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Plans (79) i E EIVED 40'-0" AUG 2 0 2015 CITY OFTIGA•!) I o ; 1 q I BUILDING DIVISION ��- i I 4:12 1 v C v . 01T r— / , ./•. I , 11 I 4 M A Q \ Q r \ d I I / :i. I I i :12 H 3218112 iiii, :Aral I 9 9 c ( II - in_kq C1 __ 10.-0" 15'-0" 15'-0" 15'-0" 10'-0" -I 40'-0" -- ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 08/07/15 PLACEMENT TRUSS CA COULATIONSNLY NDTO PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL El DRAWINGS FOR ALL FURTHER J-1852 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER ER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN' I DRAWN BY: JP I REVISION-2: To TRUSS coNNEcrIONs.BUILDING 366MOD / J-1852 I CHECKED BY: I DESIGNER/ENGINEER OF RECORD TO 'muss COMPANY REVIEW AND APPROVE OF ALL '' 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. i MI-17 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 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: K1344908 thru K1344916 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. pROFE- 41.1 `z' 89782PE �r 94/OREGON O�Q 9,5, �'�RY i� �`' �EXF'IR S` 1 /31/2O16 August 7,2015 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 SP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 29 "oc spat cg. TC: 2x9 KDOF til&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF e15BTR SPACED 29.0" n.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UGH. LOADING Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PDF load duration factor-1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. -,- Note: Outlooker truss. Upper top chords require same material LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3x6+ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (oon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall ucaN. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for :omp1ete specifications. 17-00 17-00 f 1 M-4x8+ lz - i� 4.00 �,� 12 r 4.00 op M-3x6+ / � r. ----___ M-3x6+ U, . -�n- -m I � M-3x5(9) ��cD PRQp S 17-00 19-00 — c,'.a� ,,1.\ F-r9 �l0 — �; Cy — 1-00 ---- - 34-00 ' ,8978i2PE 9f'. JOB NAME : J-1852 STONE BRIDGE — Al 1 Scale: 0.2392 S../.sj / `, (h� j- - - -- WARNINGS: GENERAL NOTES, unless otherwise noted. 7^,QI�E�LJIN V� 1 Binder and erection contractor should be advised of all General Notes 7 This design-s based oNy upontheparameters Shown and is for an indiv dual „ •✓.(./A1 ,, 2.,1 ;"' 2. — Truss: A 1 d Warnings belconstruction roves building component Applicability f design parameters and proper PY `�.� 2 2 4 compression b bracing must beinstalled where shown A. incorporation of component-the of the balding designer. 3 Additional temporary bracing to insstability during construction 2.Design assumes me tap and bottom chords m be laterally braced at h" pA U L R\ is the responsibility of the erector.Additional permanent bracing of un.c.and at 10 o c respectively unless braced throughout their kngih by i DATE: 8/7/2015 the overall structure lathe responsibility of building desi Impact bridging aterasacwg required where tlrywanlec). ponsi rye 9 9^er. 3.2a Impact bridging or lateral bracing required where shown.. is SE K 134 4 90 8 4.No load should be applied to any component until after au bracing and 4.Installation of truss is the responsibility of the respective contractor. Q•' fasteners are complete and at no time should any loads greater man S.Design assumes trusses are to be used in a non-ccorrosive environment, dealgn loads be applied to any component. and are for"drycondition"of use. EXPIRES: 12/31/2016 TRANS ID: LINK ss6.Design assumes hill bearing at all supports show,Shim or wedge if August 7,2015 S.CompuTrus has no control over and assumes no responsibility for nate • fabrication,handling.shipment and installation of components. aaarv. • 7.Design assumes adequate drainage is provided. 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 ' TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide ash joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 19.For basic connector plate design values sea ESR-1311.ESR-1900(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 41613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-514) 2709 2- 3=(-2729) 543 BC: 2x4 KDDF 416816 SPACED 24.0" O.C. 2- 3=( -408) 155 10-11=(-434) 2489 3-10=( -82) 150 WEBS: 2x4 KDDF STAND 3- 4=1-2838) 563 11-12=1-455) 2489 10- 4=( 0) 357 LOADING 4- 5=1-2096) 489 12- 8=(-533) 2709 4-11=( -699) 226 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2096) 489 11- 5=( -153) 990 BC LATERAL SUPPORT <= 12"9C. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2838) 563 11- 6=( -699) 226 TOTAL LOAD= 42.0 PSF 7- 8=( -408) 156 6-12=( 0) 357 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -82) 150 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2729) 544 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) 0'- 0.0" -217/ 1542V -85/ 85H 5.50" 2.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -217/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacilog. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEE, = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.180" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.364" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.066" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=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 17-00 17-00 in the plane of the truss only. 12 M-4x6 12 J 4.00 - 4.0" M-3x4 / - 3.0" �_ M-3x4 �M-4x4 - 7 =M-4x4 77 Po M-1.5x � \ M-1.5x3 J.M-_x6 M-3x4 0.25" M-3x4 M-5x6 � PIIQp . M-5x8(S) \Co.,,..0° ��D GtN - •-(CC�h`�p 1-0; 34-00 Jy 2-00 .� 'r , 89782PE N JOB NAME : J-1852 STONE BRIDGE - A2 - �� Scale: 0.2284 _-_ WARNINGS: GENERAL NOTES, unless otherwise noted'. OREGON N.1.Builder and erection contractor should be advised of all General Notes 1 This design is based only up theparameters shown and is for an indNidual OREGON h Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ) 2 2.2v4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -16, b.,/A i I f_.., 3,Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be lateral/brand al 7 'l f+�`� is 4,the responsibility of the erector.Additional permanent bracing of 2'a.c.and a110'o.c.respactivelY unless brand throughout(heir length by n. DATE: 6/7/2015 the overall structure is the res biN of building designer. wcontinuousImsheathing suchasplywooduired ineresown•g(TC)and/or drywall(BC). fy/ 115 �� I pa nsi ry o n9 gne r. 3.2v Impact bridging or lateral bracing required where shown++ n ll L" SE K 13 4 4 90 9 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners are umpkte and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, - design loads be applied to any component, and are for"dry conddion"of use. TRANS ID: LINK 6,Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTms has no control over and assumes no responsibility for the sary. fabrication.handling.shipment and installation of components, 7.Design assumes adequate drainage is provided. 6,This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed soy center August 7,2015 TPIiWICA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sue of plate in inches. • NtiTek USA,Inc/CompuTrus Software 7.6,7SP2(1L)-E to.For bask connector plate design values see ESR-1311,ES R-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=1-539) 2685 2- 3=1-2713) 538 7- 8=1-2572) 480 BC: 2x4 KDDF N168TR SPACED 24.0" O.C. 2- 3=) -405) 156 9-10-1-461) 2962 3- 9=) -85) 150 WEBS: 2x4 KDDF STAND 3- 4=1-2811) 566 10-11=1-447) 2433 9- 4=1 0) 358 LOADING 4- 5=1-2066) 482 11- 8=1-528) 2579 4-10=) -701) 226 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2066) 492 - 10- 5=1 -155) 972 BC LATERAL SUPPORT <= 12"0C. 006. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2750) 567 10- 6=( -665) 220 _ TOTAL LOAD= 42.0 PSF 7- 8=( -314) 167 6-11=1 0) 325 OVERHANGS: 12.0" 0.0" 11- 7=( -24) 149 For hanger specs. - See approved plans LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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" -216/ 1535V -78/ 85H 5.50" 2.46 KDDF 1 622,1 i 33'- 9.0" -175/ 1417V 0/ OH 5.50" 2.27 KDDF 1 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 Deft upl int at 24 o c soacing. VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 MAX LL DEFL = 0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.172" @ 17'- 0.0" Allowed = 1.642" MAX TL CREEP DEFL = -0.349" @ 17'- 0.0" Allowed = 2.189" MAX HORIZ. LL DEFL = 0.064" @ 33'- 3.5" MAX HORIZ. TL DEFL = 0.106" @ 33'- 3.5" Design conforms to main windforce-resisting .. system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 17-00 16-09 ,. 5-05-15 5-10-01 5-08 5-08 5-00 5-05 ._r 1 -.__ __ _ j - 12 12 4.00 C- M-4x6 -19.00 - 4.0" s ,, M-3x4' 3.0" c\ -M-4x4 / /V M-3x5 3j ,_ jj� 7 M-li5x---< -11---- N7-::'------3 /s_ \ - M-1.5x3 oI 11 ..