBDl. PA r t DATE: 7/13/2015 Me overall structure*the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ U SEQ. : K 1 3 0 0 2 6 5 4.No bad should be applied to any component until altar all bracing and 4.Installation of truss A the responsibility of the respective contractor. fasteners are complete and at no time should eny beds greater than B.Design names truwas are to be used In a noncorrosive environment, , TRANS ID' LINK design loads be applied to any component. anaereror arycondition'oluse. 5.Compurrus has no control over and assumes no responsibility for the 6.Design assumes hull bearing at al supports shown.Shim or wedge d necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and r.leWben of components. 7.Design assumes adequate drainage A provided. • July 1 3,2015 6,This design a furnished steed b the lmblem cel forth by B.Plates Nal be located on both bus of truss,and placed w thew center TPVWTCA In BGSI,copes at which will be furnished upon request. lues coincide with joint anter lies. 9.Digits hcol. �epeeg Mack USA.Inc./CompuTrus Software 7.6,7SP2(1L6E 1or basicnecplatdesiqe values asa EBB-1311,ESR-1911S(blTek) This design prepared from computer input by JR LUPMBER _.--4checked (– p p „ _. SPECI FICATmNs TRUSS SPAN 2'– 0.0" GOND. 2: Desi n for net(-5 5 sf) u lift at 24 oc spacing. acrng. TC: 204 KDDF N16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main wi ndforce–resisting BC; 204 KDDF p166TR SPACED 24.0" O.C. system and components and cladding criteria. I TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, ed.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights(, Enclosnlos ed, Cat.2, Exp.B, MWFRSIDir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, 12Truss designed for wind loads 8.00 F7 LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. able end truss on continuous bearing wall DON. LIMITED STORAGE DOES NOT APPLYDUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 2 DESIGN ASSUMES SHEATHING TO ONE FACE. N O O I O 1 - - _– — / 3 4 I — �, ���ED P R OFFS 1-00 - 2-004.9 �GINEF9 /d29 e• / 89782PE r' - JOB NAME : J-1852 STONE BRIDGE — El ,, ..-----7.___::: .' Scale: 1.0582 �' , WA I.Bidder O. his de NOTES, unpaonthrwise param parameters 7,OREGON O^� 1.Bufttler antl traction contractor should G advised of all General Notes 1 This design la based only upon the parameters shown and 4 for an kldNldual Truss: E Z and Warnings Gore construction commences. building component.Applicability of design parameters and proper � `. Incorporation of component 2.2v4 compression web bracing must be Installed Wien shown+. o these responsibilityresponsibilityo/the building designer. / 4 P 1 •lG 3.Additional temporatemporary bracing to eone stability during construction• 2 Design assumes the top and bottom chords to be laterally braced N +' o.c N the reNonsibildy of the tractor.Adtlftbnel permanent bracing of 2 a.c.end at f 0 tee roach Re ply unless bread(TC)Re cel their length by ` DATE: 7/13/2015 the overall structure is the responsm I Me buildingde continuous5lege sheathing later as acing re Arad where ese a dryvnft(BC). " p�' r �+ iffy o designer. 3.2a Impact bridging or lateral teasing required where shown++ 4J SEQ.: K 13 0 0 2 6 4 4.No bad should be applied to any component until after all bracing and 4.Inbtalalan of truss is the responabibty of the respective contractor. Fasteners are compote and el no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim for wedge ft EXPIRES: 12/31/2016 fabrication,handing, ceaary. shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design N furnished subject to the imitations at forth by B.Ptates shaft be bwletl an bent laces of buss,and placed a Ihek center • TPINJTCA in BCSI,copies of which wit be furnished upon request. lines coincide with Joint center inns. Digits cop MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.Farrbasic ector plate deNpe values see ESR-7311,ESR-1968(MiTek) 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 TO: 2x4 KDDF Bl6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3-(-250) 47 BC: 2x9 KDDF H16BTR SPACED 29.0" O.C. 2-3=(-89) 206 WEBS: 2x4 NODE STAND 3-4=(-42) 54 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ RRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-02 2-00-00 0'- 0.0" -36/ 395V -6/ 82H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -152/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) OVERHANGS: 12.0" 0.0" 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _"'- - ---" --- _. ICOND_2_ Design checked for ne ts_5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-00 MAX LL DEFL = 0.045" @ 1'- 9.2" Allowed = 0.221" - ___.__-_ _ .-_._-__ ___.._� MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.169" MAX BC PANEL TL DEFL = -0.103" @ 4'- 1.4" Allowed = 0.962" 12 • 5.00 (17-- MAX HORIZ. LL DEFL = -0.019" @ 4'- 11.2" MAX HORIZ. TL DEFL = 0.024" @ 4'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Ali Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ca'. load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 . I m 0 N m . -.[1 :1 o 1. M-3x6• • • • 1-00 PROVIDE FULL BEARING:Jts:2,4,5 1 8-00 o4ED P R()Fes� G. ...00A4-i, s0� �` '' /89782PE < JOB NAME : J-1852 STONE BRIDGE - DJ3 - Sale: 0.6125 �" > - .. 1� / 1,___-_--_____ WARNINGS: GENERAL NOTES, unless on ervAee toted. OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is bated only upon I e parameters shown and k for an IndNbual -94, Truss: DJ3 and Warnings before conaveakncommences. buldingcomponent.Applicabagofdeagnparametersandproper Z' .4 .- incorporation of 2s4 compression web bracing must be Installed'Aerie shown.. ncorporallon of component k the retponslbllly of the building designer. 3• .Addkonel temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords s be tete rally braced sl 7,(`� q ley 1'� k,.; • is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 7O o.c.rsspects plywood unless Gaud throughout their dg oskR by "T 1 {� - DATE: 7/13/2015 Ise overall structure Is the responsibility of 6e building designer. contbuous sheathing such as plywood r.4,.d ng(TC)and/or dnywzll(BC). AA U L ``\. 3.20 Impact bridging or lateral bracing required where shown•a• SEQ. : El3 0 0 2 6 3 A No load ahoeb be applied am acomponeu until after al bracing and 4.Inelalatbn of truss Is the responsibility of the respective contractor. , be used are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non<orrosHe environment. TRANS ID: LINK design loads be applied to any componee. and are for"dry condition.or use. 6.LompuTrus has no control over and assumes Cl responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If teary. EXPIRES: 12/31/2016 fabrication,handling,shipmenttaWtbn of components. 7.Design assumes adequate drainage k provided. July 1 3,2015 6.This design is furnished wittiest the to the limitations set forth by 8.Plates shag be looted on both faces of truss,and placed so their center TPOWTCA in SCSI,copies f which will be furnished upon request. lines coincide with pint canter tines. I.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E tO.For bask connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 204 KDDF d16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=10) 0 2-3=(-262) 34 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-86) 201 i WEBS: 2x4 KDDF STAND 3-4=(-64) 72 LOADING TC LATERAL SUPPORT <= 12"3C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF " BC LATERAL SUPPORT <= 12"20. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -47/ 436V -8/ 10tH 5.50" 0.70 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.9" -130/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) OVERHANGS: 12.0" 0.0" B'- 0.0" D/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. (CONU. 2 Design checked for net(-5 psf fuplrftat 24 "oc pa cipg. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-05-11 MAX LL DEFL = 0.118" @ 1'- 9.2" Allowed = 0.295" MAX TL CREEP DEFL = -0.152" @ 1'- 9.2" Allowed = 0.393" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" 5.00 7 MAX HORIZ. LL DEFL = -0.050" @ 6'- 4.9" 4 MAX HORIZ. TL DEFL = 0.058" @ 6'- 4.9" 7 i Design conforms to main windforce-resisting system and components and cladding criteria. 'y- Wind: 140 mph, h=20.7ft, 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. 0 M-3x4 Io m • o 1 J M-3x6 • 1-00 .PROVIDE FULL BEARING;Jts:2,4,5 8-00 ���E"0 PR Q,i ,S\� �NGINEE9 /01 . e 89782PE r JOB NAME : J-1852 STONE BRIDGE - DJ2 Scale: 0.6000 WARNINGS' GENERAL NOTES, bless otherwise noted'. 7i v "01 Builds and neaten contractor should be advised of at shown Notes 1.This design is based only upon the parameters awn and 410,an indtldial 7 OREGON o �. Truss: DJ2 and Warnings before conduction commences. bony component.Applicability°Idsagn parameters and proper 2.2sI compression web bracing must be installed where shown.. incorporation of component is the reaponrWilly of the bustling designer. 2.Design asscomes the lop and bottom chards to be laterally braced at CRY -V5 _(�/ 3.Addition!temporary bracing b insure stability Going condudlon 7 o.c.and al 10 o.a.respective*unless braced throughout INV length by Q v 4 the responsibility of elector.Addlalrl permuent bracing of continuous sheathing such as plywood sheamkp(TC)anchor drywatyBC). �� pA U L ``\ DATE: 7/13/2015 tie overall structure*the responsibility o1 the bustling designer. 3.2v impact bridging or lateral*acing required where shown.. SEQ. : K 13 0 0 2 6 2 4.No load should be applied to any component until altar a1 bracing and 4.Installation of truss Is to responsibility of IM respective contractor. _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are la be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over end assumes no responsibility for me 6 nDauass assumes NI bearing at W wpoorb shown.Shim or wedge If i EXPIRES: 12/31/2016 fabrication,handing,shipment and inabbtbn of components. 7.Design ssumes adequate drainage 4 prodded. • July 13,2015 6.This design is furnished subject to the imitations set forth by 8.Plates ahal be looted on both tauss s of tru .and eland so 1110i1 center TPIWICA in SCSI.copies al which will be furnished upon request. lines coincide with joint center Was. • 9.Digits indicate sin of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7-SP2(1L)-E 1O.For basic connector plate design values see ESR-1311,ESR-1989(Rink) This design prepared from computer input by JP ' LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 204 ROOF H1IBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=(-278) 42 BC: 2x4 KDDF 911&BTR SPACED 24.0" 0.0. 2-3=(-82) 199 WEBS: 2c4 KDDF STAND 3-4=(-91) 97 LOADING TC LATERAL SUPPORT <= 12"30. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B0 LATERAL SUPPORT <= 12"20. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .,.,T 100: 2-00-05 2-30-00 0'- 0.0" -60/ 500V -11/ 127H 5.50" 0.90 KDDF ( E25) LL = 25 PSF Ground Snow (Pg) 8'- 3.2" 0/ 83V 0/ OH 5.50" 0.13 RODE ( 625) OVERHANGS: 12.11" 0.0" 8'- 6.0" -121/ 256V 0/ OH 1.50" 0.41 KDDF ( €25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - --"' --- ------ -- - - ICOND_2 Depkgn checked for neI_L-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=:./240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.292" @ 1'- 9.2" Allowed - 0.379" MAX TL CREEP DEFL = -0.373" @ 1'- 9.2" Allowed = 0.506" 8-06 - - -_- - _ - -- - MAX HORIZ. LL DEFL = -0.125" @ 8'- 5.2" MAX HORIZ. TL DEFL = 0.142" @ 8'- 5.2" 12 5.00 G'- Design conforms to main windforce-resisting system and components and cladding criteria. r/', Wind: 140 mph, h=21.1ft, TCUL=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 in the plane of the truss only. 0 M-3x4 , • 3 m 0 1 • • 'M-3x6 • • --- 1-00 PROVIDE FULL BEARING:Jts:2,5,4 8-06 WE PD R �g��0NG NEF�`S'/0 .c� 2 --89782PE r JOB NAME : J-1852 STONE BRIDGE - DJ1 . _- and ._-- - - 7 -� Scale: 0.5357 L./ WARessed:NINGS: j I. iNo, contractor shuN beavisofanerNotaa The design 4 based nand Individual OREGON Truss: DJ1 BWarnings ben cene edip wmgneApplicability ape promoters proper � "4Z/VV � 2Incorporapon of component is the responsibility of the building designer.2.ld compression web bracing coo=l be nWMd where shown•, 2assumes and bottom w be braced � �RYV chords 3. .Atltl loco emporery bracing to inure Nobility corea uGaT o.c.and N IV o.c.respectively unless bawd throughout their lengdu by ir el\-.4 me rssgrpibtily of the erector.Additional permanent Madrq of wngnuew shasHr orsuch as plywood tlrywa(SCI. lA ``C6TE: 7/13/201S : the overall structure is the resgwlblHy of IM building designer. 