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Plans (11) 1 l C X(Z S14/ dcx�s YTh _ . 40.-0' 8'-0' 14'-0' I 18'-0' I MAY 21 2.015 13'-6' , �'v O�'fl G } 13'-6' I , • IJILDING DIVISION /� / 1 a '/ / / 3: 2 : VAa a :1 _.—,_.L _i___a.12 a o 1311—h-- I a LU4 I �. I + I 6:1? 6 12 6:12 ' 6:12 H1JS26I AU \ 4:12 CO E / $ / / * • / / i / tli 7? co"co4 g , o t4 �p O p 1 I i 1 4,12 1 Milk H1926 6:1:t I 6 12 6,12 9:12 n •112(21_, 4 - r P ® g -- 81 L1624 it - r ! LU�4 — 3:,12 , 5' 4 61 3:12 5 4:12 co F— N / p tL / '� / �, / ISL '� / (D T in t_r— \ 1- 13'-6' 9 I 13'-0' 19'-0' 408'-10' I 12'-2' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 05/15/15 PLACEMENT ONLY.REFER TOTRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL -• REVISION-1: DRAWINGS GINEERFOR FURTHER Flamm i - umber. J-1839 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS � COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"- 1' - All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. IIIIIIIIHI 1111111 ft I II 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 427618 TO: PACIFIC LUMBER & TRUSS DATE: 5/15/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 22 0 6266751-6266772 J-1839 STONE BRIDGEI - PLAN 310-OP4 Transmittal Notes: Design Notes: FTP:427618.zip 5/15/2015 3:13:49 PM Page 1 I IIIIII III This design prepared from computer input by JP LU1rPFP SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2z4 NUDE 416ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-194) 668 2-3=(-914) 193 BC: 224 NIDE 411-BTR SPACED 24.0" 0.0. 2-3=(-101) 211 6-7=(-199) 661 6-4=( 0) 221 WEBS: 2x4 RUDE STAND 3-4=(-716) 97 4-7=(-705) 175 LOADING 4-5=( -73) 73 7-5=(-170) 92 TC LATERAL SUPPORT = 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT = 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -"1/ 591V -35/ 100H 5.50" 0.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" 10'- 0.0" -49/ 442V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " Fox hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 4'- 10.3" Allowed = 0.454" MAX TL CREEP DEFL = -0.054" @ 9'- 10.3" Allowed = 0.606" MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" 1-11-08 3-00-08 5-00 MAX HORIZ. TL DEFL = 0.008" @ 9'- 8.5" '1 '( T 1' 12 Design conforms to main windforce-resisting 3.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, g -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 1 in the plane of the truss only. p, N lir� , M-3x9 0t 3 M ow 1 o 1 111 MI o II `- 2' 6 ** 7 f(-3x6 11-1.5x3 M-3x4 ,1 ), 3' 9-10-09 5-01-12 3' ,1 y 1-00 10-00 JOB NAME : J-1839 STONE BRIDGE - A5 % N�N4..9 Scale: 0.4636 4� �7 WARNINGS: GENERAL NOTES,unless otherwise noted :s78 E r 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. j'* 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 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 2x Impacts sheathing suchr as plywoodrequired gheadhwhere sheathing(TC) or tlrywag(BC). ��OREGON �* �„ DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.In Impact bridging or lateral bracing ity o fthe where shown 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. .4/ G,q 5 ��+ y S E Q. : 6266751 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, rl Y 1 design loads be applied to any component. and are for"dry condition"of use. ,\,1 TRANS I D: 427618 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 >A Ul. " 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 1011 I I I 1 IIII(III Ili 11111 TPINVTCA in BCSI,copies of which will be furnished upon request. goes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 DI II This design prepared from computer input by Y I JP LUMBER SPECIFLCATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2r:4 KDDF 415RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-231) 380 2-3=(-600) 240 BC: 2;4 KDDF 415ETR SPACED 24.0" 0.0. 2-3=( -99) 222 4-6=(-412) 216 6 ROBS: 2>_4 KDDF STAND 3-4=(-407) 174 6-5=(-138) 81 LOADING 4-5=( -63) 62 TC LATERAL SUPPORT 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BS LATERAL SUPPORT = 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSP Ground Snow (Pg) 0'- 0.0" -66/ 504V -29/ 83H 5.50" 0.81 KDDF ( 625) OVERHANGS: 12.0" 0.0" 8'- 0.0" -39/ 352V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 1-11-08 2-00-08 4-00 MAX TL CREEP DEFL = 0.044" @ 3'- 11.6" Allowed = 0.472" T T T MAX BC PANEL LL DEFL = -0.100" @ 4'- 1.0" Allowed = 0.314" 12 3.00r� MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.5" MAX HORIZ. TL DEFL = 0.004" @ 7'- 8.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 5 -/ Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, B (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-D O, M-1.5x3 End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only, o M-3x4 __----. - o N 011 N W -i O MN QQ O I f -a 2-77 .+ 6 M-3x6 M-3x4 1, ), 1 7-08-08 0-03-08 1, 1 y 1-00 8-00 ei0 PR Opt. JOB NAME : J-1839 STONE BRIDGE - A6 �%� 4Glry.tr <, , Scale: 0.5348 �� 29 QQQ E j WARNINOS: GENERAL NOTES,unless otherwise noted: •" >. j 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4004401, Truss: A 6 and Warnings before construction commences. building component.Appticability of design parameters and proper .,rt 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. AY'e 2.Design assumes the top and bottom chords to be laterally braced at ~ -. 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'a c.respectively unless braced throughout their length DES. BY: LA is the responsibility of the erector.Additional permanent bracing of ly g 9t by N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -512 OREGON 's Q DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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. V,9 p �' V� SEQ. : 6266752 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, rt Y ` design loads be applied to any component. and are for"dry condition"of use. n V TRANS I D: 427618 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 PA U L u fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate on drainage is ft truss, d.and 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 11111 I(IIII I III I III I III 111111 II 111 1111 TPINVTCA in BCS!,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) (VIII''VIII This design prepared from computer input by. JP I °005 SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2:._4 KDDF UleETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-235) 406 2-3=(-540) 204 _ BC: 2;:4 KDDF 6110T0 SPACED 24.0" O.C. 2-3=(-77) 182 3-5=(-438) 221 AEi3S: Dao KDDF STAND 3-9=(-62) 62 5-4=(-125) 79 LOADING :C LATERAL SUPPORT 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 504V -29/ 83H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 352V 0/ OH 5.50" 0.56 KDDF ( 625) If-1.5:-4 or equal at non-structural ve:t:-a1 members iucnl. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 9 (- P P 9•� " For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.100" @ 4'- 1.0" Allowed = 0.314" MAX BC PANEL TL DEFL = -0.091" @ 9'- 1.0" Allowed = 0.419" MAX HORIZ. LL DEFL - -0.003" @ 7'- 8.5" 4-00 4-00 MAX HORIZ. TL DEFL = 0.004" @ 7'- 8.5" f f f Design conforms to main windforce-resisting 12 3.00 : - M-1.5x3 system and components and cladding criteria. -- s- M-3x5 q Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, M-1.5x9 1 End vertical(s) are exposed to wind, OAS /4-3x5 lk Truss designed for wind loads M-3x5 I m in the plane of the truss only. m Truss designed for 4x2 outlookers. 