-5x6 M-3x9 1%•25rr M-3x9 M-5x8 a a6 0 M-5x8(S) 8-06 8-06 8-06 8-03 "��� `D N OFFss1 1-00 33-09 •��\� � G ��� O0'9 `" 89782PE 1'' JOB NAME : J-1852 STONE BRIDGE - A3 --f Z' r' Scale: 0.1990 /\ WARNINGS: GENERAL NOTES, unless otherwise noted' ('+ "J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Inc parameters shown and is for an individual OREGON A� Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 d') �" 2.2s4 compression web bracing must be installed where shown•• ,• incorporation of component is the responubilfty of the building designer. ,.<y �,/� y� ,Y 3.Additional temporary bracing to Insure stablliN during construction 2.Design assumes me top and bottom chorda to be laterally braced at 7 :J ��j is the responsibility al the erector.Add4Wnal permanent bracing of 7 c.c.and at 10'c.c.respectively unless braced throughout tMir length by i V' continuous sheathing such as Mywood sheathing(TC)anNor drywaROC). PA U L ' DATE: 0/7/2015 the overall structure Is the responubtly of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. /'1 SEQ.: K1344910 4.No Wad should be applied to any component until after all bracing and 4.Installation Odom is the responsibility of the respective coolodor. fasteners are complete and M no time should any loads greater than 5.Design assumes trusses are to be used in a non<cnroswe environment. • TRANS ID: LINK design Wads be applied m any component, and are for condition"m e. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes WA bearing at all supports shown.Sloe or wedge it EXPIRES: 12/31/2016 fabrication.handing. N ary ng.s Dmanl I,t eim:tllnolcomp119by 7.Deargn assumes adequate both gage is provided. August 7,2015 6.This design is furnished subject to the tondalW ns set forth by B.Plates shall be located on both faces of truss,and placed w their center • TPNWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. sccoeectoofutinches. MiTek USA,Inc./CompuTrus Software 7.6.7SP21L)-E ID.Digits: aiconnector plate design values see ESR-1 Jt 1,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'– 0.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spooling. 1 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce–resisting HC: 2x4 KDDF H1seTR SPACED 24.0" O.C. system and components and cladding criteria. 7C LATERAL SUPPORT <= 12"OC. VON. LOADING Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Note: Outlooker truss. Upper top chords require same material LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3x8+ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (lion). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall U AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 1x2 or equal typical at stud verticals. Refer to CompuTrue gable end detail for complete specifications. 7-06 7-06 - ---- M-42x8+ 8.00 177 12 �H.00 7.- % N M-3x8+ j I '---,„:141-3x8+ • 77777Z . m 1 m o 1 I -- — I_II , I ,.iiiiiiiiii/ii:1/,'viii;// ,-.7–Z.. ,,iiiii�i��i' �iiiiiii, =-- .. - ,' 4 5 1 ...ED PROfes 1-00 15-00 �'I ke� ONGINE49 sio2-9 89782PE r- /`� JOB NAME : J-1852 STONE BRIDGE — B1 \ ----- • Spate: 0.4574 y,L OREGON n�'N Q ' WARNINGS GENERAL NOTES, unto oho 1e0 -V� t.Bulkier anderection contractor should be advised or all General Notes t Thisdesign based My uponm parameters shown ands for an individual .e Lid RY 1 �Q Truss: B1 and Wabefore construction commences. building component.Applicability foe g parameters and proper 2.2e4 compression web bracing must be nstalled where shown••, incorporation of component a the responsibility of the building designer. /a- 3.Additional tem bracing to insure stability during construction z.De sir assumes me by and bosom chores to be laterally braced •� AA U L l�� porary g ry cons 2'o.c.and at 10.oc,respectively unless maces throughout their bngm by 7"' `' u the re cpnnabday of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathingfTC)and/or drywall(BC). DATE: 8/7/2015 the overall structure Is the responsibiII of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• SEQ.: K13 4 4 911 4.No load should be applied to any component until after all bracing and 4.Installation oftruss lathe responsibility of respective contractor. – fasteners are complete and al no time ehoub any bads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment. and are for"dry condition"or use. EXPIRES: 12/3112016 TRANS ID: LINK design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if s.CompuTrus has no control over and assumes no responablity for the negesary. August 7,2015 bbri stion.handing.shipment and installation of components. 