3.2s Impact bridging r Mimi bracing pe � • a. SEQ.: K13002611 4.No load should beimplied loany component until alter all bracing end 4.Installation oltruss sthe raeponaWYMyothe respective contractor. fasteners are complete and at no tin.Mould any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK I design wads be applied to any component and are for"dry condition"of we. S.CompiTros has no control over end assumes no responsibility for the 6.Design as .a lul b.aring at all wppartahown.Shim or wedge.f EXPI RES: 12/31/2016 fabrication,handling,shipment and installation of components. nsse�rysum ' 6.Trek design is furnishedsubjectto the limitations set forth by 7.Design assume`adequate drainage le provided, !, July 13,2015 8.Plates Mat be located on both faces of truss,and placed so their center TPNA/TCA In SCSI.copies of which wit be furnished upon request. lines coincide with Mint center lines. MITek USA,Inc./Com uTrus Software 7.6.7SP2 1L)-E 0.Digits masala size of plate In inches. F 1 to.For basic connector plate design values see ESR-1311,ESR-1090(Wok) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 274 ROOF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -320) 212 1-11=(-587) 2273 1- 2=(-2324) 606 8- 9=1-2416) 570 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2- 3=1-2160) 706 11-12=(-589) 2269 11- 2=1 0) 284 WEBS: 274 RODE STAND 3- 4=1 0) 0 12-13=1-557) 2039 2-12=( -387) 119 LOADING 3- 5=1-1911) 685 13-14=(-557) 2039 12- 3=( -100) 981 TC LATERAL SUPPORT C= 12"3C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 POE 5- 7=(-1932) 699 14-15=(-627) 2376 12- 5=1 -250) 136 BC LATERAL SUPPORT <= I2"JC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=(-629) 2380 13- 5=( 0) 112 TOTAL LOAD = 42.0 PIF 7- 8=(-2183) 721 5-14=( -219) 129 8- 9=1 -468) 185 7-14=1 -99) 490 NOTE: 274 BRACING .4T 29"0C 'JON. FCR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 43 14- 8=( -480) 193 ALL FLET TOP CHORD AREAS NOT SHEATHED 8-15=) 0) 294 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVEPHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -245/ 1454V -109/ 102H 5.50" 2.33 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 7.5" -285/ 1571V 0/ OH 5.50" 2.51 KDDF ( 625) •' For hanger specs. - See approved plans ,`OND. 2: Design checked for net(-5 psfl uplift at 24 ' pacing • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1)30 • MAX LL DEFL = -0.138" @ 17'- 1.5" Allowed = 1.685" MAX TL CREEP DEFL = -0.281" @ 17'- 1.5" Allowed = 2.247" MAX LL DEFL = 0.002" @ 35'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 7.5" Allowed = 0.133" • MAX HORIZ. LL DEFL = 0.058" @ 34'- 2.0" • MAX HOP.IZ. TL DEFL = 0.09"" @ 34'- 2.0" I Design conforms to main indforce-resisting system and componentsand cladding criteria. 15-07-03 3-00-10 15-11-11 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - ---- - -- --- --_-- -- ' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 6-::07-02 6-08-02 2-03-141-06-0506-051-03-14 6-09-14 6-09-14 load duration factor-l.6, -. .. -_..__ __ _.-. _ _ Truss designed for wind loads 13-07-08 14-00 in the plane of the truss only. . - ___- __ 4 6 12 M-4x6 - M-4x6 12 5.00 - 3 - M-5x8 7 `"f 5.00 M-5x10 " - M-3x10 2 I • -e M.-1.5x3 - . �; M-1.583 • - loo o o• • ..�. __ .. -" - _..__- _ _ __.._-_. -_. --J 1 •• 11 12 13 14 15 9 0 o M-4x8 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-4x6, 1 M-5x6(5) : - DPFess _ - -- ---1- 1_ 1\`, ��yGIN4-R / 6-05-06 6-08-02 3-11- 5 3-11-15 6-08-02 6-09-14 34-07-08 1-0089782PE 9r JOB NAME : J-1852 STONE BRIDGE - DH5 - Scale: 0.1877 /4 - - WARNINGS: GENERAL NOTES, unless otherwise noted'. C/ _J I.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon me parameters shown and b Is,an individual 1j.-OREGON r' Truss: OHSand Wemings before construction comnrnas. building component Applicablby of design parameters and proper •(I,I 2.b4 compression web bracing mut be ksbNd where she.v. Incorporation of component 4 the naporwbliry of the building dsapMr. .A� V!1 RV f �¢ 3.Additional temporary bracing to insure viability during construction z.Design assumes the top and bottom chords to be later-Ay braces al 7 �7 ",7 le the responsibility of the erector.Additional permanent bracing of Y a.c.and at 1G c.c.respectively urJase bread throughout(heir length by DATE: 7/13/2015 the ovoid structure is the res Wi f the building de continuous sheathing or sun as plywood meedeheatng(TC)condor drywalNBC). PA U �\ pane ry o p aipar. 3,h Impact bridging or lateral bracing required where shown•• SEQ. : K 13 0 0 2 6 0 4.No load should be applied to any component until agar al bracing and 4.Installation of truss Is the rsaponsIWry of the respective contractor. fasteners are complete end at no lime should any loads greater man 5.Design assumes trusses are to be used in a noncorro.Ne environment, TRANS I D• LINK design loads be applied to any component. and are for conditin•of use. 5.CompuTtus has no control over and assumes no responsibility for the 6.Desigassumes WI bearing al all supports shown.Shim or wedge k EXP I R ES: 1 2/31/201 6 - ' fabrication,handing,shipment and instalamn or components. • 7.Design accumec adequate drainage le provided. 6.This design is furnished subject to the imitations set forth by 0.Plates shall be located on both moos of Trus.and placed so their anter July 13,2015 TPIhVTCA in BC51.copies of which oil be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 76.7SP211 L)-E to.For basic connector plate design vetoes we ESR-1311,ESR-1900(INTek) • I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 RODE p14BTR LOAD DURATION INCREASE = 1.15 1- 2=( -320) 204 1- 9=(-442) 2273 1- 2-(-2324) 450 12- 6=( -480) 168 BC: 204 KDDF HSaBTR SPACED 24.5" O.C. 2- 3=(-2160) 539 9-10=(-444) 2269 9- 2=( 0) 284 6-13=( 0) 294 WEBS: 2'4 KDDF STAND 3- 4=(-1911) 536 10-11=(-365) 2039 2-10=( -387) 148 6- 7=(-2416) 423 LOADING 4- 5=(-1932) 548 11-12=(-365) 2039 10- 3=( -74) 481 TO LATERAL SUPPORT r= 12"7C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=(-2183) 546 12-13=(-485) 2376 10- 4-) -243) 92 PC LATERAL SUPPORT 0= 12"DC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -468) 183 13- 7=(-483) 2380 11- 4=) 0) 112 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 43 4-12") -212) 87 5-12=( -72) 490 • DOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow )Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BAG REQUIRED BIG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1454V -109/ 102H 5.50" 2.33 ROOF ( 625) OVERHANGS: 0.0" 12.0" 34'- 7.5" -218/ 1571V 0/ OH 5.50" 2.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. For hanger specs. - See approved plans COND. 2: Design checked fornee:(-5 psf) uplift at 24 "or spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/1130 MAX LL DEFL = -0.138" @ 17'- 1.5" Allowed = 1.685" MAX TL CREEP DEFL = -0.281" @ 17'- 1.5" Allowed = 2.247" MAX LL DEFL - 0.002" @ 35'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 7.5" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.058" @ 34'- 2.0" MAX HOHIZ. TL DEFL - 0.097" @ 34'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Erp.E, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 13-07-03 7-00-10 13-11-11 in the plane of the truss only. 6-05-02 '-00-01 3-06-05 3-06-05 '-01-13 6-09-14 12 12 5.00 - M-4x6 M-4x6 - 3 M-3x8 r.5 5.00 r M-5x10 ........\ _6 \ M-3x10 I M-1.5y.3 - - i - ,.._�.....,\1.5x3 I 1" 9 10 11 1 12 13 7 p o M-4:<8 M-1.5x3 M-3x6 0.25" M-3x8 M-1.5x3 M-4x6 M-5x6i5, ���Ep PRpFFss 6-05-06 6-08-02 3-11-15 -•_- 3-11-15 6-08-02 ----_- 6-09-14 ��Gj 0NGINE9 /p2 34-07-08 1-00 Q�. 89782PE pr' JOB NAME : J-1852 STONE BRIDGE - DH4 Scale: 0.1877 '' T- GENERAL NOTES, unless oth r*ce noted - WARNINGS: _ -__- T r u s s• DH 9 ! 1.Builder and ereaon contractor should be advised of al General Notes t This design is based only upon the parameters snows and is for an individual A 9 OREGON, • and Warnes before corralructen commences. bulking component.Applicability fdssgn parameters end proper _y 4, fl ' 2.2114 compression web bracing mW be Metaled Wore shown•. Incorporation o1 component s the responsibility of the building tlespner. (i a Additional temporary bracing to Insure stability during construction 2.DesigCon,assumes othe n,tour am bottom cora to be latereH waved al qi4 q RY 1 ��� 'rat IM reponebikly of the erector.Additional permanent bracing of Y Geos and at 10'os.such a elf miss bsced throughout their d,y lenpm by A DATE: 7/13/2015 IM overall structure is IM responsibility I tib leu continuous sheathing such at plywood sheaMng(TC)andor drywal(BC). AUL �` o building designer. 3.2v Impost bridging or lateral bracing required where shown•• SEQ.: K130025 9 4.No bad shoal be applied to en y component until alter all bracing end 4.Installation of truss Ie the responsibility of the respective conhaclor. fasteners are complete and at no time should any loads greeter than 5.Design assumes Masse are to be used Ina noncorrosive environment, design bads beapplied toa ponen and ars tor" condition"of use. TRANS ID: LINK g" any 6.Deognassumes u burngatall suvpanserown.9nkn0 wedgen EXPIRES: 12/31/2016 5.CompuTruc nes no control over and assumes no responsibility for Mc egn abr anon.handing,shipment and Installation of components. 7.Design assumes adequate drainage le provided. July 13,2015 6.This design is furnished subject to the imitations set forth by a.Poles Nal be located on both faces of Buss,and placed so heir center TPOATCA in SCSI,copes or which ml be furnished upon request. lines coincbe With pint center lines. 9.Diels indicate sere of plate in inches. MITek USA.Inc,/CompuTrus Software 7.6.7SP2(1L)-E 10.For bask conneGor plate design values see ESR-131F ESR-1888(MiTek) ' • This design prepared from computer input by I JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 i TC: 2x4 RUDE g1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -63) 26 1-15=( -636) 1754 1- 2=1-2344) 853 BC: 2x4 KDDF 615BTR SPACED 24.0" O.C. 2- 3=(-2117) 792 15-16=(-1120) 3209 3-15=1 -150) 577 WEBS: 204 KDDF STAND 3- 9=(-2955) 890 16-17=(-1167) 3559 15- 9=1 -122) 547 LOADING 4- 5=1 0) 0 17-18=(-1167) 3559 15- 6=1-1163) 467 • TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-2250) 859 18-19=1-1150) 3251 6-16=1 0) 325 BC LATERAL SUPPORT 0= 12"0C. USE. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3231) 1231 19-13=( -710) 2018 16- 7=1 -393) 59 TOTAL LOAD = 92.0 PSF 7- 8=1-3275) 1258 17- 7=1 0) 202 8-10=1-2348) 889 7-18=1 -345) 46 NOTE: 204 BRACING AT 24"00 SON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 300 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-2567) 930 8-19=1-1107) 954 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1-2352) 860 10-19=1 -135) 600 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=1 -76) 165 19-11=( -90) 434 • LETINS: 1-0?-14 2-00-00 13-19=1 0) 43 12-13=(-2578) 927 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' M-1.5x9 orequal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members 1tonon LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 0.0" -299/ 1454V -64/ 57H 5.50" 2.33 KDDF ( 625) s• For hanger specs. - See approved plans 39'- 7.5" -337/ 1571V 0/ OH 5.50" 2.51 KDDF ( 625) ICOND. 2: Design hecked for net(-5 pef) uplift at 24 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.285" @ 17'- 1.5" Allowed = 1.685" MAX TL CREEP DEFL = -0.574" @ 17'- 1.5" Allowed = 2.247" MAX LL DEFL = 0.002" @ 35'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 7.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.071" @ 34'- 2.0" MAX HORIZ. TL DEFL = 0.119" @ 34'- 2.0" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 11-07-03 11-00-10 11-11-11 in the plane of the truss only. 1-06-51-09-09 3-11-10 4-00 0-08-08 5-01-12 5-01-12 0-08-08 4-00 3-11-10 1-09-o-10-09 - -.-_ _ _... - r--r - ----.- - ---- -7-r- - T 1- q -l; • • 7-07-08 8-00 - - -M-4x4+ M-3x4 -=M-9x9+ 12 �/5l M-3x4 9 12 5.0 0 - _'N - . l 5.00 M 9x64 1 M _3x8 , „�� =4x6 6 M-1.5x3 -'1').9 � T '� M-1.5x3 M-3x5 ----0-_:::-.1.1 214-3x6 m 15 16 17 18 19 1J o �1� p r o M-4x8 M-3x8 M-3x4 0.25" M-3x4 M-3x8 M-4x6 L`` D Pit QrL+S M-5x6(5) `•,........' �NGtNii- - c,,,2, 7-01-09 5-01-12 4-10-04 4-10-04 5-01-12 7-06-01 j' -9 34-07-08 1-00 /s97s2PE JOB NAME : J-1852 STONE BRIDGE - DH3 Scale: 0.1752 �'G/ \ WARNINGS: G. hRAe NOTES,is b, uny up of the parameters need -92 OREGON p Q' 7 Builder and erection contractor should be advised of all General Notes 1.This design is basednt.onty upon de paramaen dewn and k for an individual ..7,4;,- � �� . 9 4101 Truss: DH3 and Warnings before construction commences, bolding component.Applicability of design parameters and proper 7 C 2.2s4 compression web bracing must be Installed where shown incorporation of component u the resporwbdky of IM buiklirg designer. 