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Plans (14) Zte-STgv(S- 00A C 44'-0" l A o 3 a s te. Tu v 4 gi /Vv-, 13'-6" 17'-0" 13'-6" I Al RECEIVED _`I I DEC 2 8 2015 4 l q CITY OF TIGARD 4:12i A2 (41 4:12 BUILDING DIVISION I 1 , I I 1 I ' I 4:'12 CO E. v 6 03 I m i 4 M ! 4 iD Q M I I M Q LO /-.\\ cl- ZE A I as / \ / \ 4:1 \ / . / / 1 \ LIS'6 H e6 \ i _ `I 2 18: L 12 8:12 �8:1 D3 �� 8:. l Hi C2 (;) I I `ui �D2 (2 Vii__-_ I. <^ 4:1? O R ry ZO - U- I , I 1 L 13'-2N I 10'-4" I 20'-6" I 44'-0" ©Copy'ght CompuTrus Inc.2006 !- BUILDER: BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/23/15 REFER TO RUSLC° TSeULANS AND ENGINEERED STRUCTURAL •. PROJECT TITLE. REVISION-1: DRAWINGS FOR ALL FURTHER J-1870 STONE BRIDGE DESIGNER/ DESIGNER/ENGINEER ING NNRECORD � RESPONSIBLE FOR ALL NON-TRUSS PLAN: I DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO TRU u 399 / J-1870 I CHECKED BY: REVIEW AND APPROVE OF ALL r 0 M P A N Y 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. MUM g MI I MiTek4 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1870 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: K1618654 thru K1618672 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. • pR co \AG N� 19 44/ 89200PE cc OREGON Ix ALU _ �? -9y' 14,2 y' IR IVA- 2 r^' December 23,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TP1 1. This design prepared from computer input by JP _ —._ LUMBER SPECIFICATIONS TRUSS SPAN 17'– 0.0" COND. 2: Design checked for net(-5 psfI uplift at 24 "oc spacing. TC: 2x4 KDDF 91613TR LOAD DURATION INCREASE = 1.15 -- BC: 2x4 ROOF 91s0TP.. SPACED 24.0" 0.0. Design conforms to main windforce–resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-1D, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with 14-305 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 1 8-06 8-06 M– x8+ I M-3x6+ ' M-3x6+ OD ;<, I \ _ ' o oCD 4 — 5 ��D P R OFFS o 17-00 �•FP ..,‘AGI , ,i;�,„ c5'/0 K 89200PE ter` JOB NAME : J-1870 STONE BRIDGE — Al Scale: 0.9702 10 Ct* WARNINGS. GENERAL NOTES k otherwise noted'. O EGO- L Y 1.Builder and erection contractor should be advised of all General Notes I.Th design based y upon the parameters shownd'for an Individual �6�.,'1... A'2(�� 4I Truss: Al and W hg before construction coin bldgcomponent.Appl'Applicability of design parametersdig per / 't �t . 2.204 p web bracing must beinstalled where shown+ incorporationof component is the responsibility of the build-lig designer. 4 IC 3.Additional temporary brat ng to insure stability during construction 2 Design mss me top and bottom chords 10 be laterally braced at �C'�R 4 L\.- is the responsibility of the erector.Additional permanent bracing of 2 d 110 o c respectively asWey unless braced throughout their length by CC:: DATE: 12/23/2015 ''. the overall structure Is the responsibility of building desi continuous sheathing such plywood sheathing(TC)andror drywalljBC). ponsi y o g gnat. 3.so Impact bridging or lateral bracing required where shown.+ SEQ.: K 1 61 8 65 4 �, 4.No load should be applied to any component until after all bracing and 4.Instauaton oftus trims 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 In a non-corrosive environment, and are for EXPIRES. 12/31/2017 TRANS ID: LINK design loads be appliedtoanycemponent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if q hbricatnn,handling,shipment and installation of components. 7snas December 23,20 15 B.Design assumes adequate on drainage is truss,d. and• This design is furnished subject to the Imitations set kith by B.Plates shall be located on both faces of truss,and placed so their center TPI/W(CA in SCSI.copies of which will 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(1L)-E tO.For bask connector plate design values see ESR-1311,Eon-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (#1&0TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-10=1-249) 1027 2- 3=1-1316) 394 BC: 2x4 ROOF g1&BTR SPACED 29.0" O.C. 2- 3=1 -92) 186 10- 8=1-271) 1027 4-10=1 -148) 182 WEBS: 204 KDDF STAND 3- 4=(-1140) 327 10- 5=1 0) 341 LOADING 4- 5=1 -979) 208 10- 6=1 -148) 182 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -979) 208 7- 8=1-1316) 394 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1140) 327 TOTAL LOAD = 42.0 PSF 7- 8=1 -92) 186 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" 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" -123/ 828V -37/ 37H 5.50" 1.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 0.0" -123/ 828V 0/ OH 5.50" 1.32 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND.=2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = -0.059" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.115" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL = 0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.013" @ 16'- 6.5" MAX HORIZ. TL DEFL= 0.021" @ 16'- 6.5" 8-06 8-06 Design conforms to main windforce-resisting 1-11-01 2-03-15 4-03 4-03 2-03-15 1-11-01 system and components and cladding criteria. Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 c" 4.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 y--,' in the plane of the truss only. 11111------ ... M-1.5x3 \'\ 1,64-1.5x34 3.0" e M-3x9 " - M-3x9 \ \7 m oI 10 y�e M-3x6 M-3x8 M-3x6 8-06 8-06 ��D PRQFFs0 1-00 L 17-00 -- 1-00 �5 fi d �� G1NE9 � -7 �' 89200PE 1-'` JOB NAME : J-1870 STONE BRIDGE - A2 '- Scale: 0.3202 (�` WARNINGS GENERAL NOTES, unless otherwisetd: 11, OREGON t.BuilderM C contractor should be advised of all General Notes 1 Th design based only upon theparameters shown and is for an indvqual ' Truss: A2 and Warnings before constructon commences. building P t.Applicability of design parameters and properA 2.2x4 pGab bracing must be installed where sh 0. incorporation fcomponent is theresponsibility of the building designer. �/� '1�/ 4,`22; ` t--4,,, �� ' 3.Additional temporary bracing to insure stability during construction 2.Design assumesthetop and bottom chords to be laterahbraced at is the responsibility of me erecta r.Additional permanent bracing of 2'0.0.and at 10'c.c.respectiveN unless braced throughout their length by DATE: 12/23/2015 the overall structure is the responsibility f the building desi continuous Impact brill ing or such as plywood sheathing(TC)dwhereshown r aryc IlIRC). �R R 1 Ll- (� G pont N o g B^er. 3.2x Impact bridging or lateral bracing required where shown++ SEX.: KI 618 c c c 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respec ive contractor. O V J J fasteners are complete and at no lime should any loads greater than 5.Design a mes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component, and are forudry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes NII bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handlin ry sedisube and limitations of components. 7.Pltessassumes ced on both ioprus, December 23,2015 6.This design is furnished subject to the tlmitatpns cel forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIIWTCA in SCSI.copies of which oil be furnished upon request. lines coincide with pint center lines. B. es. I MiTek USA,Inc.lComuTrus Software 7.6.7SP21L-E S Digits connectorindicatesizepateign values 1 ) 10.For basic feeplatein design values tee ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 OF 116BTR( LOAD DURATION INCREASE = 1.15 204 KDDF 1116BTP.T1, T3 SPACED 24.0" O.C. Design conforms to main windforce-resisting BC: 2x4 KDDF B16BTR system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0. ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP min typical 36"oc (ion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 18-09 18-06 • M-4ic8+ al i -------..____.. M-3x5(5) ------E1-----------_..___::.._ d I ;-.rilli , .',:i--_-_-_-,117. _ 3x6+ / ---'-1 o M --TT � J- -- _ _ I �_L _^ 'R-3x6 M-3x5(0) tik t) PRQF6S 18-09 - - _. a. — 18-06 .�'� � � s/O l-Do 3-7-03 89200PE moi" JOB NAME : J-1870 STONE BRIDGE - B1 Scali. 0.2331 s }}} OREGON a� Q./ WARNINGS: GENERAL NOTES, unless olh noted: N 1.Builder and rection contractor should be advised of all General Notes 1 This design is based only upon theparameters shown and k for an individual L'Q 4)' �4 A4�' �4 Truss: B1 and Wbeforeconstruction commences. building component.Applkablry fd 'g parameters and proper / Y 2.2a4 p web bracing must be installed where shown incorporation of component is Incp blry of the building designer. �` Qs 3.Additionaltemporary braingto insuret bl'Nd g onslructon 2 DesgnassumesthetopatMb bottom chords to be laterally braced at `F4Fi I0- 2' V k the responsiti lily inns erector,Atldlenal permanent bracing of n c and at 10 o c rbush vely unless braced throughout their knglh by DATE: 12/23/2015 the overall structure is the responsibility of buildingdeal continuous pact ridging'atng such as plywood required where shoand/wn sr wall(BC). ponsi ry o designer. 3.2s Impact bridging or lateral bracing shown*. SEK1618 65 6 4.No load should be applied to any component until after all bracing and 4.Installation o1 truss is the responsibility m the respective contractor. Q' •' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cormsNe environment, TRANS ID: LINK design bads be applied to any component. 8 �arelor"dryca bear`I ailsu supports 1 EXPIRES: 12/31l2Q17 5.CompuTrus has no control over and assumes no responsibility for the m.—, fabrication, " a December 23,2015 fabrication,handing,shipment and installation of components. `ry um T.Design assumes adequate drainage k pr 0.The design is furnished subject to the limitations set fort b by B.Plates shall be boated on both faces of truss.une,and placed so their center ", TPVWTCA in SCSI,copies of Much cri be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ace of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10 For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-602) 3047 2- 3=(-3014) 575 7- 8=(-2865) 518 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=( -494) 189 9-10=(-509) 2757 3- 9=( -123) 171 WEBS: 20-4 KDDF STAND 3- 4=(-3165) 628 10-11=(-491) 2722 9- 4=( 0) 416 LOADING 4- 5=(-2305) 532 11- 8=(-593) 2941 4-10=( -791) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2304) 541 10- 5=7 -173) 1091 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3093) 629 10- 6=7 -753) 240 TOTAL LOAD = 42.0 PSF 7- 8=7 -906) 208 6-11=7 0) 381 OVERHANGS: 12.0" 0.0" 11- 7=7 -77) 161 LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved plans 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" -236/ 1682V -89/ 96H 5.50" 2.69 KDDF ( 625) 37'- 3.0" -195/ 1569V 0/ OH 5.50" 2.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 8 -1'- 0.0^ Allowed = 0.133" MAX LL DEFL = -0.218" 6 18'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.442" 8 18'- 9.0" Allowed = 2.922" MAX HORIZ. LL DEFL - 0.080" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.132" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL^4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 18-09 18-06 Truss designed for wind loads ( ( 1 in the plane of the truss only. 6-00-15 6-05-01 6-03 6-02 6-02 6-02 7 1 1 T- 12 12 12 4.00 t" M-4x6 -'714.00 4.0" M-5x6(S) 5 r-+ 0.25" - 3.0" M-3x4 :M-9x9 ,� - g \ 1 M-1.5x3 /i x4 [ M-1.5x3 \ 0 2' 9 10 • 11 'v6 0 !M-5x6 M-3x4 0.2)" M-3x4 M-5x8 Ea P R OF en 1. M8(S)5x y �� GINE `Sf0 9-03-12 9-05-09 9-02-09 9-03-12 [5: 17 io0 37-03 89200PE r JOB NAME : J-1870 STONE BRIDGE - B2 Scale: 0.1706 WARNINGS: GENERAL NOTES, unless otherwise td. OREGON �� I.Budder and erection contractor should be advised of all General Notes 1.Til d g is based orgy upon theparameters shown and is for an ondnidual Truss: B2 i and Warnings before construction commences building component.Applicability of design parameters and proper Z.Za compression web Mating must be inctaas where mown incorporation of component is the responsibility of the budding designer, '<) u ) :z 4 3,Additional temporary bracing to insure stability during construction 2.Devlin assumes me tap and bottom chords to be We rally brand at �4" Is the responsibility of me erector.AdtlAonal permanent bracing of 2'0.0.and at ICY o.c.respectively unless braced throughout their length by T_ I DATE: 12/23/2015 the overall structure is the responsibility of the building des 2s Impact ceiging latchlbptyn required t whereCl dl drywall(BC). ��1L` ponsi ry o 9 reser. 3.�a Imvaa bridging or lateral bracing requbea where snows.. 1 SE K1618 65 7 L No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, ition"of use. TRANS I D: LINK design loads be applied to any component. nd u 6.Design assumes fur"dry ll bearing at all support.shown.Shim or wedge if 5.comcontrol necessary. EXPIRES; 1L/31/2017 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 23,2015 6.Ills design's furnished subject to the imitations set forth by 8,Plates Mall be located on both laces of buss,and placed so their center TPIWTCA in SCSI,copies of which oil be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP211 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(IAATea) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 81113TR LOAD DURATION INCREASE = 1.15 1- 2=) -496) 238 1- 9=(-618) 3069 1- 2=1-2896) 510 6- 7=(-3203) 682 BC: 204 KDDE #15675 SPACED 29.0" O.C. 2- 3=(-3190) 646 9-10=(-497) 2786 2- 9=( -123) 171 WEBS: 2x4 KDDF STAND 3- 4=(-2336) 547 10-11=(-512) 2786 9- 3-) 0) 412 LOADING 4- 5=1-2336) 537 11- 7=1-609) 3069 3-10=( -792) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=(-3190) 635 10- 4=1 -176) 1109 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -996) 205 10- 5=( -791) 250 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 60 5-11=( 0) 912 OVEP.HANGS: 0.0" 20.0" 11- 6=1 -122) 171 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" -195/ 1575V -100/ 90H 5.50" 2.52 KDDF ( 625) 37'- 6.0" -265/ 1772V 0/ OH 5.50" 2.83 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.226" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.458" @ 18'- 9.0" Allowed = 2.939" MAX LL DEFL = 0.019" @ 39'- 2.0" Allowed = 0.167" MAX TI. CREEP DEFL = -0.021" @ 39'- 2.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.082" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.136" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 18-09 18-09 in the plane of the truss only. 6-00-15 6-05-01 6-03 6-03 6-05-01 6-00-15 12 12 4.00 M-4x6 '''7 4,00 4.0" 4 r M-5x6(S) Plik M-3x4 3.0„ ;� 0'25" 3 .-M-4x4- / \ /. \\, =3x6 - M-1.5x3 v /. �� ,M 1.Sx� a co , VA 09 o li M-5x6 M-3x9 10.25" M-3x4 M-5x6 9-04-08 9-04-08 9-04-08 9-04-08 I. c ' 'o' �•j 5.0" 37-06 1-08 ,c' 89200PE �� JOB NAME : J-1870 STONE BRIDGE - B3 Scale: 0.1651 • WARNINGS GENERAL NOTESunlessN - noted: OREGON tri I.Builder and t contactor should beadvised f all General Notes I Thisdesign is based My upon theparameters shown and is for an Indivitlual A_ • Truss: B3 '1 and Wbefore construction co building p t Applicability f deparameters and proper G/ ",a be /` • 1 2.b4 p web bracing must b installed where h incorporation f component's the responsibility of me bolding designer. IO -1 Y 4'nP`e ill i Pk�� 3.Additional temporary bracing to insure stability during construction 2 Design assumesthetop and bottom chortle to be laterally braced al1 L la Ne responsibility of me erector.Atltlilbnal permanent bracing of c n c and a110 respectively unless braced throughout their length by ' DATE: 12/23/2015 the overall structure is the responsibility of building desi ompactsshgingorg suchacplywood uired mere shwn•drywall(B C). ��[}Il `, o c c ponsi ty o g 9ne r. 3.2a Impact bridging or lateral bracing required where shown+• i-1 1 1.