2x4 let ins M 1.5x3 -Awn.-- CD of the same size and grade as structural top `� M-3x5+ d . . chord. Insure tight fit at each end of let-in. M 3x6 o Outlookers must be cut with care and are m o permissible at inlet board areas only. m 1��- . o • cx 1- Z + -/ -/ 5 M-3x4 1, 1 b 7-08-08 0-03-08 J‘ L .1 1-00 8-00 JOB NAME : J-1839 STONE BRIDGE - A7 eco t4G"� F �s% Scale: 0.5317 ��b ?.9 ' :578 E 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: A 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. 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 DES. BY: LA 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). n 'y DATE: 5/15/2015 the overall structure is the responsibifty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+e iJ I4. OREGON 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. "J,vy /It/ p t � r SEQ. : 6266753 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7 riY 1 _t design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 427618 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 ir PA U I fabrication,handling,shipment and installation of components. necessary, 7.Designlaesassumes atedadequate drainage is provided. and 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 1 II I I I III I III I III HE I i(III TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincideictwith joint ainn lines. EXPIRES: 12/31/2016 9.Digits indicate size ofplate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s II II This design prepared from computer input by - JP L0118ER .SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 1>4 KDDF 51.ETR LOAD DURATION INCREASE - 1.15 1-2=1 0) 29 2-5=(-191) 713 2-3=1-790) 133 h:: 244 KDDF r✓1&PTR SPACED 24.0" O.C. 2-3=(-162) 114 5-6=(-196) 706 5-3=1 0) 224 6 WEBS: 2;9 FDDE STAND 3-4=( -73) 71 3-6=(-752) 172 LOADING 6-9=(-153) 93 TC LATERAL SUPPORT = 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF h" ',ATERA.L SUPPORT = 12"0C. OON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r'!ERHANGS: 12.0" 0.0" 0'- 0.0" -71/ 591V -35/ 100H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 442V 0/ OH 5.50" 0.71 KDDF ( 625) 11-1.5::4 or equal at non-structural ettical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 9'- 11,6" Allowed = 0.954" MAX TL CREEP DEFL = -0.036" @ 9'- 10,3" Allowed = 0.606" 5-00 5-00 MAX HORIZ. LL DEFL = 0.005" @ 9'- 8.5" T T T MAX HORIZ. TL DEFL = 0.008" @ 9'- 8.5" 12 3.00r� Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X4 01 al in the plane of the truss only. M-3x8 M-3x5 Truss designed for 4x2 outlookers. 2>:9 let-ins M-3x5+ Ilill of the same size and grade as structural top od N chord. Insure tight fit at each end of let-in. �� Outlookers must be cut with care and are �.� M-3X5+ M-1.5x3 �� o permissible at inlet board areas only. Cc 1010 2i 1111111111111111111111...._ Eno I' ** 6 11-3x6 M-1.5x3 M-3x4 1 b ) 4-10-04 5-01-12 .6 J, k 1-00 10-00 JOB NAME : J-1839 STONE BRIDGE - A4 �, GIN4. �5<(- N�tiNEE619 Scale: 0.4636 �� Ai 2�, 1' 1.WARNildeS: G. his a NOTES,unlessdotherwise noted: 12,04g, .1.Builder and erection contractor should be advised of all General Notes 1.Thrs design is based ony upon Me parameters shown and is for an individual Truss: A4 and Warnings before consbuction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the bolding 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: LA is the responsibility ti of the erector.Additional 2'a.c.and at 10'o.c.respectively unless braced throughout their length by C,, p typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 •OREGON '&. DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Q 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. U Z SEQ. : 6266754 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, 9,9 " rl Y 'A s -1t, TRANS I D: 427618 design loads be applied to any component. and are for"dry condition"of use. I47� {�\ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes rut bearing at all supports shown.Shim or wedge if A L 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 n) IIII I I I IIII 101 I I IIII I I IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request. tinges coincide with joint center lines. EXPIRES: 1 CJ3 I I Q�6 - 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Nil III This design prepared from computer input by. JP ITTIP .. ..::IPICAT:C'S TRUSS SPAN 4'- 0.0" 'COND. 2:_Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: :::_9 FLUE t1 5"R LOAD DURATION INCREASE = 1.15 - Design conforms to main windforce-resisting DC: 2s4 EDDF 41&ETR SPACED 24.0" O.C. WEBS: 2r4 FDDF STAND system and components and cladding criteria. LOADING Wind: 140 mph, h=15ft, TCDL=6.0,8CDL=6.0, ASCE 7-10, TC P.TEPAL SUPPORT '= 12"0C. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF ;,,.Eyp. grLpe;,pT - 12"n C. DON. DL Ott BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-10-04 0-01-12 T TT 12 3.00 M-3x4 M-1.5x32 M-3x5 j M-3x5+ M-3x6+ I______--- o /" of Ao u II A 3 M-1.5x3 ), ), 1, 1-00 4-00 • JOB NAME : J-1839 STONE BRIDGE — Al �S���NGP 0-Al Scale: 0.6979 �� �/ x.'78 '9 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 ��1��y` Truss: Al 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 bulling designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by lv is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywab(BC). w 'f� OREGON '• DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1,w 4�1}�� nd cs 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 -Y.4�Y 1�J .✓ �` SEQ. : 6266755 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 ` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 427618 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 PA U 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 g.Plates shag be located on both faces of truss,and placed so their center 111101 VIII OM 11111 11III IIIA III III TPI/VVTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center inches. c� 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,inc.IC ompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I III II III This design prepared from computer input by JP 'F!MBER SPPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • T'': 2;.4 KDDF RIuF.TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-26) 29 2-3=1-262) 124 B'': 2:_4 KDDF 115ETR SPACED 24.0" O.C. 2-3=(-103) 235 4-5=1-126) 90 WERT: 2:.4 KDDF STAND 3-4=( -42) 32 LOADING . . LATERAL SUPPORT = 12"OC. JON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF -. ..;i,EFAL SUPPTR. _ 12"CC. JON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD - 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2-c0-0i' 0-00-00 0'- 0.0" -58/ 350V -16/ 47H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -17/ 164V 0/ OH 5.50" 0.26 KDDF ( 625) !iERnANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL 'COND. 2: Design checked for net(-5acinlift at 24 sf) u "oc s " Fur har.aer spars. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. P p p g � VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.022" @ 1'- 10.6" Allowed = 0.154" 1-11-08 2-00-03 MAX TL CREEP DEFL = -0.028" @ 1'- 10.6" Allowed = 0.20E" 1 1 '1 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 3.00,-- MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" Design conforms to main windforce-resisting i system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. M-3x4 il 3 co oo 0 0 Ti2, 111101111111111 1 i. L © III 2 -` „ 5 M-3x6 M-1.5x3 1 .1 1 1-00 4-00 JOB NAME : J-1839 STONE BRIDGE - A2 ��• ��tiGP S. �4� :5 78 /7 Scale: 0.6213 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 �M 1�,,<' 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 of the building designer. Al ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywab(BC. s DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) " 1,0 O tRiEGON 's DATE: „ 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. -v Gq r�Y �j(11 �•. SEQ. : 6266756 I 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, 9 ` design loads be applied to any component. and are for"dry condition'of use. bt TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign assumes full bearing at all supports shown.Shim or wedge If j�p t 1 L `. fabrication,handling,shipment and installation of components. Designesessary. 11 7. laesassumes adequate one both drainage is provided. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on Doth faces of truss,and placed so their center I III I VIII I III I III VIII VIII II I IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request. linesgcoincide withizjointcenter lines. EXPIRES: 12!31/2016 9.Digits indicate size of to in inches. • MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 IIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2...4 FDDF H1&ETR LOAD DURATION INCREASE - 1.15 1-2=( 0) 29 2-5=(-36) 49 2-3=(-275) 132 _ BC: 224 RUDE 41&ETR SPACED 24.0" O.C. 2-3=(-102) 233 4-5=(-197) 122 WEES: 2:24 BODE STAND 3-4=( -62) 58 LOADING TC LATERAL SUPPOPT 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BE LATERAL SUPPORT = 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -61/ 427V -22/ 65H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -28/ 254V 0/ OH 5.50" 0.41 KDDF ( 625) ' OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ror hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.085" @ 1'- 10.6" Allowed = 0.254" 1-11-08 4-00-08 MAX TL CREEP DEFL = -0.126" @ 1'- 10.6" Allowed = 0.339" T T T 12 MAX HORIZ. LL DEFL - 0.000" @ 5'- 10.3" 3.00 - MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -, load duration factor=l,6, End vertical(s) are exposed to wind, I i Truss designed for wind loads ii in the plane of the truss only. M-3x4 N 3 N O � O NiSig N I - _; 10 o I O .:i ii I 2-' ** 5 M-3x6 M-1.5x3 J, b .6 1-00 6-00 JOB NAME : J-1839 STONE BRIDGE - A3 �5;� taG" F ss% Scale: 0.5931 44 - :z7 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: A3 and Warnings before construction commences. building component.Applicability of design parameters and properAlle 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 DES. BY: LA 2'o.c.and at 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 drywat(BC). s`�-92.OREGON Ate. DATE: 5/15/2015 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. t/ "V �.. ! SEQ. : 6266757 'qg qRy 15 design loads be applied to any component. and are for"dry condition"of use. /" ,v TRANS I 427618 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 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, PA UL fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one both drainageciso truss,d.and 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 VIII I I I I I III Mill II III TPIMffCA in BCSI,copies of which will be furnished upon request. indicate with joint ain che. EXPIRES 12/31./2016 , 9.Digits incicote eizo of plated in inches.n MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) III III This design prepared frcm computer input by - JP LUMBER SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2:o4 KDDF BlaBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-7312) 1634 1-6=(-1354) 6118 2-6=1-120) 620 BC: 2o9 KDDF 1116BTR 2-3=(-7220) 1648 6-7=( -988) 4630 6-3=1-810) 3576 x WEBS: 23:4 KDDF STAND LOADING 3-4=(-7220) 1648 7-5=(-1354) 6118 3-7=(-810) 3578 LL = 25 PSF Ground Snow (Pg) 4-5=(-7312) 1634 7-4=(-120) 620 TO LATERAL SUPPORT = 12"0C. EON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 13'- 6.0" V BC LATERAL SUPPORT 12"OC. ION. BC UNIF LL( 475.0)+DL( 343.0)= 818.0 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ri Attach 2 ply wilt 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1333/ 5954V -59/ 598 5.50" 9.53 KDDF ( 625) nails staggered: 13'- 6.0" -1333/ 5953V 0/ OH 5.50" 9.53 KDDF ( 625) \� 9" oc in 1 row(s) throughout 2c4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /y' c" or in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" or in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.053" @ 8'- 9.7" Allowed = 0.629" MAX TL CREEP DEFL = -0.108" @ 8'- 9.7" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.013" @ 13'- 0.5" 6-09 6-09 MAX HORIZ. TL DEFL = 0.022" @ 13'- 0.5" 0' T '' Design conforms to main windforce-resisting 3-07-01 3-01-15 3-01-15 3-07-01 system and components and cladding criteria. T T T T T 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 r0 M-5x6 `o 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 5.0" load duration factor=l.6, 3End vertical(s) are exposed to wind, Truss designed for wind loads 11444411 in the plane of the truss only. 1,1-1.5x3 M-1.5x3 0 2 4 0 o f ++ 0 �� M Iia .,� CO CO t- 1 6 7 I.%" 5 M-6x10 M-4x10 M-4x10 M-6x10 1 1 1 1 4-08-04 4-01-07 4-08-04 1 1 13-06 JOB NAME : J-1839 STONE BRIDGE - B2 �° INe . \-, N�GINe . ss�o Scale: 0.4066 ,� `,78 � ''/„�I cc WARNINGS: GENERAL NOTES,unless otherwise noted: 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: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang 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 lop and bottom chords to be laterally braced at DES. B Y" LA 2'oz.and at 10'c.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). 1.!:44t/ ' OREGON ^� DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "y 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 2�gRY ,�GJ 2 � SEQ. : 6266758 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, R t((j design loads be applied to any component. and are for"dry condition"of use. {�V TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibiFty for the 6.Design assumes tot bearing at all supports shown.Shim or wedge if Pq UL C^\ fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumes adequateon thdrainagecisprovided.truss,a 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center III I II I I III I III VIII IIII II I III III TPINJTCA in SCSI copies of which will be furnished upon request. git dawith jointacenter lines. EXPIRES' 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./Compolrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1048(MiTek) IIII I III This design prepared from computer input by. JP LU113ER SPECIFICATIONS TRUSS SPAN 13'- 6.