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom dwrds to be laterally braced at 1 A L�\ , u the responsibility of the erector.Additional permanent bracing of Y c.c.and at 1O o.c.respectively aively woods bread throughout their length by !'".1 `` DATE: 7/13/2015 IM overall structure is the responsibility Odle buddingdes continuous sheathing such l b acing rplywooe meedsheathere)and/or drywap(BC). ponei ty o goer. 3.2s Impact bridging or lateral bracing requited where Mown•• SEQ. : K 13 0 0 2 5 8 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss is the responskility oldie'wadesrades contractor. fasteners are compete and at no time Mould any pads greater Man 5.Design assumes trusses are to be usedin anec norrosee environment. EXPIRES: 12/31/2016 _ TRANS ID: LINK design loads be appked to any component. and are for"dry condition"of use. 5.CompuTrushasnoconbJuly oloverendassumesnoresponsibilityforthe •6.Dee6idascumecNlbearingatagsuppodschown.Shimorwedped 13,2015 • fabrication.handlrg.shipment and installation of components. ry 7.Design assumes adequate drainage a provided. 6.This design a Wished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI.apes of which wil be furnished upon request lines coincide with pint center lines. 9.Digits Indicate size of plate In inches. •• MiTek USA,InciCOmpuTtus Software 7.6.7-SP2)1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek)• I - 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 KDDF #16ETR LOAD DURATION INCREASE = 1.15 1- 2=( -120) 90 1-14=(-585) 1918 1- 2=(-2227) 678 BC: 209 KDDF #1(BTR SPACED 24.0" O.C. 2- 3=(-2491) 753 14-15=(-884) 3203 2-14=( -40) 405 WEBS: 2,4 KDDF STAND 3- 4=( 0) 0 15-16=(-945) 3554 14- 3=( -108) 625 LOADING 3- 5=(-2257) 721 16-17=1-945) 3554 14- 5=(-1154) 351 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3230) 998 17-18=(-905) 3251 5-15=( 0) 322 BC LATERAL SUPPORT C= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-3275) 1018 18-12=(-611) 2019 15- 6=( -396) 74 TOTAL LOAD = 42.0 PSF 7- 9=(-2348) 752 16- 6=1 0) 203 8- 9=( 0) 0 6-17=1 -346) 63 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2567) 780 17- 7=( 0) 300 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2352) 742 7-18=(-1107) 344 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-) -78) 165 9-18=( -86) 600 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 43 18-10=1 -47) 434 LETINS: 0-00-00 2-0O-00 11-12=(-2578) 792 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 0.:1" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA For hanger - See approvedLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) q specs. plans 0'- 0.0" -234/ 1454V -64/ 578 5.50" 2.33 KDDF ( 625) 34'- 7.5" -274/ 1575V 0/ OH 5.50" 2.51 KDDF ( 625) ',COND. 2: Design checked for net(-5 psf) uplift at=4 oc spacing. VERTICP.L DEFLECTION LIMITS: LL=L/240, TL=L/IBJ MAX LL DEFL = -0.255" 9 17'- 1.5" Allowed = 1.685" MAX TL CREEP DEFL = -0.515" @ 17'- 1.5" Allowed - 2.247" MAX LL DEFL = 0.002" @ 35'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 7.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.072" @ 34'- 2.0" MAX HORIZ. TL DEFL = 0.120" @ 34'- 2.0" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.4ft, 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 in the plane of the truss only. 9-07-03 15-00-10 9-11-11 • 3-01-06 4-01-14 2-03-142-04-09 5-01-12 5-01-12 2-04-092-03-14 3-11-10 1-09-029-10-09 -._ __-i -t. ___ _.-.. _. I s 7-07-08 6-00 1 T _ 4 12 4 8 12 5.00 '.- M-9x6 - • M-3x9 M-3x8 M-3x9 ( M-9x6 5.00 5 _6 7 ....\ 3 � M-3x5 �� ��M-1"5x3 a co 1+ 14 15 16 17 18 i 12 o o M-4x8 M-3x8 M-3x4 0.25" M-3x9 M-3x8 M-4x6; �4�w`4 PRO, n 6(S) 7-01-09 5-01-12 4-10-09 9-10-04 5-01-12 7-06-01 b \�` Vl GIN E- Uf°I, SI 39-07-08 1-00 9 4 89782PE v JOB NAME : J-1852 STONE BRIDGE - DH2 Scale: 0.1752 . )- WARNINGS: GENERAL NGTsb, unless otherwise 1.BudMr and erection contractor uld be advised cis!'General Notes 1.Thisdesignis based only upon theparameters shown and Is lir IndNNwl `y'!/OREGONTTuss: DH2 and Warnings before combustion stammences b ldi g somponent Applicability of design paremelera and proper Y J • .may nQ 2.2d4 compression web bracing mist be installed where shown 4. Inmrporalen t component Is the responaibWly of the building designer. ' jsj .1 y a 3.Addhanal temporary bracing to insure stability during construction 2 Design assumes the by and bottom Gerdy to be literally bramtl at s iim b the responsibility of the erector.Additional permanent bracing of 2'o.c and at 7p'os.suoH a qty unless braced)TI)a out their length by DATE, 7/13/2015 tM overall structure is the reaponslblly of the building Oespnsr. m^tinuouc sheaNkp Such as PNwnod Sheathing(TC)a ows o drywall(BC). P A U y \ 3.2d Impact beeping or literal bracing required where Mown+a /'1 {.. SEQ. : K 13 O O 2 5 7 4.No load should be applied to any component until eller al bracing and 4.Installation of buss is the responsibility olths respective contractor. fasteners are complete and at no Ilene should any loads greater than 5.Design assumes trusses are to be used in a nonurrosWa environment, and are for"dry condition.'of use. TRANS ID: LINK design loads be appliedmarycomponent. rva 5.CompuTrua has no control over and assumes no reapansibility for the 6.Design auumes IUM bearing al all supports shown.Shim or wedge it EXPIRES: 12/31/2016 - fabrication,handling.shipment and installation of components. uery. 7.Design assumes adequate mhlane iswo e,a. July 13,2015 6.This design is Nrnlahed subject to the Imitations set forth by 9.Plates shall be located on both lams Ohba,and placed so their center TPSWTCA in 13C51.copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc.)CompuTrus Software 7.6.7SP2(1L)-E t0.Foi Who connector plate design values see ESR-1311,ESR-1989(MiTek) I This design prepared from computer input by JP i LUMBER SPECIFICATIONS 39-07-08 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x9 KDDF 816BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -328) 116 1-10=(-1554) 4974 1- 2=(-5618) 1780 13- 7=(-360) 1106 2x6 KDDF #16BTR T2, T3 2- 3=(-6718) 2160 10-11=1-3308) 9529 2-10=( -452) 1422 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-6190) 2026 11-12=(-3308) 9642 10- 3=1 -268) 1368 I WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-9560) 3900 12-13=(-3308) 9642 10- 4=1-3708) 1546 204 DF STAND A TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-65D2) 2138 13- 8=(-1752) 5612 9-11=1 0) 478 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 7.5" V 6- 7=(-7056) 2278 11- 5=1 -90) 30 IC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 26'- 7.5" TO 34'- 7.5" V 7- 8=(-6492) 2064 12- 5=1 0) 446 BC LATERAL SUPPORT <= 12"00. CON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 34'- 7.5" V 8- 9=( 0) 42 5-13=(-3482) 1916 6-13=1 -236) 1908 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" NOTE: 204 BRACING AT 24"00 LION. FCR TC CONC LL( 466.7)+01( 130.7H 597.3 LBS @ 26'- 7.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -969/ 3465V -61/ 55H 5.50" 5.54 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 34'- 7.5" -1015/ 3582V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" ( 2 ) complete trusses requiredBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND 2 Design checked for net,-5 psf)_Uplift at 29 c s�aci{:g. . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: MAX LL DEFL = -0.247" @ 20'- 6.3" Allowed = 1.685" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.490" @ 20'- 6.3" Allowed = 2.247" ' 9" a- in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.001" @ 35'- 7.5" Allowed = 0.100" • , 9" no in 2 row(s) throughout 206 bottom chords, MAX TL CREEP DEFL = -0.001" @ 35'- 7.5" Allowed = 0.133" For &-,6 rippL6Fwls�e�har19/5t)3b?BA f3yhswebs. MAX HORIZ. LL DEFL = 0.065" @ 34'- 2.0" MAX HORIZ. TL DEFL = 0.108" @ 34'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,005L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-07-03 19-00-10 7-11-11 3-01-12 4-05-07 5-11-12 6-11-05 6-01-08 4-03-03 3-08-08 1.597.30# +597.30# 12 12 5.00 M-5x6 M-7x8(5) M-4x8 a 5.05 _ 0.25" M-3x10 4 6, T2 a T3 M 4x4 11 2 ��1.5x3 \a ).------ M-4x6 P " -� � _ A i-='-' _ es.," ru o 1++ 10 11 12 13 8 0 o M-5x6 M-3x10 M-3x4 M-1.5x3 M-3x10 M18HS-5x16(5) p o 6-11-02 6-11-05 6-07-13 I 6-09-09 b 7-03-10 '��� P R Offs ` i 15-07-08 -------- 19-00 y \� �NGIINE'F9 �'f�2' --- -- - - -- ----.---.. -------- V 34-07-08 1-00 p ct 89782PE r • JOB NAME : J-1852 STONE BRIDGE - DH1 Scale: 0.1752 `' --•---- WARNINGS:udderGENERAL NOTES, unless19on the isepar mete' '9w OREGON 'J �, I Bolder and enaction contractor should be advised o/all General Notes 1 This design's based only upon the parameters shown ask u ler an individual O - Truss: DH1 building component. kaab r des parameters and and Wamuga before construction commences. ng aompof co ppl gh r design poems proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component a the responsibility of the bolding designer. �iC1 �4 R Y ! �/� 3 Additional temporary bracing to Insure stability durkq construction 2.Daagn assumes the top antl bottom chords to be laetralp•braced al j Nri u the respandbtb9 or the erector.Additional p.nrsneN bracing of 2 o.c.and at/0 oz.r.505 sly plywood s braced throughout their length by DATE: 7/13/2015 Ins overall structure is the responsibility of Beba b sec continuous sheathing seen as bracing re sheathing(TC)and/or drywan(ec) ,c,lA 1.• pons ty kg designer. 3.2a Impact bridging or lateral bracing required where shown++ �'S tJ SEQ.: K 13 0 0 2 5 6 4.Noland should be applied to any component until after all bracing and 4.Installation or truss s the responsibility or the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design hada be applied to any component and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge) EXPIRES. 12/31/2016 fabrkatbn,handling, necessary. C r C"J , st shipment and Installation of components. 7.Design assumes adequate drainage u provided. July 13,2015 0.The design is furnished subject to the limitations set forth by A Plates shall be boated on both races of buss.and placed so their center TPINJICA in BC SI,copies of which wit be furnished upon request. line nide with pint center lees. 9.Digit c nldicate sae of plate in inches. MITek LISA.Inc/CompuTrus Software 7.6.7SP2)1 L)-E 10.For basic connector plate design values see ESR-131 I,ESR-1900(MOlek) 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 CC: 254 KDDF RlaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=(-258) 35 BC: 2x1 KDDF 41613TR SPACED 24.0" O.C. 2-3=(-87) 203 WEBS: 2x1 KDDF STAND 3-4=(-66) 66 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I LETINS: 2-00-0O 2-D0-00 0'- 0.0" -79/ 361V -8/ 94H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( E25) OVERHANGS: 12.0" 0.0" 5'- 11.7" -83/ 177V 0/ DH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design- -- - ----' _ -Dchecked for net(-5_psf) upliftif at a 294 c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed - 0.054" 5-11-11 MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.062" MAX HORIZ. LL DEFL = -0.044" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = 0.044" @ 5'- 10.9" 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, yTruss designed for wind loads in the plane of the truss only. c M-3x4 '' 0 rl • • j • 0 1 2L 5 _ M-3x6 • I 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,5,4 .4,<<:ic..1) P R op,, �N (NGtNER sib 2 cr , 89782PE r JOB NAME : J-1852 STONE BRIDGE - CSJ3 >�, -. Scale: 0.5876 / ' i ' WARNINGS: O.TN*de NOTES, unless otherwise noted: 2 OREGON „ I.Builder and erection conhacter should be advised of all General Notes i TN*design is based only upon the parameters shown and h for an iMNitlual '� 5) Truss: C.S J3 Iand Warnings before construction commences. bolding component.Applicability of design parameters and proper n. I 2.2v4 compression web bracing must be Installed where shown•. Incorporation of component k the rosponshssy of the building designer. T,5, �^ a 3,Additional temporary bracing to insure stability doing construction 2.Design assumes the tap and e y ae chords to be laterally t tries al 1 ' RY-1 1 *the responsibility of the elector.Additional permanent bre005 of 2'c.c.and at 10'o.c,rsapec.,ply unless braced throughout their length by ` DATE: 7/13/2015 the ovarial structure is the responsibility of the building tlesipner, continuous sheathing such as plywood siredsheatwhere shown and/Crrdrywall(BC). PIA 'va�.144 V-%\i • 3.20 Impact bridging or tetanal bracing required • A L s_ SEQ. : K1300255 I 4.No load should be applied to any component until eller al bracing and 4.Installation of truss is theret b see l of the respective contractor. ' • fasteners are complete aro at no time should any loads greater than 5.Design assumes busses are to be used in a nomcorn°Ne environment, deal loads be applied to a M. and are for'dry condition'of use. TRANS I D: LINK g" assumes b.Design assumes ml bearing at all supped.shown.shim or wedge If 5.OompoTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 - fabricalbhandling.shipment and Installation of components. necessary. 