- SEQ.: K 1618 65 8 4.No bad should be applied to any component until after ak bracing and 4 Installation of truss is the responsibility of the respective contractor. 1C fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any1. and are for"dry condition"of use. TRANS ID: LINKfi.Design assumes full bearing at all supports shown.Shim or wedge it gn pp component. Iry [� 12/31/2017 ry)a} /Yyry 'j S.CompuTrus has no control over and assumes no responsibility for the necessaryeum EXPIRES: 1 LI J1 tGV l ,,. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 23,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on bath faces of truss.and placed so their center TPNM0CA in 8051,copies of which will be furnished upon request. lines coincide with joint center lines. C.Digits • MiTek USA.Inc.ICompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connecte of p deplate in sign values tee ESR-1311,ESR- • a e des1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF el&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -494) 238 1- 8=1-614) 3097 1- 2=1-2874) 516 10- 6=1 -76) 161 BC: 209 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3165) 639 8- 9=1-507) 2757 2- 8=1 -123) 171 6- 7=1-2865) 524 WEBS: 204 KDDF STAND 3- 9=(-2305) 590 9-10=(-498) 2722 8- 3=( 0) 416 LOADING 4- 5=1-2309) 540 10- 7=(-593) 2991 3- 9=( -791) 250 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3093) 628 9- 9=1 -172) 1091 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -906) 208 9- 5=1 -752) 239 TOTAL LOAD = 92.0 PDF 5-10=1 0) 381 "` For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -196/ 1565V -90/ 91H 5.50" 2.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 37'- 3.0" -196/ 1569V 0/ OH 5.50" 2.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net)-5 psI) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.218" @ 18'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.992" @ 18'- 9.0" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.080" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.132" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 18-09 18-06 r - -- - 1 _-- ------ 6-00-15 6-05-01 6-03 6-02 6-02 6-02 T f - T I 12 12 4.00 C M-4x6 a 4.00 4.0" 4 6-i gd M-3x4 3.0" M-3x4 3 5 -.M_4x4 - \ ... a J-214-4x4 e3 M-1.5x3 ,. .� 3 / \N\\ m o e �Q.25 io .., M-5x6 M-3x4 M-3x4 M-5x8 �y M-5x8(S) '1 ,p�tJ PR0E6-, c Co �tythl�� sf0`v -03-12 9-05-09 9-02-04 9-03-12 \ 37-n3 -._. ---- 89200PE r JOB NAME : J-1870 STONE BRIDGE - B4 , ,-` Scale: 0.1768 WARNINGS GENERAL NOTES, unless otht d'. © OREGON G(" 1.Builder and erection contractor should be advised of all General Notes f Th design based only upon theparameters shown and is for an indol••I Truss: B4 and Wa ig before construction commences building component.Applicability f d 'g parameters and proper �L" 2.24 p ebbraingmustbeinstalledwhereshown+ P t ^ r pnentrcth y b'Iryofthe baldngdeigner {^ �' }I 14 2.0 3.Additional t P '7 bracing to insure during construction 2 Dedgn assumes to top and bottom chords to be laterally brand at U r 4 is the responsibility of me erector.Additional permanent bracing of 2 o.c.and at 10 o.c respectively unless braced throughout their length by t DATE: 12/23/2015 the erallavacmesthe rea responsibility of designer. comnuouaaneamngaeonaspNwooeNeatmng(TD)andrordrywan(ec). FRRIO- pons iN o g gner 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1618 65 9 4.No bad should be applied to any component until after ad bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are wmplete and at no time should any bads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, ITRANS ID: LINK design toads be applied to any component. and are forry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 8 De essa esign assumes full bearing at all supporta shown.Shim s,wedge if EXPIRES. 1ry/31/ry017 ry. EXPIRES:tJ 1�( GLI fabrication,handdng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by B.Plates shad be located on both faces of truss.and placed so their center December 23,20 q 15 TPINVTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches, MITek USA,InciCormpUTfus Software 7.6.7 SF2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'– 0.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 204 KDDF MIFBTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF g1SBTP, SPACED 24.0" O.C. Design conforms to main windforce–resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads 0-1.5x4 or equal at non–structural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span SON. I 7-00 7-00 f---. _- --...- ---- ------------ - M-4x8 24.0" 6.e" � A 11 • 1.4-13x6+17 71 • i '''''',„,m-3x6+ 1 I I ( 11166.. m _o 4 M-1.5x3 -00 7-00 �, QED PROFe- �S' 0-10 14-00 — 0-10 ��5 �� F9 02 -i GINS r cc' :9200PE - ' JOB NAME : J-1870 STONE BRIDGE — Cl r Scale: 0.4095 t/ f-�" �" WARNINGS: GENERAL NOTES, unless ethervnsenoted'. OREGON I.Builder and erection contractor should be advised o1 all General Notes 1.This design is based only upon the parameters shown and m for an in,Ndual G/ 4 2.O�Dr 1� Truss: Cl and Warnings ochre construction commences. building component.Applicability of design parameters and proper O 14 P 2.2s4 compression web bracing must be 1115.11 1 where shown.. incorporation of component is the responsibility of the building designer. !2 J.AddrtionaI temporary bracing m insure stability during construction 2.Deegn assumes me top and bottom chortle to be laterally braced at �l e the re 2'o.c.and at 10'o c.respectively unless braced throughout their length by �R R l responsibility of the erector.Addtlanal permanent bracing or continuous sheathing such as plywood ng(TC)anceor drywall(BC). DATE: 12/23/2015 • the overall structure is the responsibility of the building designer. 3. a Impact bridging or lateral bracing required where shown.. SEQ.: K1618660 , e No had should be applied to any component until after al 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 B.Design assumes trusses are to be used m a non-cormsNe environment. and are for'dry or use. EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. 5.CompuTrushas nocontrol over and assumes noresponsiblityfor the 6.DaG aaeumeaNlbearingalallmpportuhown Bhimorwetlgelf December 23,2015 fabrbatsn,handling,shipment and installation of components. 