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 2::4 KDDF Hi&ETR; LOAD DURATION INCREASE = 1.15 2;4 KDDF STAND 73, TO SPACED 24.0" O.C. Design conforms to main windforce-resisting 6!': 9 KDDF H;&BTR system and components and cladding criteria. LOADING Wind: 140 mph, h=21ft, TCDL=4.2,000L=6.0, ASCE 7-10, Ci' .vTERAL SUPPORT 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir) BC LATERAL SUPPORT 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, _ considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x6+ min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. 6 09 Refer to CompuTrus gable end detail for 6-09 complete specifications. 2M-4x8+ ,_ O. 461,1111k o o 101e- ,-. S3 T9 4, M-3x6+ / M-3x6+ m m 0 0 0 3 0 - ///////////////////////////////////////////////////////////////////////////////////////////////////////// -/ 4 5 1 1 1 1-00 13-06 1-00 JOB NAME : J-1839 STONE BRIDGE - B1 <¢�° PROF�s Scale: 0.5273 �� 27 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 �1��` Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ( ,r/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,/� 4r- - ,,,._. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.c.and at 10'o.c.respectivety 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 drywa0(BC). 1../4„ OREGON. N�.Q" DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ nE^y 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. "' ` /q c "tom . SEQ. : 6266759 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, 9 7 TRANS I D: 427618 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 pp,t I. necessary. tJ 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 111111 I I I I I I I I II VIII III II I I IIII ,III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center hoes. nr 1/201 � EXPIRES: �u� 6 MiTek USA,11G.IC0mpulruo Software 7.6.7(1 L)-E 19.Digits indicate size of plate in inches. 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by JP 6i!14EER SPECIFICATIONS TRUSS SPAN 39'- 6.0" rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ... 2;4 KDDF R..ETR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting _.; NODE `1165TR SPACED 24.0" O.C. system and components and cladding criteria. w TC i.ATE=P.L SDPPOFT = 12"OC. 00N, LOADING Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „' LAlERAL SUPPORT = 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dirl, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads onsidered for this design. in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x6+ min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1c2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 19-09 19-09 T T T 12-01-15 7-07-01 7-07-01 12-01-15 T T T T T 12 M-4x8+ 12 4.00(-- 2 X4.00 M-3x5(5) ., M-3x5(5) o' i --- 11-3:-:6+ 19-3r:6+ M-3x8+ ' �� _-3 0 4 6 5 M-3x5(S) b ), ), 19-09 19-09 1 J.- 39-06 39-06 JOB NAME : J-1839 STONE BRIDGE - D5 �5�`� NGN F,9 `S�p' Scale: 0.2045 �� 29 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: DS and Warnings before construction commences. building component.Applicability of design parameters and proper .+� r 41110 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. Aol 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C,r lrj is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '"9 OREGON DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41+ ri, � 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. V p SEQ. : 6266760fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, 146 4 rl}� A S 4 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a0 supports shown.Shim or wedge if Pq U L fabrication,handling,shipment and installation of components. necessary. 8.Designlaesassumes adequate one draothi face is provided. a. 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 I I III I III I III II I II I III III TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. EXPIRES: �2/31/201 9.Digits indicate size of plate in inches. 2/ MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) NIA This design prepared from computer input by- JP y-JP ..q:rP:a SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1,00 ._: 1y:1 KDDF 141lETR LOAD DURATION INCREASE = 1.15 1- 2=( -440) 222 1- 8=1-634) 3170 1- 2=1-3076) 556 10- 6=1 -93) 174 - BC: 2D4 NUDE NlrDTP SPACED 24.0" 0.0. 2- 3=(-3324) 667 8- 9=1-531) 2913 2- 8=1 -93) 174 6- 7=(-3076) 556 WEBS: 7:4 NODE STAND 3- 4=(-2447) 568 9-10=1-531) 2913 8- 3=1 0) 420 LOADING 4- 5=(-2447) 568 10- 7=1-634) 3170 3- 9=1 -822) 261 _.h7D9?_ SUPPOFT = 02"410. 000. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3324) 6E7 9- 4=( -180) 1155 B_ SATERA.L S0000RT = 12"CC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -440) 222 9- 5=( -822) 261 TOTAL LOAD = 42.0 PSF 5-10=1 0) 420 " For hoover spe0s. - See approved plans - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HCRZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -211/ 1659V -97/ 97H 5.50" 2.65 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 39'- 6.0" -211/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) " BOTTCM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.245" @ 19'- 9.0" Allowed = 1.929" MAX TL CREEP DEFL = -0.496" @ 19'- 9.0" Allowed = 2.572" MAX HORIZ. LL DEFL = 0.090" @ 39'- 0.5" MAX HORIZ. TL DEFL = 0.149" @ 39'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 19-09 19-09 in the plane of the truss only. f 4 6-02-15 6-10-01 6-08 6-08 6-08 6-05 '1- f 0f f f f 12 12 4.00 - M-4x6 --4.00 4.0" t4-5x8(S) 4 ' M-5x8(S) 0.23 3, .25" 1 s oR v ,Id 9:t9 -M-4x4 6 14-1..5:.:3___-i M-1.5x3 r ,= 4-0 o `;` 8 8 o T 10 7•* o M-6::8 M-3x4 0.25" M-3x4 M-6x8 M-5x8(S) 1, .0 1, l .0 9-09 10-00 10-00 9-09 1, .0 39-06 JOB NAME : J-1839 STONE BRIDGE - D4 �c�•�VNGPN Fgso Scale: 0.1591 �� 29 2:7$7 1 WA1. iNGS: G. his a NOTES,unlessonly otherwise noted:o . ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown and is for an Individual Truss: D 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown i. 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 DES. BY: LA 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 drywa8(BC). 9 OREGON N. DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• fij� (P Q' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b environment,SEQ. : 6266761fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive 9/7y� "i rl Y -` design loads be applied to any component. and are for"dry condition"of use. n p V TRANS I D: 427618 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 PAUL C*� fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumes edadequate both drainage iso truss,d.and This design is furnished subject to the lirrrtations set forth by 8.Plates shall be located on boz faces of truss,and placed so their center 111111(IIII III IIII IIII(IIII VIII III IIII TPIMITCA in BCSI,copies of which will be furnished upon request. git indicate with joint acenter lines. EXPIRES`12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III This design prepared from computer input by JP =REP SPEC:o:::AT: 23 TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 224 ROOF P1ubTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 54 2-10=(-1264) 3328 2- 3=(-3357) 1269 AC, 2:_4 KDDF PIcATR SPACED 24.0" 0.C. 2- 3=( -563) 355 10-11=1-11011 2998 3-10=1 -151) 225 5ERS: 2..4 RODE STAND 3- 4=(-3442) 1361 11-12=(-1132) 2998 10- 4=( -1) 451 LOADING 4- 5=(-2508) 1125 12- 8=(-1294) 3328 4-11=) -8561 484 T., LATEJA.L S0PPOFT = 12"0C. JON. LL( 25.01.DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1125 11- 5=( -410) 1193 P. LATERAL SUPPORT = 12"00. TON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3442) 1361 11- 6=( -856) 484 TOTAL LOAD = 42.0 PSF 7- 8=( -563) 355 6-12=( -1) 451 ,EP.HANSS: 18.0" 8- 9=( 0) 54 12- 7=( -151) 225 LL = 25 PSF Ground Snow (P5) 8=(-335-) 1269 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" -273/ 1851V -106/ 106H 5.50" 2.96 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 0.0" -273/ 1851V 0/ OH 5.50" 2.