7.Designde 1e • 6.ms dee furnished w ata the lndmrons set forth b assumes adequate drainage is provide. design is foie y B.Pates shall be located on both faces of truss.and placed so their center TPNNTCA in SCSI.wpbs of latch will be punished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. Mack USA,Inc./CompuTrue Software 7.6.7SP2(1LhE 10.For basic connector plate design values see ESR-1311.ESR-19881MJelt) This design prepared from computer input by JP LUMBER SPECIFICATIONS 15-00-00 GIRDER SUPPORTING 34-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF Pl&oTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6138) 1369 1-6=(-1026) 9718 2-6=(-122) 909 BC: 208 ROOF 91&BTR 2-3=(-5939) 1382 6-7=( -696) 3456 6-3=(-800) 3450 WEBS: 2o4 KDDF STAND LOADING 3-4=(-5934) 1382 7-5=(-1026) 9718 3-7=(-800) 3450 LL = 25 PSF Ground Snow (Pg) 9-5=(-6138) 1369 7-9=(-122) 909 • TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 19.01= 69.0 PLF 0'- 0.0" TO 15'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 900.0)+DL( 292.01= 692.0 PLF 0'- 0.0" TO 15'- 0.0" V _ BEARING MAX VERT MAX HORZ BOG REQUIRED 1350 AREA ( 2 1 complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1263/ 5670V -108/ 1O8H 5.50" 9.07 KDDF ( 625) cooks staggered: 15'- 0.0" -1263/ 56700 0/ OH 5.50" 9.07 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 7•' oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •�:I 9" oc in 1 row(s) throughout 2x4 webs. [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spec iin}': VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.046" @ 5'- 1.9" Allowed = 0.709" MAX TL CREEP DEFL = -0.094" @ 5'- 1.9" Allowed = 0.939" 7-06 7-06 • I 1 MAX HORIZ. LL DEFL = 0.011" @ 14'- 6.5" 3-10-14 3-07-02 3-07-02 3-10-14 MAX HORIZ. TL DEFL = 0.019" @ 14'- 6.5" • 1 1 'I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-5x6 8.00 8.00 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 5.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �,._, load duration factor=1.6, 7.--7F-7'',.. Truss designed for wind loads in the plane of the truss only. 3.5 i �V A M-1.Sx3� , / � � M-1.5x3 .,,' ., , if i.,,,,,,,,,..,,,,,.,,, ,, ,,.„,- / \\ ,o, M-4x10 \ M-4x10 I 11U IR ' Z 1_ 6 - - 15 M-4x10 M-4x10 • -. 1. --- - 5-01-14 4-08-05 5-01-14 is oo - 0,0) PRQp 89782PE -r' JOB NAME : J-1852 STONE BRIDGE - B2 �� �' Scale: 0.3930 - _ WARNINGS: GERAL NOTES, unless o 1 e: 77 OREGON WS 1.e Builderd cion contractorshould coer advised tall General Notes 1.This design is based only upon theparameters shown and' oran'Mividual 0 I Truss: B2 • and Warnings before construction c g component.Applicability f tl -g p parameters and b'Itlproper n I 2.2a4 p web bracing must be installed wh shown Y. p t n of component's t^ responsibility of the building decgner. G �Y `V I' 3.Additional temporary bracing to insurestability during construction 2.Design assumes the top and bottom chords t be laterally braced at •.lj- k the responsibility of the erector.Additional permanent bracing of 2 and t 10'o c respectively les braced)TC)a throughout their kngth by int\ V DATE: 6/7/2015 the overall structure:c the responso Gty of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywzg(BC). �°A U L 3.2s Impact bridging or lateral bracing required where shown Y. SEQ.: Ki3 4 4 912 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 time should any loads greater than 5.Design assumes trusses are to be used in a rwnrnrrosNe environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes fan bearing at all swoons shown.shim or wedge A EXPIRES: 12/31/2016 fabrication,handkn g,shipment and installation of components. m".,.sm".,. y 7.Design assumes adequate drainage is provided. August 7,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MITek USA.Inc.ICompuTrus Software 7.6.7SP2(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTekl This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-15) 288 6-3=(0) 232 BC, 2x4 KDDF M1s8TR SPACED 24.0" O.C. 2-3=1-443) 95 6-4=(-15) 288 WEBS: 2x9 KDDF STAND 3-4=(-443) 96 LOADING 4-5=1 0) 63 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -74/ 534V -78/ 789 3.50" 0.85 KDDF ( 625) M-1.5x4 or equal at non-structural 10'- 0.0" -74/ 534V 0/ OH 3.50" 0.85 KDDF ( 625) vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. jcoND- 2: Des/on checked for net(-5 psfl uplift at 74_ epaciog. 