7.Patesshgn assumes Hooadequate drainage hpruaa. uUIy 13,2015 6.This design is furnished subject to the Fmimune set IoM by b.Plates chap be butted on both faces of truss,and placed so their canter 'i, TPLMyf-EA in BG51,copies of which MMI be furnished upon request. lees coincide with pint center lees. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.8.75P2(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KIM H16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-5=(0) 0 2-3=(-244) 60 BC: 204 RODE N16BTR SPACED 24.0" O.C. 2-3=(-91) 209 i WEBS: 2n4 KDDF STAND 3-4=(-44) 41 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0(011( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT. <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINC: 2-00-10 2-00-00 0'- 0.0" -66/ 310V -5/ 68H 5.50" 0.50 KDDF ( 625) j LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS. 12.0" 0.0" 3'- 11.7" -53/ 113V 0/ DH 1.50" 0.18 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 at29 oc spaci{:g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX BC PANEL LL DEFL = 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.062" 12 MAX HORIZ. LL DEFL - -0.012" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.011" @ 3'- 10.9" 5.00 i ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFBS)Dir), a load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 ' M I N rh • O , O • 2 - -11M-3x6 1-00 2-00 1-11-11 ' PROVIDE FULL BEARING;Jts:2,5,9 ak, '<(- .D R OFFS wc_ �NGtNEF,9 Sio9 4' 89782PE r • JOB NAME : J-1852 STONE BRIDGE - CSJ2 Scale: 0.6369 6' - WARNINGS: GENERAL NOTES, unless otherwise road V �� - 1 Builder M erection contractor should be advised o/al General Notes 1.The design is baNtl only upon lin p,nmean shown and a lar an individual9 OREGON Truss: CSJ2 ndw.nkgeheb.poetruotoncommences buldnpoomponem.AppWablMma.pp..m.aaend proper �/� ( �"" 2.as compresebn Web bracing must be metaled When shown., incorporation of componenta Ihe responsibility of the bulkinghyphen. .e'1A Q 3.Additional temporary bracing b insure stability drip construction 2.Design assumes be lap end bottom chords to he Warily braced at 7� �7 -,S � J e the rseponstbaey of the erector.Additional grmsront bracing of 7 o.c.and at 17 o.c.respectively unless Maud throughout their length by continuous sheathing such as plywood s eathing(%)ander Erywai(SL). PA UL �` E!%1T E: 7/13/2015 the owe rail structure is the respansibilty of the building designer. 3.2u Impact bridging or lateral bracing required where Mown.. �'S SEQ. : Ki 3 0 0 2 5 4 S.No load Mould be espied to any component until aver all bracing and e.Insulation of truss is the responsibility o/the respects.contractor. fasteners are compact and at no time should any Mads greater than 5.Design assumes busses are to be used in a eon-corrosse environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condilbn'of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.°k gs,°s<°roes NI bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 • fabrication.handing, ry. ' shipment andincu4lbn of comport.nic 7.Daagn assumes adequate drainage a provided. July 13,2015 ' 6.The design is brnehed subject to the Imitations set forth by 8.Plates shall be located on both aces of truss.and placed so their center TPLWTCA in SCSI.copies o/which will be furnished upon request. lines coincide with pint center in... 9.Digits inchoate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.7SP2(1 L)-E 17 For basic connector plate design values see ESR-1311.ESR-1988(Mdci) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 7'C: 2x4 EIDE BluRTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-5=(0) 0 2-3=(-254) 109 BC: 2:.4 SIDE 14110TR SPACED 24.0" O.C. 2-3=(-103) 195 WEBS: 2u0 KDDF STAND 3-9=( -30) 16 LOADING TC LATERAL SUPPORT 0= 1:"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE AC LATERAL SUPPORT <= 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BPG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CR"INS: 1-09-34 1-04-04 0'- 0.0" -62/ 292V -2/ 43H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( E25) ...'ERHA.N 01: 12.0" -29/ 46V 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. -'- --- __ - - uplift , GOND. 2: Design checked for net LS psf) uplift at 24 oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.054" MAX TL CREEP DEFL = 0.002" @ 1'- 2.1" Allowed = 0.072" 12 5.00 MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=E.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in tee plane of the truss only. 4 M-3x4 3 I i P in 0 • 2 S`__ - M-3x6 1-00 2-00 PROVIDE FULL BEARING;Its:2,5,4 J `(P PROp,t �,5 (NGINEF StO 2 'z' , 89782PE 9r JOB NAME : J-1852 STONE BRIDGE - CSJ1 Scale: 0.7049 1 WARNINGS:uG.TN.d desiNOTEgn unless o hrwise parae to ��OREGON I.Builder and erection should W advised of all General Notes I.Tres design I based only uponthe parameters oho and is for an individual Off_) Truss: CSJ1 and Warnings before construction commence.. bolding component.Applicability 1 design pen ten and proper 3.2s4 compression web bracing thiol M installed where shown•, incorporation of component's the responNbtlsy of the bulking d•Npner. 17,9.A., y� �^RY A S 'y 3.Additional temporary bracing b Inure Nobility drop construction z.Deign assumes the by and bottom chorda to be teUgfw broad7 'l Cis ei the responsibility of the erector.Addebnal earmannt bracing of • 2'ntie and al 10'o.c.ra.wctwaN unless baud throughout ands A. length by • [i i T E: 7/13/201E, the overall structure is the res nlbR of the bulking designer. antingaua sheathing such as*wood sheathing(TC)annex drywatl(BC). • �°A U L �` W N 9 p r. 3.2v Impact bridging lateral bracingrequired when Mown.. No bto ad should be applied acomponent until alter al bracing and 4.In...alion of truss Is the res I Is Give contractor. SEQ.: K 13 0 0 2 S 3 4.fasteners are complete and al n time should any loads greater man 5.Design assumes tru -isms are be�dM respective in a norrcorrosNe environment, tlaN loads be appliedray component. and are for'dry condition"of use. TRANS ID: LINK grab. u6.DetlgnauumneNIbearngatall suppodsshown.Shim orwedge if EXPIRES: 12/31!2016 5.CompuTrus has no control over and assumes no responsibility for the emery, fabrication,handling,shipment and InsOlatbn of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPLWTCA in BCSI,copies of which ml be furnished upon request. tines coincide with pint anter tines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.7SP2(9L)-E 10.Fe.bass connecor plate design veins see ESR-1311,ESR-1966(IMTei) This design prepared from computer input by JR , LUMBER SPECIFICATIONS TRUSS SPAN 17'- 4.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 204 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-8=(0) 0 2-3=(-291) 97 BC: =x4 ROOF BOOBOO SPACED 24.0" O.C. 2-3=( -89) 200 i WEBS: 2:14 KDDF STAND 3-4=(-254) 125 LOADING 4-5=(-122) 48 C LATERAL SUPPORT 5= 12"JC. ION. LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 54 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -40) 18 TOTAL LOAD = 42.0 PSF LETINS: 2-01-21 2-00-10 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.D" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL U'- 0.0" -24/ 442V -25/ 247H 5.50" 0.71 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 9.2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) 7'- 11.2" -24D/ 484V 0/ OH 1.50" 0.62 RODE ( E25) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.2" -79/ 183V 0/ OH 1.50" 0.23 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.2" -115/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) 17'- 4.9" -10/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) .G OND 2: Design .harked for net(-5 psf) "oc uplift at 24 .__ring. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.167" @ 1'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.194" @ 1'- 9.2" Allowed = 0.472" 4-05-14 12-11-01 MAX HORIZ. LL DEFL = -0.075" @ 15'- 11.2" MAX HORIZ. TL DEFL = 0.074" @ 7'- 11.2" 17-09-15 Design conforms to mainw indforoe-resisting system and componentssand cladding criteria. • 7 • ,., Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 Vi (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, -' Truss designed for wind loads 12 .- in the plane of the truss only. 5.10 5 4 �/ o r M18HS-3x18(5) M-5x6 .. m j M-3x6 ��tip P R OF::::._ 1 �"� �NGLNE&- % 1-u0 8-00 9-04-15 'I�� 17_,„,. ., PROVIDE FULL BEARING;Jts:2,e,4,5,6,7 I �v 89 7 82 P E 7� . JOB NAME : J-1852 STONE BRIDGE - CJ9 Scale: 0.2963 • WARNINGS GENERAL NOTES, unlessolherwiss noted: f,/ ORE�ON 40 I.Builds and erection contractor should be advised of all General Notes 1 This design n based only upon the parameters shown and a or an individual N Truss: CJ9 d Wakgsbeforeconsbadoncommence.. budding componentApplicabiltyofdesign parameters and proper ��/ (0 ' ' x.2a�compression web booing muv he headed where shown. incorporation or component.d,.responsibility Or the balding aagn.r. q9 �q RY Q` • 3.Additional temporary bracing b insure stability during conatrudbn z Design assumes d,.top aro bosom mora b a laterally wane.t i 1, �� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1 D'o.c.respectively urges waved throughout their length W , ` DATE: 7/13/2015 IM overall structure is the responsibility 1 the building tlec continuous sheathing such as plywood sheathing(TC)andior drywaS(BC). �°A U L pons N c p igner. I.2a Impact bridging or labral bracing required where shown•• SEQ. : K 1 3 0 0 2 5J 2 a.No bad should be applied to any component until after Cl bracbg and 4.Installation of truss I.the responsibility of the respective contractor. i fasteners are complete and at no time Mould any beds greeter than 5.Design assumes trusses ars to be used In a noncorrosive environment, TRANS ID: LINK de.gn bade be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decs�saacumen NI bearing al all.uppoa Shawn.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components. rv. 7.Ptaassumes aaduan.othw bus d. July 13,2015 6.Thur design.furnished subject to the imitations gel forth by B.Plates snag be located m both lecos of truce,and placed so their center TPIMRCA in BGSI.wpbs of which MAI be furnished upon request. tines coincide with joint ceder live. MiTek USA,Inc./Com uTrus Software 7.6.7SP2(1L}E 9.Digits Indicate can eicor plate b inches. P 1 D.Fon basic connector plate align vabes ass ESR-1711,ESR-1988(N9Tek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TO: 2x4 KDDF H15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-7=(0) 0 2-3=1-266) 85 BC: 214 KDDF 0116TR SPACED 24.0" O.C. 2-3=( -98) 200 WEBS: 2=4 NUDE STAND 3-9=(-230) 119 LOADING 4-5=1-103) 38 CC LATERAL SUPPORT <= 12"3C. DON. LL( 25.0)rDL( '.0) ON TOP CHORD= 32.0 PSF 5-6=( -54) 25 50 LATERAL SUPPORT 4.= 12"00. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF ..'"TNS: 2-00-00 2-00-00 BEARING MAX VERT MAX HCRZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 942V -23/ 226H 5.50" 0.71 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.2" -232/ 978V 0/ OH 1.50" 0.61 KDDF ( 625) 11'- 11.2" -93/ 212V 0/ OH 1.50" 0.27 RIDE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 11.7" -56/ 119V 0/ OH 1.50" D.19 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 - MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.164" @ 1'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.195" @ 1'- 9.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.273" @ 15'- 12.9" 15-11-11 MAX HORIZ. TL DEFL = 0.079" @ - 11.2" 6 Design conforms to main windforce-resisting system and components and cladding criteria. /i • Wind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 - II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 00 - 5 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • • 4 - c 0 M-5x6 - 3 m l� 0 1 2 i :M-3x6 ���Ep P R 0FFss 1-00 E-oo - 7-11-I1 �5 � GINEF,9 /O PROVIDE FULL BEARING;Jts:2,7,4 5,6I �� 2 `r' 89782PE �r JOB NAME : J-1852 STONE BRIDGE - CJ8 Scale: D.3061 , • 1...., . ss ise 40 r.erection contractorshould commences. advised General Not.. This sol n based only the desgeprsr. and openiMN dual , and Warnings Glare construction ca mantes. bustling moo I Applicability of design pan t n and proper G ^ g.r4 bop b bracing must be installed where Mown•. 