7.Designadequate drains ded. 6.Thi.design furnished sub ct to the limitations set forth by assumes a dun drainage a pruv g^w Kr6.Plates incl be on c:c one teld faces of truss,and placed so their center TP WJfCA in SCSI,copies of which coil be Nrnshetl upon request. Tines cordae whh Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1 L-E to FDor b indicate size r pin inches.values P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988 IMiTekl This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 ROOF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 52 2- 8=(-25) 381 2- 3=(-735) 134 BC: 204 KDDF H16BTR SPACED 24.0" O.C. 2- 3=( -22) 159 8- 6=(-25) 381 B- 4=( 0) 322 WEBS: 2x4 KDDF STAND 3- 4=(-557) 139 5- 6=(-735) 134 LOADING 4- 5=1-557) 139 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -22) 159 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 52 TOTAL LOAD = 42.0 PIE LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -104/ 683V -116/ 116H 5.50" 1.09 BIDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 0.0" -104/ 683V 0/ OH 5.50" 1.09 RIDE ( 625) BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 7-00 7-00 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" r- _ �� --I MAX LL DEFL = 0.129" @ 12'- 5.1" Allowed = 0.659" 1-08-13 5-03-03 5-03-03 1-08-13 MAX TL DEFL = 0.132" @ 12'- 5.1" Allowed = 0.872" ----- MAX LL DEFL = -0.001" @ 14'- 10.0" Allowed = 0.083" • MAX TL CREEP DEFL = -0.001" @ 14'- 10.0" Allowed = 0.111" 12 12 8.00 .IM-4x4 7-., MAX HORIZ. LL DEFL = 0.004" @ 13'- 6.5" 8.00 9 Or. MAX HORIZ. TL DEFL = 0.006" @ 13'- 6.5" 4 r_ z•/ A, Design conforms to main windforce-resisting isystem and components and cladding criteria. / 1,1" Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. % -.\ M-3x4 M-3x4 - 8 ;0 M-3x6 M-1.5x3 M-3x6 ' 7-00 7-00 R afiS0-14 14-00 0_ 0 (<0<, -,NGINEFRS./0�89200PE 9C'" JOB NAME : J-1870 STONE BRIDGE - C2 s . 0.372.1' • I WARNINGS: GENERAL NOTES, unless otherwise noted: 10 C I.Builder M erection contractor should be advised 1 all General Notes 1.This design is based only upon to parameters shown and is fora dn,dual �A/�.OREGON w tU Truss: C2 and Wa 'ng before construction ca building component Applicability f dparameters and proper �Z- £1 A \bt 2.204 p eb bracing must b installed where shown.. incorporation of component is Mresponsibility ohne building designer. (-p O �-1 3.Additional temporary bracing to insure stability during constructron ] Design and at tS the top and bonam chortle to be throughouty braved at O 7 4, r 'R the responsibility of Me erector.Additional permanent bracing of 2'o.c. al 1D'o.c.r<specnveM unless braced their length by 12/23/2015 the overall structure is the responstbik of building desi compact sheathing or ater l bracing 40- DATE: Impact bridging lateral required where shown.. SEQ.: K1618661 4.No load show be applied to any component until ager al 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 rwnrurrosne environment. design and are for"dry condition'of use. TRANS ID: LINK g^loads be applied too any 6.Desi full at supports Mown.shim or f v S.compuTms has no control over and assumes no responsibility for the necessary Ba ppo wedge EXPIRES: inJryi jn(•y�� fabrication,handing,shipment and installation of components. 7. cssary. /�1' (1L sJ 1L(f.7 lI LV Design ess albeesatled one oreiwge"pruss.an December 23,2015 6.This design u furnished wb)ed to the limitations set forth by 8.Plates shat be heated on both laces of truss.and placed w thea center TPLWTCA in BCSI.copes of which vnl be furnished upon request. lines coincide with pint center lines. Digits indicate pinches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connectori plate design values see ESR-1311,ESR-I988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 14-00-00 GIRDER SUPPORTING 37-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-6518) 1946 1- 6=1-1090) 5010 6- 2=1 -496) 2338 BC: 2x8 KDDF N183TR 2- 3=1-4594) 1070 6- 7=1-1078) 4954 2- 7=(-1544) 398 WEBS: 2x4 KDDF STAND; LOADING 3- 9=1-9594) 1070 7- 8=1-1078) 9954 7- 3=1-11221 4832 2x9 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=1-6518) 1946 8- 5=1-1090) 5010 7- 4=1-1544) 398 TC UNIF LL( 50.0)*In( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 0.0" V 4- 8=( -496) 2338 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL) 940.6)-)-DL( 319.61= 760.2 PLF 0'- 0.0" TO 14'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRC; 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" -1291/ 5770V -100/ 100H 5.50" 9.23 KDDF ( 625) 1 2 ) complete trusses required. 14'- 0.0" -1291/ 5770V 0/ OH 5.50" 9.23 KODF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 204 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.099" @ 7'- 0.0" Allowed = 0.659" MAX TL CREEP DEFL = -0.090" @ 7'- 0.0" Allowed = 0.872" 7-00 7-00 -- _ I - - T MAX HORIZ. LL DEFL = 0.012" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.020" @ 13'- 6.5" 3-10-08 3-01-08 3-01-08 3-10-08 - I - I -- Y 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 6.00 Q 8.00 4.0" Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PI load duration fartor=1.6, 1 Truss designed for wind loads 110 ��-{ in the plane of the truss only. 3.1".2'"-... M-3x5 �., � M-3x5 z �`,,,4 ,., ,,zi ,,A‘',,,'`<., • • � � - a% � �� . I L � - .'1-5x10 M-3x10 M-8x10 M-3x10 M-5x10 I - _ I. _1 3-08-12 3-03-04 3-03-04 3-08-12 - �c.RED P R 0,�e�, 14-00 - - ��<c N,GINEE. �i> .... `r' 89200PE If JOB NAME : J-1870 STONE BRIDGE - C3Bcale: 0.3807 `" fvWARNINGS GENERAL NOTES, I th - noted: • 1.solider and t contractor h Id beadvised f all General Notes I.Thisdesign based my upontheparameters shownd' f an Individual ‘4../ Trus: C3 and Warnings beforet building p t AppI bili) /tl g p d ppr wqVlll * • 2.254 compression web bracing must be installed where shown., incorporation 1 component-s theresponsibility f thebuilding designer. I/� '41)"' y' A'?. i).. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords 10 be laterally braced at V "t f' el .' n the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'o.c,respectively unless braced throughout their length by f]'� DATE: 12/23/2015 isterespn br1 isme responsibility of tbs. continuous sheathing such as plywood sheathing)Tcl andrar drywan(81). '+, RIRI_\- the ponsi ty a g designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K1618662 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. 4' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes.11 bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibarty for the necessary. fabrication,handling,shipment and installatsn of components. gn assumes adequate drainage is provided. December 23,2015 N.This design k furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center TPWN✓rcA in BCSI.copes o/which WI be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP211 L)-E 10.For basic connector pate design values see ESR-1311,ESR-19e9(MiTek) This design prepared from computer input by .7P LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. ', TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416/3TP. SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TI LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSE load duration factor=1.6. Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 ox equal typical at stud verticals. I Refer to CompuTrue gable end detail for complete specifications. 8-06 8-06 — — M-42x8+ 44 j M-3x6+ '/ � M-3x6+ co [ o _ -- - iii., ,. ----r: � 4 5 0,0 PROF4-, 89200PE V JOB NAME : J-1870 STONE BRIDGE — D1 Scale: 0.4028 ►. . OREGON 4.,,iI WARNINGS GENERAL NOTES otherwisenoted. a`}t. 17 1,Builderd t contractor should be advised of all General Notes t This design- based only p theparameters shown and Is for anindividual i �,._ 7 1 '��4 �� Truss: Dl and Wa g before construction commences building p t.Applicability 1 design parameters and proper 2.254 p eb bracing must be installed where shown•. p tion fcomponent'the espcnsibilN of the building designer. C�,. 3.Adria 1 t p vary bracing to-nsure stability during construction Additional Design assumeso,top d bottom chords to be laterally braced at E ` RR 1{ + `1.