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.014" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.281" @ 20'- 0,0" Allowed = 1.954" MAX TL CREEP DEFL = -0.534" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.014" @ 41'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL _ -0.014" @ 41'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.096" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.157" @ 39'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f Q 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-05-15 6-10-01 6-08 6-08 6-08 6-08 load duration factor=l.6, .' 4' T T T q End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 4.00 s - M-4X6 -- i4 00 in the plane of the truss only. 4.0" a- M-5x8(5) 5 M-5x8(S) O! - 0.25" 3.0" 0.25" • 4 6 0w , . M-3:.:8 _ - \M-3x8 :1-1.5x3 ------ ri7+ 1\7-' ,M-1.5x3 i�-h /- _ _ 9 0 k., - 10 1 12i • -5x6, f-4-3x4 U.25" M-3x4 M-5x6 8 0 M-5x8(S) • a. 1 , 1. 10-00 10-00 10-00 10-00 1-06 40-00 1-06 JOB NAME : J-1839 STONE BRIDGE - D3 �5<e�1`GIN FRSs<O Scale: 0.1537 �� R 217 . CC /s/SO}yt�Jy 7 p WARNINGS: GENERAL NOTES,unless otherwise noted: �� SY.1/O t� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran Individual ^+/J�r%1 . Truss: D 3 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web bracing must be instated 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 DES. B Y: LA is the responsibility of the erector.Additional permanent bracing of 2'a.c,and at 10'o.c.respectively unless braced throughout their length by OREGON ''� continuous sheathing such as plywood sheathing(TC)and/or drywall BC). DATE: 5/15/2015 � the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 Q 4.No load should be applied to any component until alter all bracing and 4.Installation of Russ Is the responsibility of the respective contractor. S E Q. : 6266762 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ,�y are to be used in a non-corrosive environment, 7n AlR Y A 5 <�Q - TRANS I D: 427618 design loads be applied to any component. and are for"dry condition'of use. qr 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 'A U L RS nfabrication,handling,shipment and installation of components. Designesessary. 7. laesassumes adequate one drainage is oftru ,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 11101 VIII VIII VIII VIII IIII II I III IIII TPIANTCA in BCSI,copies of which will be furnished upon request. Nees coincide with joint center lines. s.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 Ohl IIII This design prepared from computer input by. JP I."!^EF' SPECIFI'A T_CCS 13-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ._. 2:c4 RIDE /:LFTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6944) 1552 1-6=(-1282) 5792 2-6=(-120) 618 • BC: 2rA RIDE SS 2-3=(-6854) 1566 6-7=( -940) 4406 6-3=1-768) 3398 WEBS: "2'24 RODE STAND LOADING 3-4=(-6854) 1566 7-5=(-1282) 5794 3-7=(-768) 3388 LL = 25 PSF Ground Snow (Pg) 4-5=(-6944) 1552 7-4=(-120) 618 :.:7E00) SOPPOF" = 12"0C UON. TC UNIF LL( 50.0)+DL( 19.01= 64.0 PLF 0'- 0.0" TO 13'- 0.0" V B' LATERAL SUPPOS.T = 12"0C. UON. BC UNIF LL( 475.0)+DL( 343.0)= 818.0 PLF 0'- 0.0" TO 13'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA , 2 i complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • I v- At' ,;h 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1284/ 5733V -57/ 57H 5.50" 9.17 NDDF ( 625) r;o:.s stegger=_d: 13'- 0.0" -1284/ 5733V 0/ OH 5.50" 9.17 KDDF ( 625) 9" -)c in I raw(s) throughout 2.':4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VIS� 6" oc in 2 tow(s) throughout 2:':8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VCONI. 2: Design checked for net( 5 psf) uplift at 24 "oc spacing. n" oc in 1 n:w(s) throughout 2::4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.048" @ 8'- 5.7" Allowed = 0.604" MAX TL CREEP DEFL = -0.097" @ 8'- 5.7" Allowed = 0.806" MAX HORIZ. LL DEFL = 0.011" @ 12'- 6.5" 6-06 6-06 MAX HORIZ. TL DEFL = 0.019" @ 12'- 6.5" 1' T T Design conforms to main windforce-resisting 3-05-09 3-00-07 3-00-07 3-05-09 system and components and cladding criteria. 1 '( 1' T 4 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 C- M-4X6 c 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 0load duration factor=l.6, 4.0" 3 End vertical(s) are exposed to wind, �� Truss designed for wind loads V in the plane of the truss only. 1,1-1.5x3 M-1.5x3 i 2 4 ‘44 14 : Aill111141mt _, �, ® I V '- 6 7 5 M-5x10 M-4x10 M-4x10 M-5x10 t ), 4. 4. 4-06-04 3-11-07 4-06-04 4. 13-00 JOB NAME : J-1839 STONE BRIDGE - E4 �� ti Fig o �� r::78 li Scale: 0.4135 WARNINGS: G. his a NOTES,unless up otherwise e 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: E 4 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 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). w l' OREGON O� . DATE: 5/15/2015 ' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -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. 9 ,9 RY 15 V SEQ. : 6266763 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, ` rl TRANS I D: 427618 design loads be applied to any component. and are for"dry condition's use.supports 5.CompuTrus has no control over and assumes no responsibility for the 6.Des n assumes full bead at all su its shown.Shim or wedge if '1 �'A U L R� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate one drainage istruss,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 ' 11111111111 III I VIII II I III II II IIII VIII IIII IIII TPINVECA in BC51 copies of which will be furnished upon request. git dawith jointacenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III This design prepared from computer input by JP TOUTER SPECIFI::.At: N3 TRUSS SPAN 13'- 0.0" rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 7C: 2::1 EDRF 4165TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2.4 RUDE k1a8TR SPACED 24.0" O.C. g g WEBS: 2:c9 RUDE STAND system and components and cladding criteria. L0.4GING Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LATERAL SUPPORT -= 12"0C. UON. LL( 25.0)+DL( '.