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Plans //( S./02-01 —ajp' `i/ 29'-0" lA O S3 ✓ t, 19'-0' 10'-0" 1 14 RECu iii CV MAR 16 7015 4 E; : 5:12 . F— CIT ' OI' I I(,,r'i!{l.+ 0 ,0 0 0 El 0 o j II , ; , BUILDIN(>;DIVISION 1 3 5:12 r 4' A( .r • rib t"p T to v- Et , • 55'.12 s . 10:12 HL S26 -' it t 19 B1MIRC ),,, n_ 4, 4 n 82 Al 10:12 , .'i0:12 C2 (2)10:12 - . ti `v� rl9'-6" 12'-0" I T-6" , 9'-6" 29'-0" Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE 02/20/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-i: DRAWINGSENGINEERED STRUCTURAL -J-1854 STONE BRIDGE Pac�fiJ.umber . INFORMATION AL OFFREECOCO ` !RD PLAN DRAWN 8Y: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS,BUILDING 364A / STD-J-1854 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 8c T R U S S REVIEW AND APPROVE OF ALL C O 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. 'IE111 III This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2- 8=(-17) 273 2- 3=1-607) 109 BC: 2:.4 KOH 01(000 SPACED 24.0" O.C. 2- 3=1 -30) 164 8- 6=1-17) 271 8- 4=1 0) 272 WEBS: 2:4 NODE STAND 3- 4=1-429) 123 5- 6=1-607) 109 - LOADING 4- 5=1-429) 123 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -30) 164 - BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 60 TOTAL LOAD = 42.0 PSF LETIND: 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" -94/ 599V -134/ 1348 5.50" 0.96 KDDF 1625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 0.0" -94/ 5999 0/ OH 5.50" 0.96 NUDE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-00 6-00 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" T T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.103" @ 10'- 6.6" Allowed = 0.554" '° 1-07-10 4-04-06 4-04-06 1-07-10 MAX TL CREEP DEFL = 0.107" @ 10'- 6.6" Allowed = 0.739" f 1' 1' ' ' MAX LL DEFL = -0.001" @ 12'- 10.0" Allowed = 0.083" 12 11M-4x4 12 MAX TL CREEP DEFL = -0.001" @ 12'- 10.0" Allowed = 0.111" 10.00 / N 10.00 44.07 MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" Ab 14444°44444444444444444444S444DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, E:<p.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x43 5M-3X4 00'4 �m AO"' o I7 I - 1 2' 8 '--'6 M-4x4 M-1.5x3 -M-4x4 y )- 1 6-00 6-00 ) ,i y 0-10 12-00 0-10 ea''. PRQrts JOB NAME : J-1854 STONE BRIDGE - A2 Scale: 0.3816 ���5 �1'346'0ay a. WARNINGS: GENERAL.NOTES,unless otherwise noted: 92• F E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an individual ' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility al the building designer. r' 2.Design assumes the top and bottom chords to be laterally braced at ���'�%-� 3.Additional temporary bracing to insure stability during construction �^^ DES. BY: BS 2'o.c,and at 10'on respectively an pty unless braced throughout(heir length by OREGON �Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t 7%41:4/k ��' 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. -' 9 y S E Q. : 6190169 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, �} 14,:-2 A{ design loads be applied to any component. and are for"dry condition"of use. ,eV!_ -� T RAN S I D: 417721 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 i R'L,,, necessary. - fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I I Imo I I I I I I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: o �3 9.Digits indicate size of plate in inches. 12/31/201.5 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) DMIll This design prepared from computer input by JP LUMBER SPECIFICATIONS TC: 2;:4 KDDF %1EHTR TRUSS SPAN 12'- 0.0" �COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.j BC: 2;:4 NODE H1dETR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES WEBS: 2\4 NODE STAND SPACED 24.0" 0.0. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT '= 12"00. DON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT '_= 12"0C. 00N, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t4-1.5;:4 or equal at non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), LL = 25 PSF Ground Snow (P ertical members (son). 91 load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. it. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outloo):er truss. Upper top chords require same material BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as structural top chord. Connect with M-5x6+ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36"oc (uon). Note:Truss design requires continuous bearing wall for entire span DON, 6-00 6-00 Refer to CompuTrus standard i 1 '( gable end detail for complete M 4x8 specifications. 