-1 V is the res• ponsibility tifN of the erector Adtltional permanent bracing at 2 o c and at l0 c respectively unless braced throughout their length by DATE: 12/23/2015 the overall structure Is the responsibility f the building designer, 20coImpact us sheathing such as plywood required sheathing(TC)and/or drywall(BC). pons ty o g gner, 3. Impact bridging or lateral bracing where shown++ SEQ.: K1618663 4.No bad 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 should any bads greater Than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2017 I TRANS ID' LINK design bads be applied to any component. and are for"dry condition"of use. q 5.CompuTrus has no control over and assumes no responsibility for the 6necessaesignccumesNllbearingatallsupportsshown.Shimorwedgeit December 23,2015 fabrication,handling,shipment and installation of components. 7ry. 8.Design assumes adequate drainage is truss.d.and 6.This design k furnished subject to the limitations set tell by e.Plates shall be located on both(sten of truss,aplaced so their center TPIIWICA In BCSI,copies of which will be furnished upon request, lines coincide with joint center hoes. • i 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompUTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16RTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 52 2-10=(-113) 595 2- 3=(-990) 272 RC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=( -40) 176 10- 8=(-130) 593 4-10=1-176) 191 WEBS: 2c4 KDDF STAND 3- 4=(-794) 238 10- 5=( -84) 381 LOADING 4- 5=(-651) 202 10- 6=(-176) 191 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-651) 202 7- 9=1-990) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-794) 238 TOTAL LOAD = 42.0 PSF 7- 8=( -40) 176 LETINS: 2-00-00 2-00-00 8- 9=( 0) 52 LL = 25 PSF Ground Snow (09) OVERHANGS: 10.0" 10.0" 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" -121/ 809V -139/ 1396 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 0.0" -121/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. __-I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06 8-06 MAX LL DEFL = -0.001" 8 0'--10.0" Allowed = 0.083" I � MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.036" @ 8'- 6.0" Allowed = 0.804" 1-08-13 2-06-03 4-03 4-03 2-06-03 1-08-13 MAX TL CREEP DEFL = -0.069" @ 8'- 6.0" Allowed = 1.072" • ---- '( 'I 'I - '1 T -----f MAX LL DEFL = -0.001" @ 17'- 10.0" Allowed = 0.083" 12 12 MAX TL CREEP DEFL = -0.001" @ 17'- 10.0" Allowed = 0.111" I IM-4x4 8.00 I/ ' 1 8.00 MAX HORIZ. LL DEFL = 0.008" @ 16'- 6.5" 4.0" MAX HORIZ. TL DEFL = 0.012" 8 16'- 6.5" 5 Design conforms to main windforce-resisting ttt1'\ system and components and cladding criteria. 1,,. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \\ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, M-1.5x3M-1.5x3 Truss designed for wind loads 4/ in the plane of the truss only. M-3x9 M-3x9 3/ � - .j .. I�� -gym m 1 01 2 _- 10 _-_ -,o M-3x6 M-3x8 M-3x6 8-06 8-06 ��• ,o PR OFEs� o-1,7) 17-00 0-10 ...._441 .Z.�cNG�N��$ �p�� 89200P E, JOB NAME : J-1870 STONE BRIDGE - D2 Scale: 0.3153 ,i, ,,,',53,-:,;: before - - unless--- - Q ' - ,.-.WARNINGS GENERAL NOTES N noted: 1 1.Builder and erectioncontractor should h advised of all General Notes 1 Thisdesign is based only upontheparameters shown and is Or anindividual 0 • Truss: D2 and Wa 'g b t t ct' o es building component.Applicability of design parameters and properb A,� incorporation 1 component rs theresponsibility of the budding designer. OA A° f2.2x4 p web bracing musb tad whereshown 2 Desgassumes the lop and botom chords to be laterally braced at 4 ��J.Atld I temporary bracing to Insure terduring construction 2 o c and at 10 o.c respectively unless braced throughout ther length by b theresponsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywnod sheathing(TC)andlor drywall(BC). ♦J4 /R{L'-DATE: 12/23/2015 the o< ll structure is the responsibility of the building desgner. J 2x Impact bridging or lateral bracing required where shown.. SEQ.: K1618664 4.No load should be applied to any component until ager alt bracing and a.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. • TRANS I D• LINK design bads be applied to any component. a d are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 neesign cessary. assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 labricatlon.handling, ry q shipment and Srnlalkn seat00 components. 7.Design assumes adequate drainage is provided. December 23,2015 6.This design is furnished subject to the limitations set I,orih by B.Plates shall be located on both faces of truss,and placed so their center TPWJTGA in BC51,copies of which ml be furnished upon request. lines coincide with pint center lines. g.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.B.7SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1068(MiTek) This design prepared from computer input by Jr LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l68TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8304) 1846 1- 6=(-1410) 6474 6- 2=( -636) 2998 BC: 2x8 KDDF #16BTR 2- 3=(-5778) 1344 6- 7=(-1398) 6414 2- 7=1-2150( 546 WEBS: 2o4 KDDF STAND; LOADING 3- 4=(-5778) 1344 7- 8=(-1398) 6414 7- 3=(-1412) 6098 2x4 KDDF #10879 A LL - 25 PSF Ground Snow (Pg) 4- 5=(-8304) 1846 8- 5=(-1410) 6474 7- 4=1-2150) 546 TC UNIF LL( 50.0)+DLI 14.0)= 54.0 PLF 0'- 0.0" TO 17'- 0.0" V 4- 8=1 -636) 2998 TC LATERAL SUPPORT 0= 12"0C. UON. BC UNIF LL( 440.6)+DL( 319.61= 760.2 PLF 0'- 0.0" TO 17'- 0.0" V 8C LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NCT 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" -1567/ 7006V -123/ 123H 5.50" 11.21 KDDF ( 625) ( 2 1 complete trusses required. 17'- 0.0" -1567/ 7006V 0/ OH 5.50" 11.21 KDDF ( 625) 'i Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, '.i-" 6" oc in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. - • n- 9" oc in 1 rowls) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.067" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.135" @ 8'- 6.0" Allowed = 1.072" MAX HORIZ. LL DEFL = 0.019" 8 16'- 6.5. MAX HORIZ. TL DEFL = 0.032" @ 16'- 6.5" 8-06 8-06 I Design conforms to main vindforce-resisting 4-07-08 3-10-08 3-10-08 4-07-08 system and components and cladding criteria. 1 1 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 r Q 8.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 -r-y• in the plane of the truss only. ink 3.1" M-3x6 �� M-3x6 2 \ 7 A �A „''''''\ M-8x10 / M-8x10 • % -I �7 co r 1 C • � Ill - ro - to L._ I I i? - 6 7 ---_"9 - s M-3x10 M-8x10 M-3x10 a-Os-12 4-00-04 4-00-04 4-05-12 � ��,0 P R OFe 17-00 �,F.5 �Nc"' EfiR i0�9 89200PE r JOB NAME : J-1870 STONE BRIDGE - D3 /1111 . scale: 0.3121 ...... WARNINGS: . GENERAL NOTES, unless otherwise 1 -7� OREGON �4/ CC I.B tl and should be advised of all General Notes 1.This design's based only upon the parameters sno and f 'ndry bual Truss: D3 and Wng before construction commences building ponent Appl-cabioy of design parameters d pope 2.2.4 compression web bracing mai be installed where shown•. incorporation of component titheresponsibility of the building designer. /O qy 14.?° -ar 3.Additional temporary bracing to insure stability during construction• 2 Design assumes the lav and bottom chords to be laterally braced al N the responsibility aline erector.Addabnal permanent gracing of 2'a.c.and al 1g o.c.respectively unless braced throughout their length by n �f DATE: 12/23/2015 the overall structure is the responsibility of me building desi rIcontmact sheathing suchaspbwood sheathing(TC)Bangor aryw-anteq. ��rl R �.