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIGirI, R: LATERAL SUPPORT = 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF load duration factor=l,6, U-1.5:_4 _r equal at non-structural End vertical(s) are exposed to wind, •_. .;.n; members (u07,l' LL = 25 PSF Ground Snow :Pg( Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-06 6-06 T ' q M-4x8 2 4.0" 6.1" ,,, o of M-3x6+ 1 3M-3x6+ o ao 0 o II 1 0 /////////////////////////////////////////////////iii//////////7//////////////////////////////////////// 4 M-1.5x3 J‘ l y 6-06 6-06 ' ), J" b 1-00 13-00 1-00 JOB NAME : J-1839 STONE BRIDGE - E3 �����'P EF�ss%2 Scale: 0.4807 �C� �' '4 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�p'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 J�1�'`S' Truss: E 3 and Warcngs before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown w, incorporation of component is the responsibility of the inkling designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA is the responsibility of the erector.Additional permanent bracing of continuous2ac.and st 1a'on,res h asv ly odds braced(TC)throand/o dry length by I OREGON 'N� x sheathing such as plywoodheswhere s and/or drywall BC. (� DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 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. �/ SEQ. : 6266764 fasteners are complete •9,9 y 6 4Q� and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r� � � - design loads be applied to any component. and are for'dry condition'of use. TRANS 1 D' 427618 B.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L `'` fabrication,handling,shipment and installation of components. Designnesessary. 7. laesassumes adequate ne both drainage is provided. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on boM faces of truss,and placed so their center c� 11111111111111111011111111 TPIANTCA in SCSI,copies of which wit be furnished upon request. lines coincide withzjoint center lines. EXPIRES: 12/31/2016 - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) VIII III This design prepared from computer input by_ JP =HER SPECIFICATION'S TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2r4 KDDF 95..ETR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-5=(-89) 83 5-3=(-317) 179 BC: 2,:4 RUDE kl&ETR SPACED 24.0" O.C. 2-3=1-119) 81 5-6=1-97) 89 3-6=1 -82) 79 WEBS: 2x.4 KDDF STAND 3-4=( -71) 84 6-4=( -30) 18 LOADING .. ..?,TERA.', SUPPOF.T = 12"0C. VON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF 0'' :.A.TEPA:- SUPPORT = 12"OC. UGN. 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).. _ HA):GS: _L.0" 0.u" 0'- 0.0" -66/ 400V -38/ 1099 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -28/ 439V 0/ OH 5.50" 0.66 KDDF ( 625) . 4-'.4:_4 cr e,3na1 at non-structural 9'- 2.0" -27/ 75V 0/ OH 5.50" 0.12 RODE 1 6251 verb-.'a1 members (atm). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL hander 's. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) spec_. pP P BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-06-08 2-07-08 MAX TC PANEL LL DEFL = 0.098" @ 3'- 2.9" Allowed = 0.382" f 1' T MAX TC PANEL TL DEFL = -0.086" @ 3'- 3.0" Allowed = 0.573" 12 MAX TC PANEL LL DEFL = -0.008" @ 7'- 5.1" Allowed = 0.152" 4.001 MAX TC PANEL TL DEFL = 0.009" @ 7'- 5.1" Allowed = 0.229" MAX HORIZ. LL DEFL = -0.001" @ 8'- 10.5" MAX HORIZ. TL DEFL = -0.001" @ 8'- 10.5" M-1.5x3 Design conforms to main windforce-resisting l T M-3x5 M-3x5 4 system and components and cladding criteria. M-3x900 t Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, M-3X5 3 load duration factor-1.6, ofik End vertical(s) are exposed to wind, 0100•18,-- Truss designed for wind loads in the plane of the truss only. o 1 b M-1.5x4 o Truss designed for 4x2 outlookers. 2::4 let-ins o t of the same size and grade as structural top chord. Insure tight fit at each end of let-in. i Outlookers must be cut with care and are M-3x5 permissible at inlet board areas only. ,n Qp EI MI 1ow 0 M-3x41 M-1.5x3 M-3x4 * 1 * 6-04-12 2-09-04 - k y 1-00 [PROVIDE FULL BEARING;Jts:2,5,61 9-02 ��c,Eq PROjF. JOB NAME : J-1839 STONE BRIDGE - F6 ���� 6�GtNE$74, '029 - - Scale: 0.4633 WARNINGS: GENERAL NOTES,unless otherwise noted: :44. `�� 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: F 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web tracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ilk4f 3. temporary bracing to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA Additional the responsibility of the ng to insure Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V h 1 j isp rypermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S-few.OREGON DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v♦ -Y 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y G'�RY 15 ` SEQ. : 6266765 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 any component. and are for"dry condition"of use. TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at at supports shown.Shim or wedge If 9/t-pA U L A\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII I III IIII VIII VIII VIII IIII IIII J TPIMRCA in BCSI,copies of which will be furnished upon request lines dicawith joint center lines. EXPIRES: 12/31 f2016 9.Digits indicate size of t ce tIno inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) IHNII III This design prepared from computer input by JP .u!4i3ER SPECIFIOAT.IONS TRUSS SPAN 10'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x4 KOH 41cBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-212) 610 5-3=( 0) 230 PC: 22.4 KDDF 415BIR SPACED 24.G" 0.C. 2-3=(-696) 133 5-6=(-216) 604 3-6=(-659) 190 REBS: 2;_4 NODE STAND 3-4=( -85) 82 6-4=(-128) 102 LOADING ' TO LATERAL SUPPORT 12"00. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF ! P' LATERAL SUPPORT = 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ! TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' ER ANGS: 12.0" 0.0" 0'- 0.0" -75/ 561V -42/ 1216 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 2.0" -49/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) '• F hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS CF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEF:, = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHCRD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEF:, = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEF:. = -0.013" @ 5'- 5.3" Allowed = 0.463" MAX TL CREEP DEFL = -0.027" @ 5'- 4.1" Allowed = 0.617" MAX HORIZ. LL DEFL = 0.004" @ 9'- 10.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 10.5" 5-05-19 9-08-02 T T '( Design conforms to main windforce-resisting I 12 system and components and cladding criteria. 4.00. - M-1.5x3 - 4 . Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dirl, X' load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 3 0 o 0001 m 0 0 o i M • 1 f- A t_/ cn li imi CD -v 0 --'2 � 5 .6 a M-3x4 11-1.5x3 M-3x4 • )" y l 5-09-02 4-09-14 2 1, J- 1-00 10-02 0 PR JOB NAME : J-1839 STONE BRIDGE - F50FscSjpO NGIN� ��� •78 E 29�' Scale: 0.4589 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: F 5 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibiity of the building designer. I'� . v- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ~ DES. B Y: LA2'o.c.and at 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 drywa8(BC). A `y'OREGON ^y.�„ DATE: 5/15/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fj► Q 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. i ,ef &�s (, Z�Q+ SEQ. : 6266766 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 79 7 Fly 1 �tt design loads be applied to any component. and are for"dry condition'of use. �~ TRANS 1 D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if /'A U L F1 necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center IIII I VIII 1111 I III IIIII IIII II I IIII IIII TPIMITCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)=E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 VIII I III This design prepared from computer input by- JP ..,5503 s._c..:Coo:oo3 TRUSS SPAN 3'- 0.0" 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. 