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 = -0.002" @ 11'- 0.0" Allowed = 0.100" 5-00 5-00 MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.034" @ 2'- 7.7" Allowed = 0.356^ ' MAX TC PANEL TL DEFL = 0.092^ @ 7'- 2.2" Allowed = 0.539" 5-00 6-00 r 1 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.5" 12 12 8.00 1---- 11/4-45<4 °8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 34.0" M-3x5 '.- M-3x5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'I''- � (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=1.6, � o.F Truss designed for wind loads in the plane of the truss only. • I " Truss designed for 4x2 outlookers. 204 let-ins �� A of the same size and grade a structural top M-1.5x9 i M-1.5x4 chord. Insure tight fit at each end of let-in. • Outlookers must be cut with care and are permissible at inlet board areas only. REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS M-3XS M /.'" 73X5 NOT SHOWN. 1 • • p -,AO 6 PM., 1 0 5 0 M-3x4 M-1.5x3 M-3x4 • 5-00 5-00 1-00 10-00 1-00 �(�G? G N E` N\ ct" , 89782PE r- AO JOB NAME : J-1852 STONE BRIDGE - Cl /// ,, Bale. 0.9821 y OREGON ``' Q -. WARNINGS GENERAL NOTES, unless otherwisenoted: �y ^O 1.Bolder and erection contractor should be advised 0 at General Notes 1.This design is based oNy uponthep t m shown and is for an individual T� GARY `1 -. Truss: C 1 and Warnings before construction commences buikfng component Applcabl'N f design parameters and proper 7 ^l -':! �j, 2.2x4 compression web bracing must be nsteeed where shown incorporation of component is the responsibility of the building designer. V 1 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at I'+A S'�� 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 P T' DATE: 8/7/2015 the overall structure is the resonsib8ofthe building designer. continuous sheathing lstrlbch as acng requirlywood ed neves shoand/wn tlrywell(BC). / p ty 9 9 3.2x Impact bridging or lateral bracing required where shown. SEQ.: K13 4 4 913 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no bme should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes mubeadngatanedpponeenown.Shim anwedge n 5.CempoTrue has no control over and assumes no responsibility for the August 7,2015 fabrication.handlenecessary. n9,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 TPIANTCA in SCSI.copies of which AI be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./COmpuTrus SOftV2fe 7,6,75P2(7L)-E 10.For bask connector plate design values see ESR-1311,ESR-1968(MiTek) 1 This design prepared from computer input by JP ^ LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 RODE 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(-16) 288 5-3=(0) 232 BC: 2x4 RUDE P16BTR SPACED 24.0" O.C. 2-3=(-444) 95 5-4=(-16) 288 WEBS: 274 KDDF STAND 3-4=(-443) 102 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREj1 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 544V -68/ 740 3.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 419V 0/ OH 3.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Desitin checked for net(-5 psf) uplift at 24 "oc s aci REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �_}l9 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 TC PANEL LL DEFL = 0.039" @ 7'- 4.3" Allowed = 0.356" MAX TC PANEL TL DEFL = 0.091" @ 7'- 2.2" Allowed = 0.534" 5-00 5-00 MAX HORI2. LL DEFL = 0.002" @ 9'- 8.5" 1 ( - 'I MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.5" 12 12 Design conforms to main windforce-resisting 8.00 I/ !IM-9x9 a 8.00 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ��� (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, ' Truss designed for wind loads / in the plane of the truss only. 1 "\ 5 ��9 O c_. o I M-3x4 M-1.5x3 M-3x4 5-00 5-00 1-00 10-00 ��`4Gg PR0p6.6, ' „89782PE s JOB NAME : J-1852 STONE BRIDGE - C2 Scale: 0.5109 / v WARNINGS: GENERAL NOTES, unless otherwise noted: ca' � �� � Zf) 1 Builder and erectioncontractor should be of all General Notes 1.This design:s based only upontheparameters shown and le for an Individual �/ (�'N. Truss: C2 dW 'ng beforeconstruction building component Applicability of design parameters and proper '`J -74.& (�. 