2 Design assumes the incomoration of ptop and bottom chornent Sidle ds W Nl m baally braced a designer. �� Al Py 15 '(' (<7 ].Adtliha 1temporary bracwg to lour Nobility dump construction 2 o.c and at 10'o c respectively Weir braced throughout their length by \� b m apo 'bil05 of the erector.Add! 1 pa rrensM bracing of continuous sheathing such as plywood shaaerlrq(TC)andior arywax(EC). �'vA ,,T E: 7/13/2010 the ooeraa structure is the responsibility of the building designer. a.2.Impact bridging or lateral bracing required where shown.. I_' SEQ.: K13002514.No bm ad smug be applied to any component until alter al bracing and 4.Installation of truss Is One responsibility of the respective contractor. listeners are complete and at no be.should any bade greater than 5.Design assumes trusses are to be used in a nun-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com uTrua has no control over end assumes no re 6.Design auumes NY bearing all supports shown.Shim or wedge if EXPIRES:R ES: 12131!2016 P responsibility ler m. eaaary. fabrication.handing.gapn.rd>nawabmwnplmnponemc 7.Design assumes adequate drainage Bprovided, • July 13,2015 • 6.This is design furnished subplot to o imlbbons set forth by s.Poles anal be located on both lawsa s of Mu ,and placed w Mei,center TPl TGG in BCSI,copies of wtrich wr1 be fumsted upon request. Ines coincide wen pint carder lines. Mask USA,Inc./Com uTruc Software 7.6.75 P2 7L E 9.Digits indicate we of plate in inches. P ( )- 10.For basic connector pole design values see ESR-1711,ESR-1980(Y.Tek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2r.4 KDDF kSaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-7=(0) 0 2-3=(-263) 68 BC: 284 KDDF 4148TR SPACED 24.0" O.C. 2-3=( -88) 200 WEBS: 2c4 KDDF STAND 3-4=(-198) 108 LOADING 4-5=( -82) 38 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)-DL( 7.0) ON TCP CHORD = 32.0 PSF 5-6=( -26) 26 BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-02 2-00-00 BEARING MAX VERT MAX HORS ERG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -23/ 441V -19/ 199H 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.2" 0/ 78V 0/ DH 5.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.2" -234/ 497V 0/ OH 1.50" 0.64 RIDE ( 625) 11'- 11.2" -47/ 118V 0/ DH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.7" -34/ 72V 0/ OH 1.50" 0.12 KDDF ( E25) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ,GOND. 2: Design checked for net(-5 psf) uplift_at 29 "oc 5D sing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.154" @ 1'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.192" @ 1'- 9.2" Allowed - 0.472" 13-11-11 MAX HORIZ. LL DEFL = -0.068" @ 13'- 10.9" 6' MAX HORIZ. TL DEFL = 0.073" @ 7'- 11.2" Design conforms to main indforce-resisting system and components and cladding criteria. 12 / • Wind: 140 mph, h 22.2ft, TCDL 9.2,BCDL=E.O, ASCE 7-10, 7.------ _ (All Heights), Enclosed, Cat.2, Exp./3, MWFRS(Dir), 5.00 - load duration factor 1.6, Truss designed for wind loads .. / in the plane of the truss only. 4.; sr ": o M-5x6 /" so I 0 ,M-3x6 1 1-00 8-00 PROVIDEFULLJ BEARING;Jts:2,7,9,55611 1 1 A. "E.. GIN -A V,Q If 4t- 89782PE s" JOB NAME : J-1852 STONE BRIDGE - CJ7 Scale: 0.3824 - ,. ISI WARNINGS: GENERAL NOTES, unless otherwise noted, / C./ "J I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indtldual S 17+OREGON Os, Q` Truss: CJ7 and Warnings beforeconstruction commences building componentApplicability of design parameters and proper K� �y 2 2v4 compression b bracing must be installed where shown.. incorporation of component a the responsibility Of the building deagnar. r 1 Ry AS t-qe ..7 3 Additional temporarybracing t stability during construction 2 Design assumes the top and bottom chords to be mougho braced at R the responsibility of theerector.Additional permanent bracing of 2 o c.and at 10'o.c respectively unless braced Ihruughoul their length by /�+y+ 1 \NI DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuousImedshging or such l bracings plywood requirede sheatwhere)and/or tlrywall(BC). A U t- 3 I 20 Impact bridging or lateral shown.. SEQ.: K 13 0 0 2 5 0 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the reaponaibili of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorro.N.environment, • TRANS ID: LINK design bads be applied to any component. and are for"dry condition.ofuse. S.CompuTrus has no control over and assumes no responebility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXP I RES: 12/3:1/2Q 16 fabrication,handing,shipment and insblatbn ofcomponenta. scary. ` ed7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' TPNNFCA in REDO copies of which wit be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Cam uTrus Software 7.6.7SP21t.-E o9.FDor bts asic cote acepptete inches.values P ( 1 f 0.For bask connector plate design values see ESR-1311,EBR-1988(Wei) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FCRCES 9WR/DDF/Cq=1.00 CC: 2o4 RODE 916ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 0 2-3=(-263) 52 BC: 2x4 KDDF g16BTR SPACED 29.0" O.C. 2-3=( -88) 200 WEBS: 2o9 RUDE STAND 3-4=(-166) 108 LOADING 4-5=( -80) 37 IC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow )Pg) 0'- 0.0" -23/ 941V -16/ 172H 5.50" 0.71 KDDF ( 625) CVERHANSS: 12.0" 0.0" 7'- 9.2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -231/ 993V 0/ OH 1.50" 0.63 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -22/ 57V 0/ OH 1.50" 0.09 KDDF ( E25) BOTTOM CHORD CHECKED FOR D PAC LIOE LOAD. TOP PEsiQII checked_£g_L_De_Y L f)_upli.ft_a_t 29 o_q_sp Ing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.149" @ 1'- 9.2" Allowed = 0.359" MAX TL CREEP DEFL = -0.192" @ 1'- 9.2" Allowed = 0.472" MAX BORIS. LL DEFL = -0.069" @ 11'- 10.9" 11-11-11 MAX HORIZ. TL DEFL = 0.073" 9 T'- 11.2" S' Design conforms to main windforce-resisting --I - system and components and cladding criteria. 12 Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 - (All Heights), Enclosed, Cat.2, Exp.B, MW FRSIDi r), load duration factor=1.6, / __---- Truss designed for wind loads / - in the plane of the truss only. r 0 ,- M-5x6 ,,,„-,% • m 0 1 {. o I_ I v- 2 - 6 i M-3x6 I II P 1-00 8-00 3-11-11 � GL Ek ./":1,.._...PROVIDE FULL BEARING;Jts:2,6,9,5 t. c $9782PE �v' JOB NAME : J-1852 STONE BRIDGE - CJ6 Scale: 0.4232 ___ WARNINGS: GENERALNOTES unlace otherwise noted O���ON I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shownand is b an individual y�YJ Truss: CJ6 and Warnings before construction commences building component Applicability of design parameters and proper 11// r ez �' 1 2.2v4 compression web bracing must Be Installed where shown.. Incorporation of component k the responsibility of the building designer. �y� (/^ '16 :J V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chortle to be laterally braced at 77 �l 1:J �j- , is the responsibility of the Rector.Additional permanent bracing of 2'o.c.and al 10'o.c.nepecaseb unless bread throughout their length by DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 2e Impact uope sheathing such as plywood reahequired where )own•r drywalRBC). s PAUL �� - 3.2x Impact brldgirp or lateral bracing regulnd where shown.. I`5 SEQ. : K130 0 2 4 9 4.No bed should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. - • fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dy condition"ofusa. 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes tuft bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 Ili 6.This design is furnished subject to IM limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center TP Riff CA in SCSI,conies of which MN be furnished upon request. lines coincide with joint center linea. 9.Digits indicatesize of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.Fr basic connector plate design values see ESR-1311,ES19-1988(MiTah) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 20,,4 KDDF 91613TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-6=(0) 0 2-3=(-263) 35 BC: 201 ROOF 916BTR SPACED 29.0" O.C. 2-3=( -88) 201 WEBS: 201 RODE STAND 3-4=(-135) 109 LOADING 9-5=) -92) 43 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF i BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 439V -13/ 146H 5.50" 0.70 ROOF ( 625) OVERHANGS: 12.0" 0.0" 7'- 9.2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -297/ 526V 0/ OH 1.50" 0.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -111/ 55V 0/ OH 1.50" 0.09 ROOF ( E25) BOTTOM CHORD CHECKED 0 AC LIOE LOAD. TOP [COND. 7;_Desia❑..Gheck¢.d_fOr_ t( 5 psf Luplift at 24 'oc_.soacihg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.153" @ 1'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.186" @ 1'- 9.2" Allowed = 0.472" 9-11-11 __. -_-____ __..- --._.. - - __.._.- _. _-__ ____ -. MAX HORIZ. LL DEFL = -0.066" @ 7'- 11.2" 5- MAX HORIZ. TL DEFL = 0.071" @ - 11.2" 12 Design conforms to main windforce-resisting 5.00 system and components and cladding criteria. 1.-------/-- Wind: 140 mph, h=21.9ft, 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 1 in the plane of the truss only. of j- o v /�/ M-5x6 3 % j / u X 00 I 1• ' o 21 6� M-3x6 I 6 y 1-00 8-00 {PROVIDE FULL BEARING:Jts:2,6,4,5 1-11-11 �0�ED P R pF4ssG /CA' �ry �q � 2w 4 , 89782PE JOB NAME : J-1852 STONE BRIDGE - CJ5 Scale: 0.4874 unless otherwise soled: (.o _. [� ''ww WARNINGS:ald., O. hRAe design OREGON 'N. 1 Builder and erection contractor Mount be advised of all General Notes 1 This deagn abased only upon the parametersshownand lebr aniMNbual Truss: CJ5 and Warnegs before construction commences. building com Applicability o design p n proper 1+ , nit �' component. Int is of 1 and & V 2 bio compressionbb 'ng Ib installed where shown. incorporationsea olc component let o responsibility of the build eU designer. 9�. n�y f Additional temporary bracing 1 ins stability Wong construction Z Design assumes the top and bottom chords to be laterally brautl al 7 'l J s the responslb'IPy 0 th d Atld4' I germane nl bracing ip of 2 o.c.and at 10 o reapecasly unless braced throughout their length by `NI continuous sheathing p g such as plywood sheathing(TC)and/or drywall(BC). AA U L \ DATE: 7/13/2015 the overall structure is the responsibility of the building designer. I.2x Impact bridging or lateral bracing required where Mown.. SEQ. : K 1 3 0 0 2 4 8 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina eon<orrosrve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry conditionmare. 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NN bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 �,. fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage A provided. '., 6.Thu design is furnished subject to the imitations set forth byS,plates seal be boated on both faces of truss.and placed so their center J U ly 1 3,201 5 TWANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Mint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E to.For basic connector plate design values see ESR-1711,ESR-1969(MiTek) This design prepared from computer input by JP :,U11BER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 EDIT (416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=(-274) 40 BC: 2x3 RODE 016BTR SPACED 29.D" O.C. 2-3=(-83) 19E WEBS: "xl KIDS STAND 3-4=(-86) 91 LOADING TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"70. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -59/ 490V -10/ 120H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9,2" 0/ 76V 0/ OH 5.50" 0.12 RUDE ( E25) OVERHANGS: 12.0" 0.0" 7'- 11.7" -113/ 292V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'Design checked for net(-5 psf)_upliftat 24_"oc spaci(tg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICP.L DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = 0.240" @ 1'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.303" @ 1'- 9.2" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.103" 0 7'- 10.9" MAX HORIZ. TL DEFL = 0.115" @ 7'- 10.9" 5.00 ' -47, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .. Truss designed for wind loads in the plane of the truss only. c M-3x4 / 3 • • m o l II - ._-- - Z IIS-=- 5;k :M-3x6 I I I I 1-00 [PROVIDE FULL BEARING;Jts:2,5,4 1 8-00 4.,,:(<4Eo PaoF�s ,s.1 �NGtNEF'9 rat 89782PE Nif 9c� JOB NAME : J-1852 STONE BRIDGE - CJ4 - Scale: 0.5625 , WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: CJ4 I 1.Builder and etlonoontractorshouldbeadvisedofallGeneralNotes 1 This design is based only upon the parameters shown and is for anindNidual moi. OREGON ,ah tt Warningstlbefore construction nces building component.Apphcabilty of design parameters and proper ,, fl 2.]4 p n web bracing must betailed where shown.. incorporation of component kine responsibility of the building designer. [/ V 3.Additionaltemporary bracing to ins stability during construction 2.Design assumes the top and bottom chords to be lateraNythroughout braced al "A „ q RY �t ,,�Q' is the responsibility s/the areckr.Additional permanent bracing of 2 ntio. end at 10 o c respectively a plywoody s braced ihrouphoul their length by I \ continuous sheathing such as shealhngeTClandlor drywall(BC). jJA A DATE: 7/13/2015 the averse structure is the respons b qty of the building designer. 