2..4 FON- giLOTp. LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2r-4 IRDDF 0150T0 SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2::4 RODE STAND LOADING LL) 25.0)+DLi 10.01 ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, .. =ATERA.. SUP000T = 12"OC. DAN. DL CS BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC AR)0001. SUPPORT 12"01. LION. TOTAL LOAD = 45.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, - LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bearing wall for entire span UON. - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-10-09 0-01-12 T 1 1. 12 3.00 M-1.5x3 3 -/ 0 0 0 2 0 o /IIIIIIIIIIIIIIIIIIIIIWI: i O I I .- ,--. 0 1____— ���y��� 14-3x9 M-145x3 ,1 ,1 y 1-00 3-00 S•\��'%. Fess STONE BRIDGE - F8 ��. F9 ��, — — Scale: 0.7079 C' ::782 -31 JOB NAME : J-1839 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: F8 , 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. 4. --- 3.Additional temporary bracing to insure stability construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G, try is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). IOREGON oma. DATE: 5/15/2015 ail the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4G Ac, �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. • S E Q. 6 2 6 6 7 6 7 fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 9,9 4PPi 15 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at at supports shown.Shim or wedge ifNI pA UL 0 - 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 11111111111111E11111111I TPIMlTCA in BCSI,copies of which will be furnished upon request. linesgcoincidewith jointcenter lines. EXPIRES 12/31/2416 9.Digits indicatep size of platete In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) III I III This design prepared from computer input by JP :J)(1REP SPECIFI.ZATI,,-SS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 7r': 2s4 EDDY 01,.ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=1-14) 16 3-4=(-87) 60 BC: 2;_4 EDDY t1tiETR SPACED 24.0" C.C. 2-3=1-42) 19 WEBS: 2;:4 KDDF STAND , LOADING "' LATERAL SUPPORT r= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA 3' LATERAL SUPPORT = 12"00. JON. DL CN BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF D'- 0.0" -63/ 323V -8/ 28H 5.50" 0.52 KDDF ( 625) -7CRi1ONI5S: 13.0" 0.0" 3'- 0.0" -11/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) " i..r c,:nier sr s. - See approved plans CON D. 2: Design checked for net(-5 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g (- psi) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOP 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 7.7" Allowed = 0.112" 2-10-04 0-01-12 MAX TC PANEL TL DEFL = -0.006" @ 1'- 7.7" Allowed = 0.167" T T T MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" 3.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M 1.5x3 in the plane of the truss only. 3 -i a m - ii 0 o m o I 1 � � i n o = I f- --/ M-3x4 M-1.5x3 1' b 1, 1-00 3-00 JOB NAME : J-1839 STONE BRIDGE - F7 ���` ° PR�FFs ��5 ty,G1N F9�/O �� ts7$ 40 Scale: 0.'074 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�{/J'-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 M�1r� - - Truss: F 7 and Warnings before construction commences. building component.Appicabitty of design parameters and proper 2.204 compression web bracing must be instated 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 DES. B Y: LA is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V� OREGON , 10 continuous ps sAeangio r suchr l acing e sheathing(TC)here drywall BC. 4/ �T DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.co Impact sheathi or lateral bracing required where shown+* �J Y 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. �� �4 py A S . - SEQ. : 6266768 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 rl TRANS I D: 427618 design loads be applied to any component. and are for'dry condition'01 use. 5 Co 6.Design assumes full bearing at all supports shown.Shim or wedge if mpuTrus has no control over and assumes no responsibikty for the necessary. edgPA U L r" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center #111111111111111111 I TPINYTCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint in toes. EXPIRES: 12/31/2016 - 9.Digits indicate size of plate in inches. MiTek USA,InC.ICOmpuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1885(MiTek) VIII I III This design prepared from computer input by. JP ..;;SDE? SPECIFICATIODO TRUSS SPAN - 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 L:4 RUDE d1'..ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=(-33) 45 3-4=(-231) 129 BC: 2>:4 FLUE b.nETR SPACED 24.0" O.C. 2-3=(-74) 59 WEBS: 2;:4 RIDE STAND LOADING TC LA.TERA.I. SUPPOPT = 12"Oc. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA :.ATEPAL CUPPCFT 12"CC, NON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 469V -21/ 64H 5.50" 0.75 NODE ( 625) _ EP,,AN':C: 0.0" 7'- 0.0" -32/ 299V 0/ OH 5.50" 0.48 KDDF ( 625' LL = 25 PSF Ground Snow (Pg) N<:nnet specs. - See approved plans rOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.] LIMITED STORAGE ICES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" " BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.150" @ 3'- 7.7" Allowed = 0.386" MAX TC PANEL TL DEFL = -0.233" @ 3'- 7,7" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.000" @ 6'- 10.3" 7-00 MAX HORIZ. TL DEFL = 0.000" @ 6'- 10.3" T T 12 Design conforms to main windforce-resisting 3.00 - system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, /- 3 Truss designed for wind loads in the plane of the truss only. c, ,'-i 0 M O O 1 1 N N cr to 1 � l 1 >< +. 9 0 M-3x4 M-1.5x3 b y y 1-00 7-00 JOB NAME : J-1839 STONE BRIDGE - F2 �c3I Fqs% Scale: 0.5880 �� 2?� WARNINGS: G. his a NOTES,unlessdup 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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper ./. 2.2x4 compression web braang must be installed where shown+, incorporation of component Is the responsibility of the building designer. 4'7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LAc o.c.and at ia' in respectively away dss braced(TC)throughout their length by /2 OREGON is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)thro and/orulhrywength). �40 DATE: 5/15/2015 I the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O - 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. 9,9 �,9 7 Q' SEQ. : 6266769 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, RY design loads be applied to any component. and are for"dry condition"of use. 1r \� TRANS I D: 427618 s.cemparrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AA U L F� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is tarnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIII I VIII I III IIII VIII IIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Ings coincideitwith joint center nche. EXPIRES: 12/31 f2016 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 III This design prepared from computer input by JP ::os,RER SPECIEICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I '' 2;.9 RODE H1r,BTR LOAD DURA.TICN INCREASE = 1.15 Design conforms to main windforce-resisting &:: 2>_4 KDUF 416070 SPACED 24.0" O.C. system and components and cladding criteria. - T'.: LATERAL SUPPORT = 12"00. SON. LOAGING Wind: 140 mph, h=15ft, TCDL=E.