2 4.0" 12 10.00 7 412 N10.00 o� M 5:;6+ 1111IL 00 � M-5x6+ �o Mr/ Are A - 0 M-145x3 r i 3- 6-00 6-00 L b )• 0-10 12-00 0-10 C ����� PR •F� JOB NAME : J-1854 STONE BRIDGE - Al Scale: 0.3657 ��6 1 - ,139s�°�� G(Z0 WARNINGS: GENERAL NOTES,unless otherwise noted: 92•s PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at temporary DES. B Y: B$ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'e.c.respectively unless braced throughout their length by � (t" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 'yL OREGON 4(/ DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ D 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. /O ,7.1- ,�4 1 2Q -1-4c* SEQ. : 6190170 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, A TRANS I D: 417721 c- S- design loads be applied to any component. and are for"dry condition"of use. 1 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 �A R 1 -. . necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center IIIA)III III III IIII Ill II IIII TPI/WTCA in BCSI,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 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-19813(MiTek) EXPIRES:12/31/2015 III IIIIIIIII This design prepared from computer input by JP LUMEER SPECIFICATI.ONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2r:4 KDDF 41616TR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-10=(-89) 706 2- 3=(-1117) 262 BC: 2::4 KDDF 016BTR SPACED 24.0" O.C. 2- 3=( -34) 193 10-11=(-53) 483 4-10=( -245) 252 WEBS: 2x4 KDDF STAND 3- 4=1-891) 241 11- 8=(-90) 604 10- 5=( -161) 411 - LOADING 4- 5=(-810) 337 5-11=( -161) 411 _ TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-810) 337 11- 6=( -245) 252 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-891) 241 7- 8=(-1117) 262 TOTAL LOAD = 42.0 PSF 7- 8=( -34) 193 LETINS: 2-00-00 2-00-00 8- 9=( 0) 60 LL = 25 PSF Ground Snow (Pg) OVEPHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -143/ 914V -212/ 212H 5.50" 1.46 KDDF ( 625) 19'- 6.0" -143/ 914V 0/ DH 5.50" 1.46 KDDF ) 625) - 9-09 9-09 LCOND._2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 1-07-10 3-02-14 4-10-07 4-10-07 3-02-14 1-07-10 MAX LL DEFL = -0.001" @ 0' 10.0" Allowed = 0.083" I T T T T T T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 12 12 MAX LL DEFL = -0.048" @ 6'- 6.0" Allowed = 0.929" 10.00 r M-4x6 N 10.00 MAX TL CREEP DEFL = -0.095" @ 6'- 6.0" Allowed = 1.239" 4 0" MAX LL DEFL = -0.001" @ 20'- 4.0" Allowed = 0.083" 6 MAX TL CREEP DEFL = -0.001" @ 20'- 4.0" Allowed = 0.111" 111, MAX HORIZ. LL DEFL = 0.009" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.014" @ 19'- 0.5" 3. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 M-1.5x3 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, Truss designed for wind loads " in the plane of the truss only. M-3::4 M-3x4 7 4 M-4x4 -M-4x4 - o r 4 II 9B o C 9 I 2.---s-- 10 11 '"-8 o M-3x4 M-3x4 1 1 1 6-06 6-05-15 6-06 1 1 1 1 0-10 19-06 0-10 JOB NAME : J-1854 STONE BRIDGE - B2co, , Zo ,R ,• • Scale: 0.2895 e .WARNINGS: GENERAL NOTES,unless otherwise noted: �.92ooFE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,' " Truss: 3 2 and Warnings before construction commences. building component.Applicability of design parameters and proper "' 2.2x4 compression web brand must be installed where shown=. incorporation of component is the responsibility of the building designer. , i1�� P 9 �,r""..""" 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and velybottunless chords to be laterally braced at / !�r DES. BY: ES 2'o.c.and at 15'o.c.respectively braced throughout their length by �' „Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -y OREGON ((�' DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v L .� 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. /O Al y 14,.nc) ..-L..• SEQ. : 619 0171 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, TRANS I D: 417721 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if MFR R i LL. . necessary. 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 8.Plates shall be located on both faces of truss.and placed so their center II I I Ill I II I I III I II TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ��ss 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 5 III III III This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF )l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 9=(-89) 650 2- 3=(-1117) 262 BC: 2n4 NUDE 01&BTR SPACED 24.0" O.C. 2- 3=( -34) 193 9-10=(-53) 442 4- 9=( -245) 252 WEBS: 2r4 KDDF STAND 3- 4=(-891) 241 10- 7=(-93) 628 9- 5=1 -161) 357 LOADING 4- 5=(-810) 337 5-10=1 -165) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-839) 340 10- 6=( -263) 256 BC LATERAL SUPPORT <= 12"0C. UDN. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-189) 131 6- 7=1 -892) 112 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 60 LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 10.0" 10.0" 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) 14-1.5::4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -143/ 914V -212/ 212H 5.50" 1.46 KDDF ( 625) Il vertical members (son). 