2 2 4 compression b bracing t b installed where shown e. - p afon of component the responsibility of the building designer. �V(^ v V • 3 Additionaltemporary b g t stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at '1 'l l 15' 's the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless brand throughout their length by l] DATE: 6/7/2015 the overall structure is the responsibility f the building designer. continuous bridsheging such:bracing acwood sheathing(TC)anmm arywan(ec). �Ca A y R` pori N o g B ing 3.2a Impact bridging or lateral spNwo rd tl where shown a a A U 1.- SEQ. : K1344 91 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 time should any loads greater than 5.Design assumes trusses are to be used in a inn-corrosne environment, - TRANS ID' LINK design loads be applied to any component and are Mr"dry condition"of use. �/ p �'1 �j 5.Compul us has no control over and assumes no responsibility for the 6.Designe �assumes ma bearing at all supports shown.Shim or wedge g EXPIRES:II E.�''1: 1 2/31/2016 fabrication.handln shipment and Installation of components. rv. handling. pine^ ponen 7.Design assumes adequate drainageisprovided. August 7,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIJWTCA in BCS:,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate see of plate in inches. • MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-1966(Web) • This design prepared from computer input by 3D - LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE k15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(-66) 73 3-4=(-180) 165 BC: 2x9 KDDF k15BTR SPACED 24.0" O.C. 2-3=(-147) 140 WEBS: 2x4 RODE STAND LOADING TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 365V -57/ 121H 5.50" 0.58 KDDF ( 625) JVERHANGS: 12.0•' 0.0" 5'- 0.0" -39/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow )Pg) " vertical members (iso n). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sp�g. 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 IOPSF 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 = 0.394" MAX TC PANEL TL DEFL = 0.066" @ 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 8.00 v M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j load duration factor=1.6, End vertical(s) are exposed to wind, jTruss designed forwind loads - in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-1.5x4 , chord. Insure tight fit at each end of let-inn rOutlookers must be cut with care and are 77. /- I permissible at inlet board areas only. ri REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 7" NOT SHOWN. M-3x5 , a o <J I 2_..::. i s 4 o 1., M-3x4 M-1.5x3 1-00 5-00 CSC' P R Opo„ C� ANG1NEFS' epi 4t' 89782PE pr" JOB NAME : J-1852 STONE BRIDGE - D1 Scale: 0.56179/O. REGONn �� WARNINGS: GENERAL NOTES, unless th noted: v 4� 1.Budder and erection contractor should be advised of all General Notes 1 This design is based only up theparameters shown and is for an individual a r9 ^ r., Truss: D 1 and Warnings before construction c building g component.Applicability f design parameters and proper 7 'l J 2.2x4 compression web bracing must b installed where shown e. incorporation cl component and m thesig s IM of the build-ng designer. ire 3.Additional temporary brai ng tonsstability during construction 2.Design t o the top bottom chords to be laterally braced at PAUL 4'� s the responsibility of the erector.Additional permanent bracing of d at t0 o c respect N braced throughout their length by Aq U L ``` DATE: 8/7/2015 the overall structure is the res nsbil of building designer. 20Ims continuous sheathing later l bracings plywoodrared here s and/or.drywall(BCI. W N 9 9 er 3. Impact bridging or lateral required where shown.. _ SEQ.: K13 4 4 915 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 al no time should any roads greater man 5.Design assumes trusses are to be used in a nan<errosNe environment. EXPIRES: 12/31/2016 design bads be applied to any component. and are for"dry condition"of use, TRANS ID: LINK 6,Design assumes fug bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. August 7,2015 fabrication,handkng.shipment and installation of components. 7.Design assumes adequate drainage Is provided. e.This design'w furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TP VWTCA in Blot,copies of which MN be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. Mack USA,Inc./CompuTrus Software 7.6.7-SP2(4L)-E 11.For basic connector plate design values see ESR-1311,ESR-1988 IMiTek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq_1.00 TC: 2x9 KDDF U16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(-661 73 3-4=(-180) 185 BC: 214 KDDF 814BTR SPACED 24.0" O.C. 2-3=(-147) 140 WEBS: 214 KDDF STAND LOADING TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD - 42.0 PSF 0'- 0.0" -63/ 365V -57/ 121H 5.50" 0.58 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 0.0" -39/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. 