-1" H B B^e r. 3.2v Impact bridging or lateral Mating required where Mown•• SEQ.: K1618665 4.No bad should be applied to any component until alter all bracing and S.Installation of trustthe responsibility h respective entt tor. 5. fasteners are complete and at no time should any bads greater than Design assumes s design loads be applied to any component. and are for"dry condition"of use. • TRANS I D: LINK 5.Cnn Trus nes no control over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 psiponsibility for the • fabrication.handling. neceBeery. • thedsment and he limitations of components. ,.Design assumes adequate drainage is provided. December 23.2015 6.This design is furnished subject to the imitations set forth by 9.Plates shaft be located on both faces of truss.and placed so their center TPIVOTCA in BCSI,copies of which vnl be furnished upon request. lines coincide with pint center lines. 9.Digits inchoate site or plate in inches. MiTek USA.Inc./CompuTrus Software 7.R.7SP211L)-E 10.For basic connector plate design values see ESR-1311.ESR-1999 Wel) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-32) 35 3-4=(-154) 118 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-64) 47 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 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" -60/ 351V -20/ 61H 3.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 0.0" -24/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (oon). REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TC PANEL LL DEFL = 0.094" @ 2'- 8.6" Allowed = 0.279" MAX TC PANEL TL DEFL = -0.050" @ 2'- 6.6" Allowed = 0.411" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" i --- - 'I MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 4.00 C,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.$X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x5 3 Truss designed for wind loads in the plane of the truss only. PI M-1.5x4 ""/ Truss designed for 9x2 outlookers. 2x4 let-ins rn of the same size and grade as structural top , chord. Insure tight fit at each end of let-in. M-3x5 '-I Outlookers must be cut with care and are / permissible at inlet board areas only. 1 OEM-3x4 M-1.5x3 1 / r 5-00 R7 .tl PROFess c,ca o„y,GIN4FR 70 ,. 9200PE _C JOB NAME : J-1870 STONE BRIDGE - El `1` , ' Scale: 0.6527 ,,(,}_._......_,., WARNINGS: GENERAL NOTES, unlessthe noted: lesi I.Builder and t' contractor should badvised fall General Notes 1 Thisdesign based only upon theparameters shown and is for an indwllwl "p' OREGON A� , Truss: El and Wg before construction com building po t.Applicability fdesignparameters and proper L.. ' � �/� 2.254compression web bracing must be installed where shown incorporation fcomponentis the responsibility a the bolding designer. < ('') 3.Additional temporary bracing t a stability -ng construction 2 Design assumes the tap and bottom chords to be laterally braced at Q 14, L��{� k the re sports tiIM of tire t Add2 permanent brai n90l• 2cc and at 10 oc respectively unless braced throughout their length by J,�y/j� C continuous sheathing such as plywood sheathing(TC)ng(TC)and/or drywall(BC). '/�1:3JR 1 4 DATE: 12/23/2015 �� the overall structure's the responsibility of the building designer. 3 2w Impact bridging or lateral bracing required where shown.• tl{l• SEQ. : K1618666 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 non-carrosrve environment, TRANS ID: LINK design loads be apphed 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 at all supports shown.Shim or wedge if EXPIRES; 12/31/2017 • fabrication,handling,shipment and lnstalalion of components. ssary. q Amen 7.Design assumes adequate drainage k provided. December 23,2015 6.This design is furnished subject to the t4milations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPWJTCA in SCSI.copies of which oil be furnished upon request. lines coincide with joint center lines. 9. k in i • MiTek USA,Inc./CompuTrus Software 7.6,7SP2(1 L)-E 1B.FForrrts bas lcotnnectsr size ofpite desiate gn p ign values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF BOOSTS LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-291) 449 3-5=(-491) 275 BC: 204 KDDF B16BTR SPACED 24.0" O.C. 2-3=7-519) 243 5-4=(-117) 96 WEBS: 2x4 KDDF STAND 3-4=( -80) 77 LOADING TC LATERAL SUPPORT <= 12"00. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -71/ 524V -39/ 114H 3.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 6.0" -47/ 399V 0/ OH 5.50" 0.64 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP P/ =j Design checked for net(-5 psf) uplift at 29 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.238" @ 4'- 9.0" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.238" @ 9'- 9.0" Allowed = 0.531" MAX HORIZ. LL DEFL = 0.004" @ 9'- 2.5" 5-01-14 4-04-02 MAX HORIZ. TL DEFL = 0.005" @ 9'- 2.5" 1 1 12 Design conforms to main windforce-resisting 4.00 )" M-1.5x3 system and components and cladding criteria. .4' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j n" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), J load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 N N o1 \\ rn ut 2 � p L. 1,... / __ __. _ - - ___ ....."_ as 5 M-3x4 M-3x4 L. _ ... -. J. 9-02-08 0-03-08 1-00 9-06 '� o P �fi�(5's co tt ›. � , EF9 ,a2 ..._-..../ - 89200PE ��' JOB NAME : J-1870 STONE BRIDGE - E2 Scale: 0.4916 WARNINGS GENERAL N0TE5 unlessotherwisetd'. 1.Builderand d contractor shouldbadvised if all General Notes 1 Th design based only upontheparameters t hand d' f individual 7AOREGO4.41N Truss: E2 and Warnings before construction coin building P t Appl' bgty of design parameters and proper 4, /A1 wK , incorporation fcomponent' the responsibilityof the building desger.2.2e4 p web bracing must be where shown•. 2,D g um thetop tMbottom chords to be laterally braced at �O I1 4'20 3.Additionaltemporary bracing to insurestabilitytl ng construction is the of the erector.Additional permanent bracing of 2 tl t 111 o c respectively unless braced throughout the r length by continuoussheathing such as pNwood sheathing(TC)and/or drywall(BC). 'R t t DATE: 12/23/2015 m ran structure a me responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown.. nl-lOL SEQ.: K1618 667 4.No load should be applied to any component until after all bracing and 4.Installation of buss 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 in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and aremr•n Ilinbr;of use. 7 S• .CompuTrus has no control over and assumes no responsibility for 6.Design assumes full bearing at all supports shown.Shim or wedge i! EXPIRES:(s: 1r-}jry,{,ry/�� rY fabrication, shipment and installation ofcomponents. ne. to be ladequate drainage is provided. December 23,2015 • 6.This design 4 furnished subject to the limitations set forth by S.plates shah be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which win be furnished upon request. lines coincide with join)center lines. • 9.Digits indicate size of plate in inches. I MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-32) 35 3-5=1-154) 118 BC: 2x4 KDDF k1SBTR SPACED 29.0" O.C. 2-3=(-64) 46 4-5-(-32) 35 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)cDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 329V -20/ 6114 3.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" 0/ 110V 0/ OH 29.00" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -56/ 170V 0/ OH 29.00" 0.27 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP -9 psf) uplift at 29 "00 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 2'- 8.6" Allowed = 0.273" 5-00 MAX TC PANEL TL DEFL = -0.050" @ 2'- 6.6" Allowed = 0.410" -- - MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 12 MAX HOAIZ. TL DEFL = 0.000" @ 4'- 10.3" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 _ load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. _.