19'- 6.0" -143/ 914V 0/ OH 5.50" 1.46 KDDF ( E25) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-09 9-09 MAX LL DEFL = -0.001" 8 0'--10.0" Allowed = 0.083" T ' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 1-07-10 3-02-14 4-10-07 4-10-07 4-10-09 MAX LL DEFL = -0.040" @ 4'- 9.4" Allowed = 0.929" MAX TL CREEP DEFL = -0.078" @ 4'- 9.4" Allowed = 1.239" MAX LL DEFL = -0.001" @ 20'- 4.0" Allowed = 0.083" M-4x6Gatle end truss on continuous bearing wall UON. MAX TL CREEP DEFL = -0.001" @ 20'- 4.0" Allowed = 0.111" 4.0" M-1x2 or equal typical at stud verticals. MAX HORIZ. LL DEFL = 0.008" @ 19'- 0.5" 5 (1...7:( Refer to CompuTrus gable end detail for M-3x5 ��M- 3x5 complete specifications. MAX HORIZ. TL DEFL = 0.013" @ 19'- 0.5" JL DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00i '7,110.00 Design conforms to main windforce-resisting M-1.5x4l'' 19-1.5x4 system and components and cladding criteria. + 4.� Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' M-3x5 load duration factor--1.6,M-1.5x3 M-3x4 Truss designed for wind loads 6 in the plane cf the truss only. i# 4 IIIP 4 M-2.5:•:4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top 14 1.5x3 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-3x4permissible at inlet board areas only. II& XI! M-3x5+ or o1 I� moo ' o or 2- 9 10 ='7 B -fo M-4::4 M-3x4 M-3x4 :=M-4x4 b b 6-06 6-05-15 6-06 J, 3. y 0-10 19-06 0-10 ,i1,0.PROF6-• JOB NAME : J-1854 STONE BRIDGE - B1 Scale: 0.2753 ,� GlZiN 9 s"°Z �, WARNINGS: GENERAL NOTES,unless otherwise noted: ' rt '921SPE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2xd compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 0.- DES. B Y: BS 2'e.c.and at 10'o.c.respectively unless braced throughout their length by d is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '� OREGON lvj DAE: 2/2 3/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L"- 0 �b, 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / -7 2( �..t. S CE 7 4, TRANS I D: 917721 design loads be applied to any component. and are for"dry condition"of use.supports4// 'c 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all shown.Shim or wedge if CC::PRO-- necessary. 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 B.Plates shall be located on both faces of truss,and placed so their center I II I IIII III Rill I II 1 I III TPIAM'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2015 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus ompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by JP LOUDER SPECIFICATIONS 19-06-00 GIRDER SUPPORTING 40-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 - TC: 2n4 NUDE SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-9450) 2116 1- 6=1-1476) 6798 1- 2=1-9450) 2116 4- 8=( -844) 3954 NC: 2;.8 NUDE SS 2- 3=1-6372) 1522 6- 7=1-1466) 6792 6- 2=( -846) 3954 4- 5=1-9450) 2116 WEBS: 2.:4 NODE STAND; LOADING 3- 9=(-6372) 1522 7- 8=1-1466) 6742 2- 7=1-2676) 708 - 2x0 KDDF 82 A LL = 25 PSF Ground Snow (Pg) I- 5=1-9450) 2116 8- 5=1-1476) 6788 7- 3=1-1854) 7770 TC UNIF LL( 50.01+DL( 14.0)= 64.0 OLE 0'- 0.0" TO 19'- 6.0" V 7- 4=1-2676) 708 TC LATERAL SUPPORT <= 12"0C. 0018. BC UNIF LL( 478.1)+DL( 345.11= 823.2 PLF 0'- 0.0" TO 19'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON, 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) 1 2 ) complete trusses required.['Ll REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1950/ 8651V -192/ 192H 5.50" 13.84 KDDF 1625) Join together 2 p17 with 3":•:.131 DIA GUN 19'- 6.0" -1950/ 8651V 0/ OH 5.50" 1.3.84 NODE 1625) nails sta9geted at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc is 1 rows) throughout 2:'.4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc is 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 0" oc in 1 row(s) throughout 2:e4 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 oc in 2 row(s) throughout 2:;6 webs. MAX LL DEFL = -0.065" @ 9'- 9.0" Allowed = 0.929" MAX TL CREEP DEFL = -0.131" @ 9'- 9.0" Allowed = 1.239" 9-09 9-09 'I 1 1' MAX HORIZ. LL DEFL = 0.022" @ 19'- 0.5" 5-02-11 4-06-05 4-06-05 5-02-11 MAX HORIZ. TL DEFL = 0.037" @ 19'- 0.5" '1 T ' T T DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5X6 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 N10.00 35.0" Design conforms to main windforce-resisting system and components and cladding criteria. �', Wind: 140 mph, h=23.4ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x10 M-4x10 4 er M-1.5x3 IAI53 o 1 illm �o ® io i® io ® III o I " 1_ 6 7 8 =.5 -io M-6x10 M-4x10 mM-10x10 M-4x10 M-6x10 1• y l b 5-00-15 4-08-01 4-08-01 5-00-15 * b 19-06 ���Ep PR'OFF4tS JOB NAME_ J-1854 STONE BRIDGE - B-GIRD ��-, ,` l ' 6 �a29 Scale: 0.2852 gePE r. WARNINGS: GENERAL NOTES,unless otherwise noted. , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �/' . Truss: B-GIRD and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - P 9 : 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unless bracedds to be laterally braced at !" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively throughout their length by • OREGON continuous sheathing such as plywood and/or drywall BC). Q/�,.� DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L, /4,, ^G/ 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. / �y ZQ P. ,,, SEQ. : 6190173 fasteners are complete and at no time should any loads greaser than 5.Design assumes trusses are to be used in a non-corrosive environment, O :1.-4,, `_ design loads be applied to any component. and are for"dry condition"of use. /�� �, TRANS 1 417721 5.CompuTrus has no control over and assumes ne responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if R R 1 L. necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center I I I 1111 I I I I II 111 I III I11c./CompuTrus TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA, C./CO pulros Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III ill III This design prepared from computer input by Op LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF 81/OTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=)-10) 207 6-3=(0) 211 BC: 2u4 KDDF 81/6TR SPACED 24.0" O.C. 2-3=(-368) 87 6-4=)-10) 207 WEBS: 2:4 RODE STAND 3-4=(-368) 87 LOADING 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"0C. BOB. LL( 25.0)+RL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 494V -95/ 950 5.50" 0.79 KDDF ( 625) 9'- 6.0" -70/ 494V 0/ OH 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r' ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacino.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" 0 0'--10.0" Allowed = 0.111" 4-09 4-09 MAX LL DEFL = -0.001" @ 10'- 4.0" Allowed = 0.083" T 1 1' MAX TL CREEP DEFL = -0.001" @ 10'- 4.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.042" @ 6'- 8.8" Allowed = 0.371" 12 IIM-4x4 12 MAX TC PANEL TL DEFL = 0.117" @ 6'- 8.9" Allowed = 0.556" 10.00 r 10.00 39.0" MAX HORIZ. LL DEFL = 0.001" @ 9'- 0.5" �� MAX HORIZ. TL DEFL = 0.002" @ 9'- 0.5" LIIDESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 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, (All Heights), Enclosed, Cat.2, E:tp.B, MWFRS(Dir), load duration factor=l.6, IIIIIIIIII Truss designed for wind loads in the plane of the truss only. r 1 r,t �� •,r I a I � i 6 � -,,T 5 0 M-3x4 M-1.5x3 M-3x4 1, 1 /- 4-09 9-09 ,1 ,) 1' Y 0-10 9-06 0-10 C. ���E2.PR OFFS • - JOB NAME : J-1854 STONE BRIDGE - C2 .� ``G1 44 u/o2v Scale: 0.4776 WARNINGS: GENERAL NOTES,unless otherwise noted: / "^'�•,�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 2 and Warnings before construchon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. fir; P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at by DES. B Y: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !�C`t'' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood here s and/or drywall BC. OREGON ,/ DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. ( ) L 41 • fib` A 4.No load should be applied to any component until after all bracing and 4. Installation of lass Is the responsibility of the respective contractor. / '41)n 2-', ? ' A-.1 SEQ. : 6190174 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, 4 r 1`.,T design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 417721 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 /11 ,31f110-...C?? necessary. _ 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 8.Plates shall be located on both faces of truss,and placed so(heir center ILII I HI 11111 ILII II I III II I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. [(� n o1/2n01c 9.Digits indicate size of plate in inches. c _ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:RES:1213 IIIIII II This design prepared from computer input by JP LIMPER SPECIFICATIONS TRUSS SPAN 9'- E,0" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1.00 - TC: 2:,.4 KDDF 0158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=1-10) 207 6-3=10) 211 BC: 2r4 KDDF 4158TR SPACED 29.0" O.C. 2-3=1-368) 87 6-4=1-10) 207 WEBS: 2x4 KOH STAND 3-4=1-368) 87 LOADING 4-5=1 0) 60 TC LATERAL SUPPORT <= 12"00. ION. LL( 25.0)+DL( 3.0) ON TOP CHORD = 32.0 PSF - BC LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 494V -95/ 95H 5.50" 0.79 KDDF I E25) 14-1.5u4 or equal atnon-structural 9'- 6.0" -70/ 404V 0/ OH 5.50" 0.79 KDDF ( 625) vertical members loon), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. - [COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LI ITS: LL-L/240, TL=L/180 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" 0'--10.0" Allowed = 0.083" MAX TL CREEP REEL = -0.001" 0'--10.0" Allowed = 0.111" 4-09 4-09 MAX LL DEFL = -0.001" 10'- 4,0" Allowed = 0.083" .,r MAX TL CREEP DEFL = -0.001" 10'- 4.0" Allowed = 0.111" TC PANEL LL DEFL = 0.042" 6'- 8.8" Allowed = 0.371" 4-09 5-07 MAX TC PANEL TL DEFL = 0.117" 6'- 8.9" Allowed = 0.556" 1 1 1 12 12 MAX HORIZ. LL DEFL = 0.001" @ 9'- 0.5" 10.00 HM-4x910.00 MAX HORIZ. TL DEFL = 0.002" @ 9'- 0.5" 34.0" DESIGN ASSUMES MOISTURE CONTENT DOES �� Gable end truss on continuous bearin wall ION. NOT EXCEED 19% AT TIME OF MANUFACTURE. M-3x5 gi M-3x5_, g M-1x2 or equal typlcal at stud verticals. Design conforms to main windforce-resisting 4, 410, Refer to CompuTrus gable end detail for system and components and cladding criteria. complete specifications. Wind: 140 mph, h=l5ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eop.B, MWFRS(Dir), load duration factor=l.6, M-1.5x9 M-1.5x4 Truss designed for wind loads in the plane of the truss only. S IliiTruss designed for 4x2 outlookers. 