32s Impact brkgng or lateral bracing required where Mown+e Lit a SEQ. : K 1 3 0 0 2 4 7 'li 4.No ked should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. • fasteners are complele and at no time should any loads greater than 5.Design assumes trusses are to be used In a nancorrosrve environment, • TRANS I D• LINK I design loads be applied to any component. and are for"an/condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ase es fug bearing at all supports shown.Shier or wedge if • EXPIRES: 12/31/2016. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the limitations sat forth by 6.Plates shat be located on both faces of truss.and placed so their center y TPIMRCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-1958 ONTO) 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 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=(-258) 35 BC: 2,4 NODE itlaBTR SPACED 24.0" S.C. 2-3=(-87) 203 WEBS: 2c4 RUDE STAND 3-4=(-57) 66 LOADING TC LATERAL SUPPORT <= 12"01. (JON. LL( 25.0)4•DL( 7.0) ON TOP CHORD = 32.0 PSF ' BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-D0-00 0'- 0.0" -43/ 421V -8/ 94H 5.50" 0.67 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 5'- 10.9" -138/ 177V 0/ OH 1.50" 0.28 RIDE ( 625) OVERHANGS: 12.0" 0.(1" 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( G25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND : Desmon checked for net(-5 psf( uplift at 24 "oc spagtng. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL REEL = 0.089" @ 1'- 9.2" Allowed = 0.270" ------------ - - f MAX TL CREEP DEFL = -0.116" @ 1'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5.00 MAX HORIZ. LL DEFL = -0.038" @ 5'- 10.9" MAX HORIZ. TL DEFL = 0.044" @ 5'- 10.9" 4 Design conforms to main windforce-resisting ------- , system and components and cladding criteria. , . i‹1I Wind: 140 mph, h=20.6ft, 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 I in the plane of the truss only. =3,M-3x4 3/ M ' .i 0 _ / ----'c/ l o AMEN _... _ -..._-_ _.. NEMEC -; M-3x6 1 II • 4_-_ 1-00 'PROVIDE FULL BEARING;Jts:2,4,5 1 8-00 ��4ED PRQp - �c?�S �NGINEF9 .c/* 17 "z' ;89782PE -r"' JOB NAME : J-1852 STONE BRIDGE - CJ3 "/ ' - Scale: 0.6000 WARNINGS: GENERAL NOTES, unless Ih led: (/� I�-4, Truss: CJ3 1 Builder and erection contractor should be advised of all General Notes This designs based onlpo thep shownndnfor anindividual y ��O�EGON OR • and Warnings before construction commences. building component.Applicability 1 de'p parameters and proper !i ev �, I 2 2 4 p 'on web bracing must be Installed where shown.. incorporation of component is me responab Iry f theb b'g designer. .a'1� �A a.� r+ ,("&� 3 Additional temporary bracing to i sl b liry during construction 2 Delle^assumes the top and bottom chorda 1 be lal W braced at 77 ''�-11 J� J the responsibility of the erector.Additional permanent bracing of 2 o.c.and a1 10'rho.respectivelyplywood unless braced throughout their length by �� DATE: 7/13/2015 the waned 55001010 is the responsibility of building de continuous sheathing such as sheathing(TC) N drywall(BC) 1p n' 1y pore lity o g signer. 3.So Impact bridging or lateral bracing required where shown., �"f lJ L SEQ.: K 1 3 0 0 2 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of IM respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non.orrosee environment, designloads be applied to a and are for"dry condition"of use. TRANS ID: LINK °am°°mpan.nt. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Haring at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, necescery. 1 q - rg,shipment and is limitation. tion of components. nis. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TP ANTCA In SCSI,copies cf which will be furnished upon request. lines coincide whh joint center lines. i MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1 L-E 9.Digits is,c co a size of plate In inches. P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1968(Minsk) This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FCRCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3-(-244) 60 BC: 204 KDDF 81618TR SPACED 24.0" O.C. 2-3=(-91) 209 WEBS: 2x4 KDDF STAND 3-4=(-32) 41 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 122"7C. DON. DL ON BOTTOM CHORD = 10.0 PUP BEARING MAX VERT MAX HORZ IRS REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS) 2-00-Of 2-00-00 0'- 0.0" -30/ 370V -5/ 68H 5.50" 0.59 RODE ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -167/ 113V 0/ OH 1.50" 0.18 BODE ( 625) OVERHANGS: 12.0" 0.0" 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I --k ---- ------ -_-- GOND. Design checked for net(-5 psf) uplift at 24 spat-ip9. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.020" @ 1'- 9.2" Allowed = 0.170" MAX TL CREEP DEFL = -0.027" @ 1'- Allowed = 0.226" 3-11-11 MAX LL DEFL = 0.000" @ 0'- C.O. Allowed = 0.178" • MAX BC PANEL TL DEFL = -0.155" @ 4'- 1.4" Allowed = 0.462" 12 MAX HORIZ. LL DEFL - -0.009" @ 3'- 10.5" 5.00 -- MAX HORIZ. TL DEFL = 0.010" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. M-3x9 ,:.. o N • i 0 1. -: o I II �5 M-3x6 • • 1-00 ',PROVIDE FULL BEARING;Jts:2,4,5 ] 6-00 ,<<,c P 961 ROp "1,g 04GtNEF-i, 10 „' , 89782PE _r • JOB NAME : J-1852 STONE BRIDGE - CJ2 -- Scale: 0.6125• -..... and -_- __. Bm -.-1 A upon eo/deci iters shown and for Individual _ -__. WARNINGS GENERALNOTES, k 1 -- Truss: CJ2 1.B b and erectioncontractor should Be advised of all GeneralNotes 1.Th'd based the -741i ��� dW 9 before b'Mlrg p pplceMllly pnpanmaersan proper �jOREGONn �„ 2• .Additional web brach, must be installed where shown poral of component is the responsibility of the building tles goer. e/` 14�y ..,.<<„, �A 3.Additional temporary bracing to Ina stability during construction 2.Deep assumes the tap and bottom chortle to be toughy braced al 'i 'l a the racoons b Idy of the erector.Additional permanent bracing of 2 a c.and at 10 o c rsuch as ply unless braced throughout their length by continuous sheathing such as plywood sheathing(7G)andbr drywall(BC). �`^ �. DATE: 7/13/2010 the overall structure's the responsibility ohne building designer. 3.20 Impact bridging of lateral bracing required where shown•s ' it SEQ.: K1300245 4.No load should be applied to any component until seer all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are campkb and al no time should any bade greater than 5.and Design assumesoMrycondition" are to be used in a no�orrosva environment. design loads be applied to any component, and are ler"dry cond8bn"of use. TRANS ID: LINK6.Design assumes full EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the n s scary �j fabrication.handling.shipment and installation ofcomponents. 7.Design assumes adequate drainage ie provided. July 13,2015 6.This design is furnished subject to the 6milations set forth by 8.Plates shall be located on both faces of buss,end placed so their center • TPI/WTCA in BC5l.copies of which will be furnished upon request. lines coincide with jolnl center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTru6 Sottvrdte 7.6.7SP2)1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1998(Wok) 1i This design prepared from computer input by JP s LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 204 KDDF 6161(7TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 2-3=(-252) 98 BC: 204 KDDF k1&BTR SPACED 24.0" D.C. 2-3=(-97) 201 WEBS: 2:n4 KDDF STAND 3-4=(-2B) 16 LOADING I TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF • BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-05-13 1-05-13 0'- 0.0" -26/ 352V -2/ 430 5.50" 0.56 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 10.9" -186/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) OVERHANGS: 12.0" 0.0" 8'- 0.0" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r __"- ---- - !COND. 2: Design checked f net(-5 psfJ upliftat 24 "oc spaci fig. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 1'- 3.5" Allowed = 0.070" MAX TL CREEP DEFL = 0.002" @ 1'- 3.5" Allowed = 0.093" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.278" MAX BC PANEL TL DEFL = -0.155" @ 4'- 1.4" Allowed = 0.462" 12 MAX HORIE. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" 5.00 1- - Design conforms to main windfo rce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4q --------j . o /� 2ii r, ---- - -'-- - ===.7"5 M-3x6 ) 1 1-00 PROVIDE FULL BEARING;Jts:2,4,5 8-00 ,, .v.) P R oFe, c50: ��G�NEF9 �0�9 Q 89782PE -�' a JOB NAME : J-1852 STONE BRIDGE - CJ1 Scale: 0.6500 - - • WARNINGS OENERALNOTES, iasessothenwsenoted Co' /OREGON �,• 1.Budder and erection contractor should be advised of all General Notes I.This design is based onty upon the pommel shown and-for an ndluitlual „/ -141, O�vJ Truss: CJ1 and Wa re lesion construction commence. building component Applicability of design p le d proper !% 2 284 compression web bracing must be Installed where shown 4. incorporation n or component is the responsibility 17h b Itlinp deupner. -T,1 �a., G. V Q� 3.Additional temporary bracing to insure stability during conotruction 2 Design assumes the lap eend bottom chords to be laterally brand at 7�T (�y :..7 ".1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by [/. continuous sheathing such as plywood sheathing(TC)and/or drywall(65). PA ^U L �r DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or labral bracing recoiled where Mown•• �'1 SEQ. : K 1 3 0 0 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non.00rroslve environment, designloads be applied b nt. and are for"dry condition"of use. TRANS ID: LINKany component. 5.Oom Trus has no control over end assumes no re 6.Design assumes Nl bearing at al/supportsshown.Shim or wedge it EXPIRES: 12/31/2016 necePu responsibility for the assn,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 1 6.This design u furnished subject to the limitations set forth by e.Pates shall be looted on both faces of truss,and placed so their center TPINJTCA in BDSI,copies of which ml be furnished upon request. Ines coincide with pint center lines. 9.Digits indiote size of pate in inches. MtTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 1D.For basic connector pate design values see ESR-7311,E513-1968(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 20.4 ODOR pl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-12=(-597) 2411 2- 3=(-2491) 573 00: 204 ODOR N1&BTR SPACED 24.0" O.C. 2- 3=( -471) 185 12-13=(-599) 2407 12- 3=( 0) 294 WEBS: 204 KDDF STAND 3- 4=(-2221) 723 13-19=1-560) 2089 3-13=( -476) 143 LOADING 4- 5=( 0) 0 19-15=1-560) 2084 13- 9=( -103) 504 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1967) 701 15-16=(-629) 2407 13- 6=( -235) 134 BC LATERAL SUPPORT <= 12"JC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1967) 701 16-10=1-626) 2911 14- 6=( 0) 119 TOTAL LOAD = 92.D PSF 7- 8=( 0) 0 6-15=) -235) 134 8- 9=1-2221) 723 8-15=( -103) 504 NOTE: 204 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -971) 185 15- 9=( -476) 143 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 43 9-10=( 0) 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-10=(-2991) 579 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NCN-CONCURRENTLY. 0'- 0.0" -286/ 1584V -111/ 111H 5.50" 2.53 KDDF ( 625) s 35'- 0.0" -286/ 1554V 0/ DH 5.50" 2.53 KDDF ( 625) COND. 2: Designchecked for net(-5 psf) uplift at 29 sparing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 17'- 6.0" Allowed = 1.709" MAX TL CREEP DEFL = -0.297" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = 0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.101" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-11-11 3-00-10 15-11-11 Truss designed for wind loads 1 -- - in the plane of the truss only. 6-11-10 6-08-02 2-03-19-06-0506-05-03-14 6-09-14 6-09-14 ' - - -1 ( 'i l 1 1----- -- 14-00 14-00 • 9 5 7 1 I 12 M-4x6 -j' M 3 x8 _._ M-4x6 12 5.00 4„,......----I...----- s s.006j-0/ \ M-5x10 / \, �M-3x10 3 - 9 , � �j M 1.5x3 v,, M-1.5x3 T, �- �� X11 �o 0 • 2,"- 12 13 19 15 16 -10,Jo M-4x6 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-4x6'. 6(S) 'C �EO PRO s 6-09-14 6-08-02 n 3-11-15 3-11-15 6-08-02 i 6-09-14 -1 \�`�,\GN�NE�R �(,7A_ 1-00 35-00 1-00 C ,89782PE 1-- JOB JOB NAME : J-1852 STONE BRIDGE - CH5 Scale: 0.1784 - - -p GREG WARNINGS: GENERAL GENERAL NOTES, unless olhervase noted: /a., 1.Builder and red contractor should be advised clad General Notes I.Thisdesign based only upon the parameters he and is foran indvidual ON N. Truss: CH5 and Warnings before construction commences. buiding component.Applicability of design parameters and proper 2/, nv �� 2.2s4 compression web bracing must be insWNed where shown+. incorporation of component is the rosponaibii of the building designer. �4 R y 16_ 4 3.Additional temporary bracing to insure stability during construction 2.Design and at I S the top and bottom chords to be throughouty braced at ,(�s 'rc the responsibility of the erector.Additional permanent bracing of co7 c.c. al 10'o.c.respectively unless braced their length by T ` DATE: 7/13/2015 the overall structure is the res biY I the buddingdes Dr Impact ndgrngsheathor suchrl bs acng re shedsheatwhere)ardor tlrywall(BD). �,^' t y �` pones ly o goer. 3.7a Impact brldping lateral bracing required shown++ I'S`J{� SEQ. : K 1 3 0 0 2 4 3 4.No bad should be applied to any component until alter aN bracing and 4.Installation of truce is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry anadbn'muse. S.compuTrus has no control over and assumes no responsibility for the 6.Design assumes Nd bearing at all support shown.Shim or wedge itassumesfabdatbn,handling,ahipmantandinataNalbcomponents. eCssary. EXPIRES: 12/3.if2016 7.Designauumeaadequatedrainageisprovided. July 13,2015 6.This design is furnished subject to the limitations lit forth by b.Plates shall be located on both faces of lruu.and placed so their center • i TPVA RGA In 9051.copies el which wily be furnished upon request. lines coincide with joint center Ikea. 9.Digits indicate sae of plate in inches. �,. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-1311,E319-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-455) 2411 2- 3=(-2441) 430 7-14=( 0) 294 BC: 2,:9 ROOF 51613TR SPACED 24.0" O.C. 2- 3=( -471) 183 10-11=(-457) 2407 10- 3=( 0) 299 7- 8=(-2441) 430 WEBS: 299 KDDF STAND 3- 4=(-2221) 599 11-12=(-365) 2089 3-11=( -476) 168 LOADING 4- 5=(-1967) 599 12-13=(-365) 2084 11- 4=( -75) 504 TC LATERAL SUPPORT <= 12"00. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1967) 599 13-14=(-486) 2407 11- 5=( -228) 91 • BC LATERAL SUPPORT 0= 12"DC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2221) 599 19- 8-(-983) 2411 12- 5=( 0) 119 TOTAL LOAD = 42.0 PSF 7- 8=( -471) 183 5-13=( -228) 91 8- 9=( 0) 93 6-13=( -75) 504 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 7-( -476) 167 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -219/ 1584V -111/ 111H 5.50" 2.53 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 0.0" -219/ 1584V 0/ OH 5.50" 2.53 KDDF 1 E25) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ',COND. 2 Design checked for netA_-5_psf) uplift at 24 'ocsspacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 17'- 6.0" Allowed - 1.704" MAX TL CREEP DEFL = -0.297" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = 0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.101" @ 34'- 6.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.2ft, TCD1=9.2,BCDL=6.0, ASCE 7-10, (ADS 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. 13-11-11 7-00-10 13-11-11 6-11-10 7-00-01 3-06-05 3-06-05 7-01-13 6-09-14 12 12 5.00 M-4x64 M-3x8 M-4x6 a 5.00 / I/ it \ M-5x10 �V � M-3x10, I / M-1.5x3 / ��V M-1.5x3 /� ��� ��� _._ --- o -- - „' e�•, - ate 4, \.� to 0 2-' 3 0 11- 12 13 14 -8 o M-9x6 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-4x6 M-5x6(S) ,c5.c�Ep PRn p si . 6-04-14 6-08-02 y 3-11-15 ( 3-11-15 6-08-02 1 6-09-14 ) \� 04 GIN 4•-, /0 1-00 35-00 1-00 �� 9 , 89782PE JOB NAME : J-1852 STONE BRIDGE - CH4 ! -y Scale: 0.1784 / '----- - unlelaa m ted. -_ WARNINGS GENERAL NOTES, (^a rr//''�� {(� -- t Builder and erection contractor should be advised of all General Notes 1.This d basedothe -yZ OREGON,,,a Truss CH4 designay uponparameters shownand for an individual p and Wa ng before construction commences. g component.App„cabNM f design parameters antl proper 2 2s4 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the bulking designer. f ` 'V 3.Additional temporary bracing to insure stably durkp construction 2.Design assumes the lop and bottom chortle to be laterally braced at 7�y Ry -i ��j- is the responsibility of the`nectar.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by ♦ ` V DATE: 7/13/2015 the overall structure is the res Idu continuous sheathing such as plywood required here s ow,•drywalpBC). p^ .� pond y of the bulking designer. 3.2a Impact bridging or labral bracing required where Mown AU SEQ. : K1300242 4,No load should be ended to any component until ager cep bracing and 4.Installation of truss is the responsWNiy of the respective contractor. i fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, designloads be applied to any component. and are Br"dry condition"of use. TRANS I D: LINK .Compu Trus has no control over and assumes no responsibility for e 6.Design ass ala fm bearing at a„etpperts Shawn.Sinn,Sinn,a,wedge if 5mEXPIRES: 12/31/2016 rabrkatbn,handing, `Baryum shipment and installation of components. 7.Design assumeadequate drainage le sided. July 13,2015 6.This design is furnished subplot to thelocated truss, imitations set forth by 8.Plates shall be on both faces of truss,and placed so their center TPNNrCA in SCSI,copies olaAich w„a be furnished upon request. lines coincide with pint center lines. MiTek USA,Inc./Cam uTrus Software 7.6.7-SP2 1 L-E B.Digin indicate side connector p plate ininches.values( ) 10.For basic plate design values sea ESR-1711,ESR-1958(MiTeN) I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 41513TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-16=( -679) 2043 2- 3=1-2602) 937 BC: 204 KDDF HISBTR SPACED 24.0" O.C. 2- 3=( -75) 164 16-17=(-1133) 3306 4-16=( -93) 441 WEBS: 2x4 KDDF STAND 3- 4=(-2381) 864 17-18=1-1177) 3633 16- 5=( -136) 612 LOADING 4- 5=(-2602) 934 18-19=1-1177) 3633 16- 7=(-1129) 458 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)1DL( 7.D) ON TOP CHORD - 32.0 PSF 5- 6=( 0) 0 19-20=1-1157) 3306 7-17=( 0) 310 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-2381) 893 20-14=( -713) 2043 17- 8=) -370) 55 TOTAL LOAD = 42.0 PSF 7- 8=1-3332) 1266 18- 8=) 0) 204 8- 9=(-3332) 1266 8-19=( -369) 55 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11-1-2361) 693 19- 9=) 0) 310 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) D 9-20=1-1129) 458 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2602) 934 11-20=( -136) 612 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2381) 863 20-12-( -93) 441 a LETIN0: 2-00-00 2-00-00 13-14-) -75) 164 13-14=(-2602) 937 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14-15=) 0) 43 TVERHANLS: .2.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .!-1.5..4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (000). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 1584V -66/ 66H 5.50" 2.53 KDDF ( 625) 35'- 0.0" -340/ 1584V 0/ OH 5.50" 2.53 KDDF ( 625) [COND. 2: Design checked for neil-5 psf)-uplift at-24-_0s_spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.286" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.576" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = 0.002" @ 36'- 0.0" Allowed = 3.100" MAX TL CREEP DEFL - -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.075" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.125" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 11-00-10 11-11-11 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), -------- - --------------09 x - - I load duration factor=l.6, _ 1 9. 3-11-10 9-00 0-08-08 5-01-12 5-01-12 0-08-08 4-00 3-11-10 1-09-Oy Truss designed for wind loads 1-10-09 T f 1 ) 1 T - 1 1 1-10-09{ 8 00 in the plane of the truss only. 8-00 . -_.__- - ) _M-4x4+ _M-4x4+ ( - -4 5.03 12 6 M-3x4 M-3x4 1 12 / - - - �_-- -1 5.00 M-4x6 I 5-1-1-7°-,____ M-4x6 M-3x8 M-1.5x3 / aI M-1,5 x3 M-3X6 3 4 �� , - „ , 3 3x6 _ , M ) • s o � � 16 17 1 19 20 19 0 • M-4x6 M-3x8 M-3x4 M-5x6(5) M-3x4 M-3x8 M-4x6 ���ED PROpp�,s 7-06-01 5-01-12 4-10-04 4-10-04 5-01-12 7-06-01 1-00 35-00 - 1-00 89782PE �` JOB NAME : J-1852 STONE BRIDGE - CH3 ,-- _Scale: 0.1784 In - -- --- i WARNINGS:_ - - GENERAL NOTES. unlessotherwise noted --- --- /ate OREGON � tT 1.Builder and erection contractor should be advised of all General Notes I.Thisdesign is based onty upon the parameters sho and:foran individual �'9:9,Y(o/ JAY 1 92 ..q1.3 Truss: CH3 and Warnings before construction commences balding component Applcabily of design parameters and proper 2.204 compression web bracing must be Installed where shown. incorporation of component k the responsibility of the building designer. . `t a 3.Additional temporary bracing to insure stabil during construction 2.Design assumes the cop and bosom chords to be laterally braced at �J�./. ,v is the responsibility of Na erector.Additional permanent bracing of 2'o.c.and al Ig'o.c.respectively unless braced throughout their length by A U continuous sheathing such as plywood sheadvng(TG)and/or drywall(BC). DATE:: 7/13/2015 I) the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where Now SEQ. : 9<1300241 4.No load should be applied to any component until ager all bracing and 4,Installation of truss is the responsibility of IM resppective contractor. fasteners are complete and at no gee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment. EXPIRES: 12/31/2016 TRANS ID LINK design loads be.ppgeemany component. and are for"dry condition.of use. 5.CompuTruc has no control over and assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge it fabrication,handle ary.um July 13,2015 iq.cNpmanl and installation al compo rwnts. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subjed to IM limitations set forth by 8.Plates anal be located on both faces of truss,and placed so their center TPIWICA in BC5l,copies of which will be furnished upon request. fes coincide with joint center lines. B.Digits indicate size notate In Inches. MiTek USA,Inc.tCompuTrus Software 7.6.7SP2(1L)-E IO.For bask connector plate design valves see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by OP , LUBBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2o4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-16=1-572) 2043 2- 3=(-2602) 801 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=( -79) 164 16-17-1-893) 3306 4-16=( -50) 441 WEBS: 2o9 KDDF STAND 3- 4=1-2381) 744 17-18=1-950) 3633 16- 5=1 -89) 612 LOADING 4- 5=(-2602) 783 18-19=1-950) 3633 16- 7=(-1129) 353 TO LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSE' 5- 6=1 0) 0 19-20=1-9091 3306 7-17=( 01 310 BC LATERAL SUPPORT <= 02"00. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-2381) 755 20-14=(-E13) 2043 17- 8=1 -368) '1 TOTAL LOAD = 42.0 PSF 7- 9=(-3332) 1022 18- 8=1 0) 204 8- 9=(-3332) 1022 B-19=1 -368) '1 NOTE: 204 BRACING AT 24"00 'JON. FCR LL = 25 PUP Ground Snow leg) 9-11=1-2381) 755 19- 9=( 0) 310 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 0 9-20=(-1129) 353 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2602) 783 11-20=( -90) 612 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2381) 744 20-12=( -50) 441 LETINS: 2-00-00 2-00-00 13-14-) -78) 164 13-14=1-2602) 801 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14-15=( 0) 43 OVERHANGS: 12.D" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -275/ 1584V -66/ 66H 5.50" 2.53 KDDF ( 625) 35'- 0.0" -275/ 1584V 0/ 20 5.50" 2.53 KDDF 1 025) j.-.- _ GOND 2: Design checked Cor net(-5psf) uplift at 24 oc spamming. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.286" @ 17'- 6.0" Allowed = 1.701" MAX TL CREEP DEFL = -0.576" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = 0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.075" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.125" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 9-11-11 15-00-10 9-11-11 load duration factor=l.6, ------ Truss designed for wind loads 1-09-09 2-03-14 5-01-12 2-04-09 3-11-10 1-10-09 in the plane of the truss only. 1-10-09 3-11-10 • '2-04-091 -, 5-01-12 12-03-141 1-09-09 . - 1 1 9 8-00 8-00 1 _-1 12 M-4x6 6 10 12 I �, M-4x6 5.00 M-3x4 M-3x8 M-3x4 '7:5.00 ---------- I.._._B 9 M-1.5x3 11 --- j�-, ---- .. ei - , M-1.5x3 M-3x61 A M-3x6 / 3 0 1' - 16 -- -tN _- '_1 'Ara' 5 �1 o 2'' _ - 16 17 18 fi 19 20 14 �o ---------- - - M-5x �(c. pROFss 'M-4x6 - M-3x8 M-3x4 M-3x4 M-3 x8 M-4x6 E(5) 7-06-01 5-01-12 4-10-04 4-10 04 --- - 5-01-12 - 7-06-01 --- �C:. ..... F9 / 7- O2 1-00 35-00 1-00 '� 89782PE -fir' , JOB NAME : J-1852 STONE BRIDGE - CH2 ':, Scale: 0.1784 - - -------- WARNINGS GENERAL NOTES. unless M rested- T..0 1.Builder detectcontractor should b advised of all General Boles h design is based only upon M parameters shownand torani MNwual OREGONN. nY, Truss: CH2v, and Warnings before construction commences building component.Applicability design parameters and proper . -Iii/(/ �� 2 h4 compressio b bracing must be installed where shown. incorporation or component's the responsibility building V a Addition.)temp ry bracing to insurewbibly during construction 2.Deagn assumes the top and bottom chords to be Merest braced at "� 4 Ry A 4 • s the responsibility of the rector.Additional permanent bracing Al 2 a c and al IP o c,respactivelY unless brand throughout their length by 1,7-.TE: 7/13/2015 the overall structure the responsibility or the buiuin de continuous thg ingior such l b acing re meed'ng(TC)ownand,tlrywall(BCI. A U L �\ e ug^ef i za Impact foraging or lateral bracing required where shown.. SEQ.: K13002404.No wad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility WM.respaGive contractor. fasteners ere complete and at no time should any wads greater than 5.Design assumes busses are to be used in a non.sorrosre environment component and are for"drycondition"of use. TRANS I D: LINK 5.Eonpubro¢ahas nbe o control Duplied to e.n assumes no responsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge If EXP I R ES: fabrication,handing,shipment and inWiatbn of components. 