-- i Lo ti 1 .-1 I rn .-f 0 1/� M-3x9 4 M-3x5 3-00 2-00 1-00 5-00 �C \__cO P R OF6-ss � \AG I NE- --,,,, 0 / 2 :9200PE _•::-Y:::, JOB NAME : J-1870 STONE BRIDGE - E3 Scale: 0.5903 AWL _ - WARNINGS: GENERAL NOTES, unless othemnse noted: ill ,OREGON "design1.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 individual / ff..� Truss: E3 and Warnings before construction commences. building component.Appficabdrty of design parameters and proper t" 2.zxa compression web bracing moat be installed where shown.. incorporation of component s the responsmgny of the building designer. l--,./0 qY 14,2O1 --st- t 3.Addnionanemporary bracing to insure stability during constroction 2.Design auumes the top and bottom mores to be laterally braced at is the responvbiliry of the erector.Additional permanent bracing of 2'oz.and al 10'c.c.respectively unless braced throughout Inert length by DATE: 12/23/2015 me overall structure is the responsibility m me building des. continuous sheathing such as plywood meathmg(TC)and/or drywal OBO). 't''R R 10- e gner. 3.2x Impact bridging or lateral bracing required where shown.. SEQ. : K1618668 d No load should be applied to any component and/after all bracing and a.Installation oftruss ismeresponsibaiyofthe respective contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID' LINK design loads be applied to any component, dila are for div condition"'5use. s,Gpmaarrua has no control over and assumes no responsibility for thenece 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handlin shipment and installation of cod/ ssary. gasmen components. 8.Designassumesbe located on drainage Page iaus.provided. December 23,2015 6.This design is furnished subject m me wmnarbns set forth by 8.agates shall be Incased on both races onruu,and placed so weir cemer TPIWTCA in BCS.copies of which wig be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7SP21L- t0 Digits indicate saeofplate in inches.values P ( )E .Forbasicconnector f paldesignvalues see ESP-1311.ESR-I988(MiTeN) I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x9 KDIF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-32) 35 3-5=(-154) 118 BC: 2x4 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-69) 46 4-5=(-32) 35 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 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" -73/ 329V -20/ 61H 3.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" 0/ 11OV 0/ OH 24.00" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -56/ 170V 0/ OH 24.00" 0.27 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP U _ -- - - --- nbalaeced for this design. 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 TC PANEL LL DEFL - 0.094" @ 2'- 8.6" Allowed = 0.273" 5-00 MAX TC PANEL TL DEFL = -0.050" @ 2'- 6.6" Allowed = 0.410" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" MAX HORIZ. TL DEFL= 0.000" @ 4'- 10.3" 4.00 L Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, / ® Truss designed for wind loads in the plane of the truss only. M-1,5x4 In 11' .-I Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 1 .0 of the same size and grade as structural top ,-I chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are ui IPM permissible at inlet board areas only. i ,___ _ M 1j 1 o / / AMMEIMMO c3 i M-3x4 4 M-ix5 3-00 2-00 I _.._ L- -- __. - _._.._.1 1-00 5-00 c o PRop47,, <�� N vGER /'�„SO' � "CZ' 89200PE 1-- .. JOB NAME : J-1870 STONE BRIDGE - E4 - Scale: 0.6033 © 4..' - WARNINGS: GENERAL NOTES, unless otherwisenoted: Tt ORCC EGON tt� s I.Builder and t' contractor should beadvised Ill General Notes 1.This design's based only upon theparameters shown and is for an individual J w [ �' Truss: E4 and Warnings before construction co building component.Applicability f deparameters and proper 2a>. 'n"., 2.2a4 p b bracing must binstalled where shown•. of component n the p b ley of the building tlesipner. /O �' 14, 11 3.Additional temporary bracing to insure 030:1:5 during construction 11 2 Sera,assumes the top and bottom chorda to be late rely braced al is the responsibility of pro erecter.Additional permanent bracing of 2'o.c.and at 1g o.c.respectively unless braced throughout their length by DATE: 12/23/2015 the overall structure is the responsibif of building ma 2srtnr I sheathing suchasprynoodew rrglrc)angor drywan(aq. /1/ -.R "RR`�.-l' /� M p gne r. 3.2v Impact bodging or lateral bracing required where shown•• SEQ.: K1 G 1 O G 69 4.No load should be applied to any component until eller ale bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 V 1 O V V J fasteners are complete and at no time should any balls greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design mads be applied to any component. am are for"dry condition of use, S.CompuTrus has no control over and assumes no responsibility for the 6.Designassumes NII bearing at all supporta shown.Shim or wedge If EXPIRES: �/P I y� [+ 12/31/2017 rT /ry yT fabrication,handy necessary. CJS r'1 s3 il L'1 • handling,ahipmanl and installation of components. 7.Design assumes adequate drainage is provided. December 23,2015 • 6.Tins design is furnished caged to the Imitations let then by e.Protea shall be incase on born ranee of truiu.and placed all their center TPWJ1CA in SCSI.copies ofntteh nil be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate fide of plate in inches. MtTek USA,Inc./CompuTrua SnlMene 7.6.7SP2(1L)-E 10.for basic connector plate design values see ESR-1311,ESR-19881MiTea) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 1 TC: 2x4 KDDF H1613TR LOAD DURATION INCREASE = 1.15 1-2=(-73) 56 3-4=(-191) 112 3-1=1-124) 89 4-2=(-129) 103 BC: 2x4 RODE 416BTR SPACED 29.0" D.C. 1-4=1 -82) 118 WEBS: 2t4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01.0L( 7.0) ON TOP CHORD = 32.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 163V -90/ 72H 5.50" 0.26 ROOF ( 625) TOTAL LOAD = 42.0 PSF 4'- 0,5" -22/ 177V 0/ OH 5.50" 0.28 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 psf) uplift at 24 oc spacing. I REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9.- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.1" Allowed = 0.223" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.019" @ 2'- 0.6" Allowed = 0.334" MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.0" 4-00-08 MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.0" 12 Design conforms to main windforce-resisting 4.00 1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. _---I M-3x4 - u, o al. N M-1.5x3 M-3x4 4-00-08 4 •R 'D PRQFFS�S' �rIN �cNGINE9 %4.1 7 89200PE v JOB NAME : J-1870 STONE BRIDGE - E5 Scale: 0.5757 1 WARNINGS: GENERAL NOTES, unless otherwise noted VO "G. Truss: E5 I I.B b Merectioncntractorshouldbe advised f all Geal Notes Th design is based aNy upon thparameters h d I ndividual -9 OREGON Ltt, and Warnings before construction co building component.Applicability f design parameters d proper L 4` �I" SA 2.2w4 p web bracing must b 1 led where shown•. incorporation of component n:theresponsibility I thebudding de gner. �O •<�Y '()O -s... • 3.Atltl4onal temporary bracing to ware 4abpN during construction 2.Design assumes the tap and bottom chords to be laterally braced al (�. L Pt is me responsibility al the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respecliveN unless brand throughout their length by DATE: 12/23/2015 the overal structure Oft responsibility or the building desi continuous snging or such as aNwood cored where)ownand/.arywan(eq' 4;11 R �.