2n9 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 16 Outlookers must be cut with care and are permissible at inlet board areas only. M-3x5 M 3x5 I � �o I ' - 6 Z l 0 0 M-3x4 M-1.5x3 M-3x4 1 1 1 4-09 4-09 1 E 1 1 0-10 9-06 0-10 ��,D-P R OFF JOB NAME : J-1854 STONE BRIDGE - Cl 4.45, 1.7�s'�Scale: 0.9439 Qi7i WARNINGS: GENERAL NOTES,unless otherwise noted "`�,,RE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper l 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. ( ' ',aw^" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /'S�! DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O CC is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17 OREGON, CU' DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. / '9 y r10 >.� 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, �,4, V� design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 917721 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 F'p R 11-.7;:`,:0 U4 fabrication,handling,shipment and installation of components. necessary. 7.Designlatesassumes adequatearedondrainagetcIs sed. 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 III I I 111 I III I III 1111 III I TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. [vv o t-pp O pp.{ �1rtrt c 9.Digits indicate size of plate in inches. EXPO RES:123 1 201 5 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) III 10 III This design prepared from computer input by JP LUMEER SPECIFICATIONS TRUSS SPAN 8'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2n4 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( -10) 21 6-7=(-78) 104 6-2=(-332) 144 BC: 2::4 KDDF H158TR SPACED 24.0" 0.C. 2-3=(-279) 98 7-4=( -9) 175 2-7=( -2) 162 WEDS: 2r:4 KDDF STAND 3-4=(-313) 82 7-3=( 0) 152 LOADING 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"00. ION. 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: 0.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 364V -115/ 88H 5.50" 0.58 KDDF ( 625) For hanger specs. - See approved plans 8'- 8.0" -72/ 470V 0/ OH 5.50" 0.75 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 9'- 6.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 9'- 6.0" Allowed = 0.111" 3-11 4-09 MAX TC PANEL LL DEFL = 0.042" @ 5'- 10.8" Allowed = 0.371" T I' MAX TC PANEL TL DEFL = 0.117" @ 5'- 10.9" Allowed = 0.556" 0-07-08 3-03-08 4-09 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.5" 1 '1 '( MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.5" 12 12 HM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 35 0 \110.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 41. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eop.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 �p rV O ti M O EN � i INI 6 7 1 M-1.5x3 M-3x4 M-304�� /' ) ) 1 0-05-12 3-03-08 4-10-12 1, ), )- 8-08 8-08 0-10 z. P,E0-,P R pFF _ JOB NAME : J-1854 STONE BRIDGE - C3 w`�-� c�,�4 �s�o�� Scale: 0.4450 WARNINGS: GENERAL NOTES,unless otherwise noted: 92��P E .r 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �„ ' W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,,'? !:a-- n DES. B Y: B S2'o.c and at 10'o.c.respectively unless braced throughout their length by OREGON. �( is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G - \� 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. / 9.Y 2� .5. _ S E Q. : 6190176 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, 7 , �Q design loads be applied to any component, and are for"dry condition"of use. TRANS 1 4 1 7 7 2 1 5.CompaTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if � -R R I L ' fabrication,handling,shipment and installation of components necessary. 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 laces of truss,and placed so their center Ili VIII III II 1111 II III I I I II TPI/WTCA in BCSI,copies of which will be furnished up)- ,on request. lines coincide with joint center i nes. (MiTek) EXPIRES:12/31/2015 g.Digits indicate size of plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 10.For basic connector plate design values see ESR-1311,ESR-1988 MiTek III I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2::4 RUDD 6168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 73 2-5=(-59) 72 3-5=(-211) 171 BC: 2::4 KDDF 416BTR SPACED 29.0" O.C. 2-3=(-108) 93 WEBS: 2::4 RUDE' STAND 3-9=( 0) 0 - LOADING TC LATERAL SUPPORT )::= 12"OC. LION. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -113/ 526V -34/ 113H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pa) 6'- 10.0" -32/ 278V 0/ OH 5.