7.De stgn assumes adequate drainsq'sprovided. July 13,2015 EXPIRES: 12/31/2016 ' 6.This design is furnished subject to the limitations set forth by B.Poles shall be located on both has of truss,and placed so their unlet TPIW1'EA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. indicate9.Digits sRe of plate in MiTek USA,Inc/CompuTrus Software 7.6.7SP2)1 L)-E 10.For basic connector plate design`s qn vaWes see ESR-1711,ESR-19881wTaq • This design prepared from computer input by JP LUMBER SPECIFICATIONS 35-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KIDF 1414519; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-11=(-1776) 5680 3-11=( -368) 1122 206 KDDF (t16BTR TO, T3 2- 3=(-6570) 2090 11-12=(-1362) 9762 11- 4=( -258) 1450 BC: 256 ICDDF #16575 LOADING 3- 4=(-7146) 2308 12-13=(-3372) 5810 11- 5=(-3532) 1452 WEBS: 254 ROOF STAND; LL = 25 PSF Ground Snow )Pg) 9- 5=(-6589) 2166 13-14=(-3372) 9810 5-12=( 0) 958 2.94 IF STAN_ A TC UNIF LL( 50.0)+DL( 14.0)" E4.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-9792 3456 14- 9=(-177E) 5602 12- 6=( -22) 66 TC UNIF LL( 125.0).DL( 35.0)= 1E0.0 PLF 8'- 0.0" TO 27'- 0.0" V 6- 7=(-6584) 216E 13- E=( 0) 4.18 TG LATERAL SUPPORT (..= 12"11. 009. TC UNIF LLI 50.0)+DL( 14.0)- E9.0 PLF 27'- 0.0" TO 35'- 0.0" V 7- 8=(-7148) 2310 6-14=(-3568) 1456 BC LATERAL SUPPORT 0= 12"11. UON. BC UNIF LL( 0.0).DL( 10.0)= 50.0 PLF 0'- 0.0" TO 35'- 0.0" V 8- 9=(-6572) 2092 '-14=( -252) 1410 9-10=( 0) 42 19- 8=) -368) 1122 - TC CONC LL( 406.7).211 130.7)- 597.3 LBS @ 8'- 0.0" NOTE: 204 BRACING AT 24"00 (JON. FOR TC CONC LL( 466.7)011( 130.71= 597.3 LBS @ 27'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -"" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) REQUIREMENTS CF IBC 2.012 AND IRO 2012 NOT BEING MET. 0'- 0.0" -1029/ 3618V -62/ 62H 5.50" 5.79 KDDF ( 625) 7'."EPHANTS: 12.0" 12.0" 35'- 0.0" -1029/ 3616V 0/ OH 5.50" 5.79 RIDE ( €25) a BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi n checked for n t 5 f) uplift t 24 ' Attach 2 ply :._h "5.131 DIA GUNnails g e 1- ps p c spacing. 't`oggrred: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 cc in 1 rcw(s: throughout 254 top chords, MAX LL DEFL = 0.001" @ -1'- C.0" Allowed = 0.100" or in 2 row(s, throughout 206 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" s cc in 2 row(s) throughout 256 bottom chords, MAX LL DEFL = -0.256" @ 14'- 3.0" Allowed - 1.704" 0" oc in 1 rows: throughout 2x4 webs. MAX TL CREEP DEFL = -0.507" @ 20'- 10.8" Allowed = 2.272" MAX LL DEFL = 0.001" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.068" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.112" @ 34'- E.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 19-00-10 7-11-11 3-08-08 4-03-03 5-11-12 6-11-05 6-01-08 4-03-03 3-08-08 12 +597.306 ' 597,30#- 1 - -- - ' M-7x8(8) 12 5.00 M-4x8 �5.00 0.55" M 6x10 lid -9x8 4 -/- ------ T3 --_ - M-1.5x3 -.t. .. - M-1.5x3 T1 8 y • ,� M-4x6 •I,, �,,; - M-4x6 o _ 11 12 13 14 !�'9 0 M-3x10 M-3x4 M-1.5x3 M-3x10 M181-15-5x16(5) PR 7 03-10 1 6 11-05-- -_-� - 6-07-13 - - _ - 6-09-09 ---7-03-10 - A\O ..'D PRQF �s 6 00 - - _. --- ----.- _ - 19-00 - - -'-- ----- - -- �\Gj vNG E`:� 1O_4 1-00 35-00 1-00 �. 3� 89782PE r JOB NAME : J-1852 STONE BRIDGE - CH1 . Scale: 0.1769 2 . WARNINGS: GENERAL NOTES. N otherwise -_-- _ noted: • Truss: CH 1 I.Builderand erection should be advised of all General Notes Thisdesign based shy upontheparameters shownand for an individual s. eWarningsbeta constructionce building component.Applicability fdesign pan t ndproper 9 OREGON O� 2,h4 compression web bracing must be rstaled where shown.. p rerun of componeN s IM Msvonsury r the building designer. -1,5, �+ ].Additional temporary Drecug to insure stability tllaerg conNucilon 2.DeNgn assumes the top and bottom chords to be laterafy braced e �4 RY A .`, la the responNDilay of the erector.Additional permanent bracing of Y o.c.and al 10'o.c.respectively unless braced throughout IMV length by " C':iT E: 7/13/2015 the ova nal structure is the responauA of the bugtlin continuous shaming such as plywood requsheired Wg(TC)townmetier dryvgp(BG). N g designer. 3.2v Impact bridging or lateral bracing required where shown.. ir �'A U L R SEQ. : K13002394.Ns load should be spoiled to any component until cher all bracing and a.Installation or truss is the responsibility of the respoNNe contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a mncorrosNe environment, TRANS ID: LINK design toads boa led to sey ramponent arid are for'dry condItion'Pt ase. 5.DompaTrus has no control over and assumes no responsibility for IM S.Da sign swum.NI bearing at all supports shown.Shim or Wedge if fabrication,handing,shipment and instakatn of components. B°ry' EXPIRES: 12/31/2016 7.Des.etralign mesadedonboainageisprovided. July 13,Z�1J a This design la furnished subpd to the limitations set forth by 8.Pales Nal be located on both faces of taw,and placed so their center TPVWTCA in B551,copes of which will M famished upon request. lines courde with Joint center Gras. S.Digits ad'kate iiia of plate In Inches. MiTek USA.Inc./ConspuTrue Software 7.6.7SP2(1L)-E ID.For basic connector pate design values us ESR-1711.ESR-12188(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=1-399) 2182 2- 3=(-2427) 461 BC: 2x4 KDDF 41.13TR SPACED 24.0" 0.0. 2- 3=) -238) 127 10-11=)-317) 2221 3-10=( -61) 131 WEBS: 274 KDDF STAND: 3- 4=(-2380) 499 11-12=)-348) 2064 10- 9=( 0) 332 246 KDDF 82 A LOADING 4- 5=1-1789) 455 12- B=(-438) 2307 4-11=( -606) 220 LL( 25.0)ODL( ".01 ON TOP CHORD = 32.0 PSF 5- 6=(-1791) 451 11- 5=( -187) 1013 . TO LATERAL SUPPORT 0= 2"00. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2469) 510 11- E_( -656) 233 B:( LATERAL SUPPORT <_ __"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 -393) 167 6-12=1 0) 378 B- 9=) 2) 43 12- 7=( -121) 144 C.'ERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 7- 8=(-2409) 456 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -229/ 1568V -139/ 138H 5.50" 2.51 KDDF ( 625) 34'- 7.5" -229/ 156BV 0/ OH 5.50" 2.51 KDDF ( 625) 'GOND 2 Design checked for net(- _psf) uplift at 24 c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL CEFL = 0.102" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.126" @ 23'- 0.2" Allowed = 1.685" MAX TL CREEP DEFL = -0.255" @ 17'- 1.5" Allowed = 2.217" MAX LL DEFL = 0.002" @ 35'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 7.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.055" @ 34'- 2.0" MAX HORIZ. TL DEFL = 0.092" @ 34'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-01-08 17-06 - -_ . Wind: 140 mph,p = 3f t, TCDL=4.2,BC DL=6.0, ASCE 7-10, 5-09 5-06 5-08-06 5-10 5-10 5-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDsr), , - _-__ load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 C:-, M-4x6 = 5.00 4.0" 5 ....„-----.--11(----.- - M-5x6(S) M-3x4 -- ---- - __ 0.25" q/\ i --\ 6 / M-3x5 // 3 M-3x5 7 M-1.5x3 - _ \A ------ M-1.5x3 � ti I co - 10 11 12 -8 o o M-9o8 M-304 0.25" M-3x9 M-4x6 M-5x8(S) 1ctip PRpp4s 8-07-14 8-05-10 __. 8-10-02 _.._ 8-07-14 - 1# .NGINE9 s/O2 II 1-00 34-07-08 1-00 C1 "f7 89782PE r JOB NAME : J-1852 STONE BRIDGE - Cl Scale: 0.1934 -' • I.Beate, G. hale design anteu m e aramete 1' OREGON ate' �, I Bulbs and erascontractor should G advised of all General Notes t This Oesg based only uponthe parameters Yawn ands b n iMNklual O Truss: C 1 and Warnings Gere construction commons. building component Applicability of design parameters and proper / (2 2.2v4 compression web bracing must be installed when shown e. incorporation of component s the responsibility of the building designer. �J, (Jn R y Ab . A, 3.Additional temporary bracing to insure stability during construction 2.Devgn assumes the by and bottom chords to G totera�y braced al • 7 'l J s the responsibllay of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.lapecttvp y unto..braced throughout their length by \ continuous sheathing bridging or such as plywood sheslhi hate.and/or drywall(BC). Act AUL fln Ni DATE: 7/13/2015 the oventi structure is the responsibility of the building designer, 3.20 Impact bridging on lateral bracing required where shown a 4 • • SEQ.: K 13 0 0 2 3 8 • 4.No bad should be Ipplied to any component until after el bracing and 4.Installation of trues is the responelBllly of the respective contractor. • fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, deli bads be applied to an M. and are for"dry condftlon'of use. TRANS ID: LINK o^ vwmpon. I �+ 5.CompuTrua has no control over and sworn..no responsibility or the 6.Design assumes hill beating at all supped.shown.Shim or wedge 4 EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7. necessary. ygna.. pmesadequate drainage ottrvided. July 13,2015 6.This design is furnished object to the Imitations set forth by 8.Plates shall G located on both faces of laxe and aloud so their center TPIrWrCA in SCSI,copes of which we be bowled upon request. Imes coincide with joint center tines. 9.Olga. size MiTek USA.Inc./CompuTrus Software 7.6.7SP211L(-E to.For basic connector lininches. MiTek ddesign values uta ESR•1 J1 t,ESR-I988 MUM) This design prepared from computer input by JR 11:11BER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ':"C: 204 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-5=(0) 0 2-3=(-251) 106 BC: 2,4 KDDF #11005 SPACED 24.0" C.C. 2-3=(-104( 205 'REBS: 2r4 KDDF STAND 3-4=( -25) 16 LOADING TO LATERAL SUPPORT ,-= 12"3C. ION. LL( 25.0)=DL) 7.01 ON TOP CHORD = 32.0 PSF B_ LATERAL SUPPORT ,= 12"7C. UON. DL ON BOTTOM CHORD = 10.0 NSF BEARING MAX VERT MAX HORZ BP.G REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ..ETINS: 1-06-15 1-16-15 0'- 0.0" -62/ 292V -2/ 43H 5.50" 0.47 RODE ( 625) LL = 25 POE Ground Snow (Pg( 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) ..IERHANGS: 12.0" 0.0" 1'- 11.7" -29/ 46V 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. QOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 11.7" Allowed = 0.100" MAX TO PANEL TL DEFL= -0.002" @ 0'- 12.7" Allowed = 0.140" 12 5.00 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 2.1 v I Lr, 0 �1 W CD M-3x6 • • 1-00 2-00 PROVIDE FULL BEARING;Jts:2,5,4 ' �,�Et) PR Ores 7GtNE \ `r' . 89782PE pr • JOB NAME : J-1852 STONE BRIDGE - BSJ1 /� Scale: 0.7049 !- - • WARNINGS GENERAL NOTES unbar otherwisercled: a OREGON Truss: BSJ1 I.Budder and erectt for shoWtl beadvisedol all General Notes 1.This design is based only upon me parameters oho and is for nindivklual d� and Warnings before construction commences building component ApplubYly of design parameters and proper n 2.2aa compression web bracing mist be installed where shown., incorporation of component ri a the responsibility or the building a.ign.r. T, r„/Q Y -A6 V 3.Additional temporary braclp to insure stability during construction 2.Design assumes the top and bottom chords*be laterally braced al Al �j- b the responsibility of the erector.Additional permanent bracing or 2 o.c.and alt 0 Ga.respeap unless braced throughout their length by `�V .,,,TE: 7/13/2D15 the overall structure is the rsaponabR of the building tles continuous sheathing such as plywood shaaminp(TC)ancon drywalNBC). Ng igner. 3.2v Impact bridging or lateral bracing required when.shown.. '°A U�- SEQ. : K 13 0 0 2 3 7 I 4.No bad should be applied to any component until alter all bracing and a.Installation of russ is the responsibility otlhe reSpeaive contractor. fasteners are complete end at no time should any loads greater man 5.Design a es trusses are to be used m o a nonorrosNe environment TRANS ID' LINK design loads be applied to any component. and are fo • r centltlion'or tae. 5.CompuTrus has no control over and sesames no responsibility for the Desi assumes wa bearing at al supporta shown.Shim or wedge a EXPIRES: 12/31/2016 lar, brcan,handing.shipmentlw and iawtion of components. °6°ry. 7.Deagnassumes adequate drainage sprovided. July 13,2015 ' s.This design is furnished subject to the imitations set forth by B.Protea shat be located on both aces or buss.and placed so their center TP VWTCA in ECM,copies of which will be furnished upon request. Ines coincide with pint center lies. ' 9.Digits indbate site of plate in inches. M:Tek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E II.For basic connector plata design vales see ESR-1311.ESR-1068(IATek)