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 lOPSF 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 = 0,344" MAX TC PANEL TL DEFL - 0.068" @ 2'- 9.3" Allowed = 0.516" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" r- MAX HORI2. TL DEFL = 0.000" @ 4'- 10.3" 12 Design conforms to main windforce-resisting 8.00 M-1.5x3 system and components and cladding criteria. 3.7 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, / • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ..- in the plane of the truss only. /7---.7/ r 0 / I - m 0 1 r o ' i I 0 M-3x4 M-1.5x3 1 I 1-00 5-00 O �`�� ��' N FR s� ° 89782PE 9<' JOB NAME : J-1852 STONE BRIDGE - D2 -<i ,- --\-_-_-_- Scale: 0.5789 WARNINGS: GENERAL NOTES unie.othenviced. ', 1.B'ld d rection contractor should be advised of all General Notes 1.TM1sdesign isbased oNy pp theparameters ho ndisfor anindvidual OREGON . Truss: D2 and Warnings before construction commences D Ning component Applicability of design parameters and proper "57/1/ n� et _ 2 2x4 compression Web bracing must be installed where shown. incorporation of componentic the responsibility of the building designer. /� (�ryA (+ 3.Additional tem bracing to insure stabile during construction • 2.Design assumes the lop and bottom chords to be late cagy braced at �/V� "RY e -(� temporary p h r,con 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f is the responsibtlm ohne erector.Additional permanent bracing of continuous sheath!,such as plywood sheathing(TC)and/or drywag(Bc). PA U L \v DATE: 6 T/2015 the overall structure is the responsibility of the building designer. 1 h Impact Ducking or lateral bracing required where shown.. �'1 4.No bny ad should be applied to acomponent until alter all bracing and 4.Installation Mahon of truss is the responsibility of the respective contractor. SEQ.: K139 4 916 fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are m be used m a non-cormsrve environment, TRANS I D• LINK design loads be aggled to any component. and are lm.dry condition"01 use. 5.CompuTrus has no control over and assumes no responsibility tar the 6.Design assumes lug bearing at all supports shown.shim or wedge It EXPIRES: 12/31/2016 fabrication.handling. ssary. rabri ng,shipment and installation urcomponents. 7.Design assumes adequate drainage is prodded August 7,2015 6,This design is furnished subject to the limitations set forth by 8.Plates.all be located on both faces of truss and placed so thea center TPINJTCA in BC51,copies of which wall be furnished upon request, lines coincide with pint center lines. 9. ts indicate see of plate in Mack USA,InnICompuTrus Software 7.6.7 -E to.Forrbacic connectors lase design values see ESR- p gn va 1311,ESR-1966(MiTek) Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION �_ 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. [..,y Apply plates to both sides of truss 2 TOP CHORDS 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. ci-z cz-a ` 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves v HWEBS c3,e may require bracing,or alternative Tor I I a p bracing should be considered. b 7 E 3. Never exceed the design loading shown and never O � stack materials on inadequately braced trusses. F-. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c-8 cta cs-b designer,erection supervisor,property owner and plates 0-Ind'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. j PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ' ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /� Indicated bysymbol shown and/Or SYP represents values as published specified. �/ bytext in thsection of the by AWC in the 200prNDS bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. S reaction section indicates joint i.(?P7number s occur. earn is \ Min size showre isfor crushing only. XNMI ise. 0 18.Useaolf green orr treatedand load llumber may pose unacceptabley unless indicated r environmental,health or performance risks.Consult with project engineer before use. - Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M ffe IC 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013