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 6-06-09 0 03 12 MAX TC PANEL LL DEFL = 0.145" @ 3'- 5.5" Allowed = 0.413" MAX TC PANEL TL DEFL = -0.174" @ 3'- 5.6" Allowed = 0.620" " f f 12 MAX HORIZ. LL DEFL = 0.001" @ • 6'- 6.2" 5.00 EO MAX HORIZ. TL DEFL = 0.001" @ 6'- 6.2" M-1.5x3 4 -/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ro load duration factor=l.6, o Truss designed for wind loads cv in the plane of the truss only. 0 ro o,_ ...... 11111111Adll „ill' m ' :5 -/ 1 M-3x9 M-1.5x3 1 1 1 6-06-09 0-03-12 ,1 1 1 1-08 6-10 -<<- R R Q JOB NAME : J-1854 STONE BRIDGE - D2 ���� `: lZoj R s/o, L Scale: 0.5814 (� WARNINGS: GENERAL NOTES,unlessotherwise noted. J2� FE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t • Truss: D2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/�!P!it= �- DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/er drywall(BC). "S7 OREGON ((/ DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ 4- Qj �� y` - 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / -T k Q SEQ. : 6190177 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, _14, 2. P�� design loads be applied to any component. and are for"dry condition"of use. /�� 1Q� TRANS I D: 417721 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 R-R t fabrication,handling,shipment and installation of components. necessary. 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 II I I 111111 I II I I II II 1111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. LA MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 111111 III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2u4 CHEF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 73 2-5=(-54) 72 3-5=(-212) 175 BC: 2x4 KDDF #isBTR SPACED 24.0" 0.0. 2-3=(-116) 96 WEBS: 2:4 KDDF STAND 3-9=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"0C. CON. 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 ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) =- OVERHANGS: 20.0" 0.0" 0'- 0.0" -111/ 525V -34/ 1140 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.0" -33/ 279V 0/ OH 5.50" 0.45 KDDF ( 625) 14-1.5>:4 or equal at non-structural vertical members (uon). LIMITED STORAGE ICES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GGND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinn.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" I -1'- E.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.144" @ 3'- 5.5" Allowed = 0.413" 6-06-04 0-03-12 MAX TC PANEL TL DEFL = -0.172" @ 3'- 5.6" Allowed = 0.620" f 1 1 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 6.2" 5.00 Gable end truss on continuous bearing wall UON. MAX HORIZ. TL DEFL = 0.001" @ 6'- 6.2" M-1o2 or equal typical at stud verticals. M 1.5x3 4 DESIGN ASSUMES MOISTURE CONTENT DOES Refer to CompuTrus gable end detail for 3 -/ complete specifications. NOT EXCEED 19@ AT TIME OF MANUFACTURE. Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, . 1111111111 (All Heights), Enclosed, Cat.2, Esp.R, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. 0 In 0 or -111 1Z5 1 M-3x4 M-1.5x3 ,0 y )' 6-06-04 0-03-12 1 y l 1-08 6-10 •<„ 0 P R°RFs JOB NAME : J-1854 STONE BRIDGE - D1 Scale: 0.5771 i (N ' s,°� I WARNINGS: GENERAL NOTES,unless otherwise noted: 92CC P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. _^- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,yeti %- DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by 9L OREGON ��(/� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ �� 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. / 20 �4 _ S"Q. : 6190178 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, .�4., design loads be applied to any component. and are for"dry condition"of use. TRANS 1 417721 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 R R 1 LL- fabrication,handling,shipment and installation of components. ry' 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the Iimitabons set forth by 8. Plates shall be located on both laces of truss,and placed so their center 11 III I El III I II I I IIII I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with/Dint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 - 11101IIII This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 40'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2o4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 73 2- 9=(-1075) 2768 2- 3=(-2971) 1106 7- 8=(-2690) 953 BC: 2>:4 KDDF Hl&BTR SPACED 24.0" O.C. 2- 3=( -525) 366 9-10=( -893) 2453 3- 9=( -182) 240 WEBS: 2:4 KDDF STAND 3- 4=(-2925) 1195 10-11=( -864) 2428 9- 4=( -22) 453 • LOADING 4- 5=(-2116) 1005 11- 8=(-1073) 2678 4-10=( -786) 474 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2118) 1027 10- 5=( -478) 1206 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2874) 1224 10- 6=( -754) 462 TOTAL LOAD = 42.0 PSF 7- 8=( -408) 461 6-11=( -44) 422 OVERHANGS: 20.0" 0.0" 11- 7=( -125) 267 LL = 25 PSF Ground Snow (Pg) - For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2012. 