-`' N e e^er. 3.zs Intros bridging or heel bracing required tuners mown•• SEQ. : 1<1618670 4,No load should be applied to any component until after an bracing and O.Insolation of Puss Is the responsibility of the respective contractor. fasteners are complete and at no rime mould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK I design loads be applied to any component, and are orrery condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the S Design ecassumes full bearing at all supports shown.Shim or wedge If EXPIRES: X() (7 e[• /3 /<y fabrication.handling,shipment and Installation ofcomponents. sarysumC.l\1- f'1Ct� J G 7.Design assumes adequate drainage is provided. December 23,2015 S.This s designfurnished subMd to the limitations set forth by B.Elates shall be located on both faces of truss,and placed so their center ' TP WQTCA re BLS!.copies of which srI be furnished upon request. lines coincide tush pal center linea. ' 9.Digits indicate of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.FForbass connector plate design values tee ESR-1311.ESR-1 gee INliTeM) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF fl16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-14) 16 3-4=(-44) 34 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=1-54) 28 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -72/ 299V -7/ 26H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -17/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POE Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _ 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1H0 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 = 0.002" @ 1'- 0.2" Allowed = 0.065" MAX TC PANEL TL DEFL = 0.002" @ 0'- 11.6" Allowed = 0.097" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 i -1 End vertical(s) are exposed to wind, /= Truss designed for wind loads in the plane of the truss only. / ailti 11111 ti 1 o r 1 - - 0 2 .. 4 M-3x4 M-1.5x3 1 L_._ 6 I 1-00 2-00 �cp NG N��q `r''O cr 89200PE C JOB NAME : J-1870 STONE BRIDGE - Fl • Scale: 0.9708 ,r - '+ = .. bracing .-- '... Ile (LI WARNINGS: GENERAL NOTES, k th noted: I.Builder and d contractor should be advised f all General Notes I.Th design- based only p theparameters ho and i 1 indNidual "7� ' OREGON Truss: Fl and Wg before construction building P t Appl tilts la g parametersd Pp ` ^, incorporation Icomponent'theW ti IM I thebuilding d ger. 14 p b b 'ng t b 1 lld wh re shown 2.Design assumes he lop and bottom chords to be laterally braced at 3.Additionaltemporary b g t insurestability during construction op, • is the responsibility Ith t Additionalp permanent bracing of 2o.c.and at 10 oc respectively unless braced throughout their length by DATE: 12/23/2015 the overall structure is the res onsibik I the building designer. W Imp us sheathing such as plywood aired sheathing(TC)anwor drywall(BC). �f7 1 l P H o g gner� 3.2a Impact bridging or lateral bracing required where shown a• �1 1 4 SEQ.: K1618671 4.No bad should be applied to any component anal 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 s.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied m any component. and are ro uary condaion•muse. 5.I npuTrus has no control aver and assumes no responsibility for the 6.Design assumes NM bearing at all supports shown.Shim or wedge i/ EXPIRES: 1 ry/31/201 7 • fabrication,handling, necessary. AJILI?I/Lll shipment and installation of components. 1.Design assumes adequate drainage is provided. December 23,2015 8.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 • TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. es. MiTek USA,Inc./Com uTrus Software 7.6.7SP21L E10.FDor bts indicateecor pplateInign values P ( )• Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. TC: 204 KDDF k1LBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1ABTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2,4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( '.D) ON TOP CHORD - 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 POE. Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6' INote:Truss design requires continuous 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span VON. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I --- -------- --- M-1.5x3 3 -, N 2 wA0 1 li M O li — — , 0 4: M-3x4 M-1.5x3 • 1-00 2-00 Ac do pRop � ,sa 0.4,G t N 4- /0�p�9 89200PE r" JOB NAME : J-1870 STONE BRIDGE — F2 ��+s = . Scale: 0.9708 ,111•,4 WARNINGS GENERAL NOTES otherwiseted. OREGON ♦, I.Builder and erection contractor shook]be advised f all General Notes 1 Thisdesign based only upontheparameters h d' f 'ndividual O R EGa cc/ Truss: F2 d Wabet construction commences building component.Appl' blit ftl g parameters d p 2 200 compress on web brackg mutt be nstalktl vfiere shown�, p rat f p t th p sib Ity f Ih b'Wing de ill er. �/0 t"(;/ 1 4 1 n v� 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chortle to be lateraro braced al L/ l� Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and Sr 10'c.c,respectively unless braced throughout their length by q' DATE: 12/23/2015 me overall structure is the responsibility f the building desi continuousactsheathing sten as plywood aired here s angor drywaIt)nC( "R R 4��,,. ponsi ry o g goer. 3.2v Impact bridging or lateral bracing required where mown•• SE K1618672 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. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, TRANS I D• LINK design loads be applied W any component. and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary.Dassumes full bearing al all supports shown.Shim or wedge i/ EXPIRES: n/3 (<1(li 7 fabrication.hand4 shipment and installation of components. L!J ILLJ7! she smen prhby Designassumesothfageiopruss,ar December 23,2015 6.This design is furnished subject to the limitations gel forth by 8.Plates shall be located on both faces of truss,and placed so(heir center TPIWVTCA in BCS',copies of which wig be furnished upon request. lines coincide wlh joint center tines. 9.Digits indicate sea of plate In inches. MiTek USA,Inc./CompuTrus Software 7,6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19881M'Tek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ►I /a (Drawings not to scale) Damage or Personal Injury offsets are indicated. g Dimensions are in ft-in-sixteenths. Ly,_ Apply plates to both sides of truss 2 1 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. 1 C1-2 c2-3 2. Truss bracing must be designed by an engineer.For a /16 4 wide truss spacing,individual lateral braces themselves WEBS c.?., may require bracing,or alternative Tor I Ei.j.: O m p bracing should be considered. u 3 I b O 3. Never exceed the design loading shown and never �" u U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the buildingpy C7-8-a cb C5-6 designer,erection supervisor,property owner and /A plates 'Ag' from outside 4 x orientation,locate BOTTOM CHORDS all other interested parties.0- edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 "P Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200proNDS 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ). q> l Min size shown is for crushing only. UM MINIVIll ;B, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Reviewis all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not picturessuf )before use.Reviewing pictures alone ficient. DSB-89: Design Standard for Bracing. rre BCSI: Building Component Safety Information, 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