0'- 0.0" -300/ 1887V -162/ 172H 5.50" 3.02 RODE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 3.0" -228/ 1690V 0/ OH 5.50" 2.70 KDDF ( 625) '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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.202" @ 20'- 3.0" Allowed = 1.967" MAX TL CREEP DEFL = -0.382" @ 20'- 3.0" Allowed = 2.622" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.5" MAX HORIZ. TL DEFL = 0.129" @ 39'- 9.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-03 20-00 T .' .'Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-09 6-09 6-09 6-09 6-09 6-06 (A11 Heights), Enclosed, Cat.2, Eup.B, MWFRS(Dir), 1 T ( 1. T .' f load duration factor=l.6, 12 12 Truss designed for wind loads 5.00(i M-4x6 a 5.00 in the plane of the truss only. 4.0" 5 .hr M-5x8(S) M-5x8(5) 0.25" 3.0" 0.25" 4 6 O 111111111111111111441114444414444444111' M 4:;9 tM-3x5 3d- +„ 7 M-1.5x3M 1.5x3 N. m_ o 0 9 '1 10 'r 81 8 i �I M1-5x66 0.25" M-3x8 0.25 M-5x8 ** o M-5x8(S) M-5x8(S) 1 b 1 I I 10-04 9-11 9-11 10-01 1 l oa 40-03 ��.., PR OFFS JOB NAME : J-1854 STONE BRIDGE - E2 �� � lZ� z., /0. Scale: 0.1628 WARNINGS: GENERAL NOTES,unless othewse noted 92 e e FE r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper � 2.2x4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. r�' 40 ».. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , : •' h. DES. BY: BS2'o.c.and at 10'o c.respectively unless braced throughout their length by O rt is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -� OREGON-b, • DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a G- A1k 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. / Ark SEQ. : 6190179 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, 0 14,.ZQ, Q design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 41.7721 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 p R I LL necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject la the limitations set forth by 8. Plates shall be located on both laces of truss,and placed so their center II II II II I II I I IIII III TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EX PI RES:12/31/201 5 1 9.Digits indicate size of plate in Inches. MiTek USA,Inc,ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIII II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2i4 KDDF R153TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 73 2-10=(-1019) 2789 2- 3=(-2979) 1115 SC: 2x4 KDDF 415BTR SPACED 24.0" 0.0. 2- 3=( -527) 365 10-11=1 -835) 2476 3-10=1 -180) 239 WEBS: 2:•:4 KDDF STAND 3- 4=(-2949) 1189 11-12=1 -878) 2476 10- 4=1 -22) 453 LOADING 4- 5=(-2143) 1016 12- 8=(-1061) 2789 4-11=( -785) 474 TC LATERAL SUPPORT <= 12"00. JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF 5- 6=(-2143) 1016 11- 5=1 -470) 1226 8C LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 ?SF 6- 7=(-2949) 1189 11- 6=( -785) 474 TOTAL LOAD = 42.0 ?SF 7- 8=( -527) 365 6-12=1 -22) 453 - OVERHANGS: 20.0" 20.0" 8- 9=( 0) 73 12- 7=( -180) 239 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2979) 1115 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -299/ 1891V -175/ 175H 5.50" 3,03 KDDF ( 625) 40'- 6.0" -299/ 1891V 0/ OH 5.50" 3.03 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinad VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.208" @ 20'- 3.0" Allowed = 1.979" MAX TL CREEP DEFL = -0.397" @ 20'- 3.0" Allowed = 2.639" MAX LL DEFL = 0.022" @ 42'- 2.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 2.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.080" @ 40'- 0.5" MAX HOR1Z. TL DEFL = 0.132" @ 40'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 20-03 20-03 Design conforms to main windforce-resisting T f T system and components and cladding criteria. 6-09 6-09 6-09 6-09 6-09 6-09 T T f T T T f Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.e, MW FRS(Dir), M-4x6 load duration factor=1.6, 5.00�' Q 5.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-5x8(5) 5 ! M-5x8(S) 0.25" 3.0" 0.25" 4 ' 6 O o0 -M-4x4 +f -Z-7M-4x4 3 + + M 1.54:3 ,M-1.5x3 • co co 1 n i Milo - „ 9 M 5x6 8.25" M 11 3x8 0.25 M-5x6 flB M-5x8(5) M-5x8(S) .1 1 1 1 1 - 10-04 9-11 9-11 10-04 1 1 1 1-08 40-06 1-08 ���� ,D.PROFFss JOB NAME : J-1854 STONE BRIDGE - E3 �4 ��Zo R `©., Scale: 0.1533 ffffff WARNINGS: GENERAL NOTES,unless otherwise noted: 9��P.E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at r � 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length t✓M DES. BY: BS is the responsibility of the erector.Additional permanent bracing of p y p ) continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'f/� ,�OREGON �Co DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ • 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. /� "9y 1 4 rLQ� P-�. S E Q. : 6190180 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, �`- tlesignloatls be applied to any component. and are for"dry condition"of use, c TRANS 1 : 417721 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 R R 1 L\- necessary. 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 B.Plates shall be located on both faces of truss,and placed so their center Il I IIII ICE II II I II I II III TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2015 - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 1E 01111 This design prepared from computer input by JP LUMPER SPECIFICATIONS TRUSS SPAN 40'- 3.0" !COND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacinod -. TC: 2x4 UDE H1&13TR LOAD DURATION INCREASE= 1.15 (Non-Rep) +2:t4 web brace required. Laterally brace to roof diaphragm. BC: 2x4 KURT ill&BTR SPACED 24.0" O.C. q WEBS: 2::9 ODE STAND DESIGN ASSUMES MOISTURE CONTENT DOES -- LOADING NOT EXCEED 19%- AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce-resisting TOTAL LOAD = 42.0 PSF system and components and cladding criteria. 14-1.5v4 or equal at non-structural vertical members (won). LL = 25 PSF Ground Snow )Pg) Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 Refer to CompuTrus standard min typical 36"oc (won). gable end detail for complete Note:Truss design requires continuous specifications. bearing wall for entire span UON. 20-03 20-00 1 i 1 6-08-15 13-09-05 13-07-13 6-05-15 1 1 f 1 12 12 5.00G M-5x8+ '5.00 5 M-3x6(s) 4 6 M-3x6(s) M-5X6(S) 3 7 M-5X6(S) z W. 440s M-3x6+ M-3x6+1 9 tztt at 1f 1 as 10 ii 12 i3, 14 1516 o 0 M-3x6(s) M-3x6(s) b I l ), 10-04 19-10 10-01 i L 1-08 40-03 5��, ocPROFs JOB NAME : J-1854 STONE BRIDGE - El w� ti /go 's>p�9 F____ _ Scale: 0.2102 WARNINGS: GENERAL NOTES,unless otherwise noted: �` 1:92i•PE .r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,./ , Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. ,�! '., -- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _AMMO.' �y. DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4OREGON � DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+n 1I- .t ,:� '� 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 /O 9,Y 1 4 rLO. �..- • SEQ. : 6190181fasteners 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 any component. and are for"dry condition"of use. TRANS I D: 417721 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 FiR`t,\-. necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center III I III 1111 II I II I III I I 111111 TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincideidiatwith joint center lines. EXPIRES.12/3112015 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7,6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • 11 IIII II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.) TC: 2;:4 KDDF 1116BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) +2x4 web brace required. Laterallybrace to roof diaphragm. BC: 2:':4 KDDF OIIBTR SPACED 24.0" O.C. q P WEBS: 2:<4 KDDF STAND DESIGN ASSUMES MOISTURE CONTENT DOES LOADING NOT EXCEED 10% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. NON. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce-resisting TOTAL LOAD = 42.0 PSF system and components and cladding criteria. M-1.5.:4 or equal at non-structural - vertical members (won). LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M47FRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with 14-3x5 Refer to CompuTrus standard min typical 36"oc (won). gable end detail for complete Note:Truss design requires continuous specifications. bearing wall for entire span DON. 20-03 20-03 T f T 6-08-15 13-09-05 13-07-13 6-08-15 ( f 1, T T 12 12 5.00 ' 14-5x8+ 5.00 5 cfal I11 14-3x6(S) 4 6 M-3x6(S) 11111111A 3 M-5x6(S) 0 � t4-5x 60S) e o H-3>;6+1 '11/ 1111111 ,'` 9L. lir _3x6+tW o 10 11 12 13 14 15 16 14-3x6(5) M-3x6(5) L 1, y 10-09 19-10 10-04 I, k b 1-08 90-06 ' PROFF JOB NAME : J-1854 STONE BRIDGE - E4 . S �°ti� o ,Scale: 0.2030 � 17 � WARNINGS: GENERAL NOTES,unless otherwise noted: •92 PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporahon of component is the responsibility of the building designer. �� • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/'�{ DES. BY: B S 2'o.c.and al 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'f7L OREGON Cu DATE: 2/23/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a 11 ,\t' i/f\. 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. /a '1)-• • 4 r N -L' SEQ. : 6190182fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nomcorrosive environment, P design loads be applied to any component. �A�,y"and are for"dry condition"of use. TRANS I D: 917721 5.CompuTrus has no control over and assumes no responsibility to,the 6.Design assumes full bearing at all supports shown.Shim or wedge if -R R) A-. necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center II I I II I I I II I II I I I III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2015 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com puTrus Software+7.6.6-S P2(1 L)-E 10.For basic connector plate design values see ESR-t311.ESR-1888(MiTek)