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 12"00. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.E, .anger s, _:_. - See approved plans TOTAL LOAD = 45.0 PSF End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 min typical 36"oc (uon), BOTTOM CHORD CHECKED FOP 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. t4-1>:2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 3.00 complete specifications. M-3x8+ M-3x5+ r oI ,: i 1 o ,.,, o O' i N ON rn 1 O _ _ O /////////////////////////////////////////////////////// 1,1-3x44 ,1 ), 1 1-00 7-00 oa JOB NAME : J-1839 STONE BRIDGE - F1 �`'���NGP E ,ss'0 Scale: O.E892 �� R 2,9 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 I - ,31y C TruSS- F1 and arnings 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 De laterally braced at 10:04z8 DES. B Y: LA is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A v"9 OREGON 'h DATE: 5/15/2015 I the overall structure is the responsibikty of the building designer. 3,2n Impact bridging or lateral bracing required where shown++ _y it/A Cr' 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. t� SEQ. : 6266770 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, 9 "N r1 Y A y ...4 ` design loads be applied to any component. and are for"dry condition"of use. l� {� V TRANS 1 D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign assumes futi bearing at all supports shown.Shim or wedge if AA U L Com\ fabrication,handling,shipment and installation of components. Design Pesign assumesadequate ne drainage is truss,d.and This design is furnished subject to the limitations set forth by B.Plates shat be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111 TPINJTCA in BCSI,copies of which will be furnished upon request. logs coincide with pintecenter lines. EXPIRES: 12/31/2016 - 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCGmpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III This design prepared from computer input by JP :.'°SEP 9.o2IFICATI3NS TRUSS SPAN 10'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 __: 2:.:9 EDDF p:LBT5 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-191) 1"1 5-3=1-308) 134 BC: 2::9 KDDF linBTR SPACED 29.0" 0.0. 2-3=(-216) 96 5-6=1-286) 442 3-6=1-483) 265 WEBS: 2s:11 KDDF STAND 3-4=( -86) 82 6-4=(-126) 103 LOADING TO LATERAL SUPPOPT = ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPOP'i = 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) - I 1709HANGS: 12.0" 0.0" 0'- 0.0" -207/ 233V -42/ 121H 5.50" 0.37 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 4,7" 0/ 512V 0/ OH 5.50" 0.77 KDDF ( 825) , e3 a: a' on-3, 10'- 2.0" -67/ 380V 0/ OH 5,50" 0.61 KDDF ( 625)�e ,l a. mte.o ..1'DFIH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,T _: Heel to plate corner = 5.25" REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net psf) uplift at 24 "oc_spacinq.j BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-03-03 9 10 13 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.030" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.041" MAX BC PANEL LL REEL = -0.083" @ 6'- 3.6" Allowed = 0.385" 12 MAX BC PANEL TL DEFL = -0.125" @ 6'- 3.6" Allowed - 0.514" 4.00 c,- MAX HORIZ. LL DEFL = -0.004" @ 9'- 10.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.005" @ 9'- 10.5" "- M-3x5 4 -, Design conforms to main windforce-resisting system and components and cladding criteria. 051 X M-1,5x4 0° Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x41 load duration factor=1.6, 1.1_3x5 1 End vertical(s) are exposed to wind, M-3x4+ 3 o Truss designed for wind loads ll /� in the plane of the truss only. D I oi /d. CO Truss designed for 9x2 outlookers. 2x4 let-ins i M-3x9+ M-1.5x3 M of the same size and grade as structural top -,, chord. Insure tight fit at each end of let-in. 41 1 Outlookers must be cut with care and are permissible at inlet board areas only. mr /' ?,_ f / � 5X 'X6 M-3x8 19-1.5x4 M-3x4 1 J- 1 1-04-12 8-09-04 5 .1 1-00 1PROVIDE FULL BEARING;Jts:2,5,6j 10-02 RoFes JOB NAME : J-1839 STONE BRIDGE - F4 �\��� NGI ee 6> Scale: 0.4550 29 WARNINGS: GENERAL NOTES,unless otherwise noted: ::78 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: F9 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 temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 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 h continuous sheathing such as plywood here and/or drywa8(BC). w -9,}"OREGON ^. DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L'► y� Q 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. L� SEQ. : 6266771 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, 9,9 '1rl y A design loads be applied to any component. and are tor'dry condition"of use. TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if Pig UL A\ fabrication,handling,shipment and installation of components, necessary. 7.Designlaesassumes adequateedondrainage isprovided.truss,and 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 - 111111111111111121 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideictwith joint acenter lines. EXPIRES:12/31/2016 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)=E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L III I III This design prepared from computer input by JP LUMBER SPECIFI_"A::ONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-i.00 2::4 NEIN' 61&ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-278) 557 3-5=(-595) 2E7 BC: 2;44 KDUF u,vFTR SPACED 24.0" O.C. 2-3=(-615) 263 5-4=1-1201 74 WEBS: 2x4 KDDF STAND 3-4=( -59) 57 LOADING _C LATERAL SLIP OET s= _2"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Bi; LATERAL SUPPORT = 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 'OVERHANGS: 12.C" 0.0" 0'- 0.0" -71/ 548V -28/ 82H 5.00" 0.88 KOH ( 625) LL = 25 PSE Ground Snow )Pg) 9'- 0.0" -43/ 396V 0/ OH 5.50" 0.63 ROOF ( 625) hanger specs. - Tee approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQ'IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LII4ITS: LL=Li240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.353" MAX BC PANEL TL DEFL = -0.156" @ 4'- 7.0" Allowed = 0.471" MAX HORIZ. LL DEFL = 0.004" @ 8'- 8.5" MAX HORIZ. TL DEFL = 0.00E" @ 8'- 8.5" 5-00-38 3-11-08 1' '( '' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3.00 :_-- Wind: 140 mph, h=15ft, TCDL=E.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, - 4 . End vertical(s) are exposed to wind, Truss designed for wind loads X in the plane of the truss only. M-1.5x3 1 o .-' iv, w 3.43 oo N N -43 2 / A- 1 PIP 7,-- .5 , 0 M-3x4 M-3x4 1 .1 1, 8-08-08 0-03-08 1 1, y 1-00 9-00 JOB NAME : J-1839 STONE BRIDGE - F3 �So��NG► Fess% Scale: 0.4981 �� ?i9 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 E 1- 1,Builder and erection contractoroshould be advised of all General Notes 1.This design is basedeonlyp upon y the parametersashown and is for an individual - Truss F3 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. I"� 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.c.and at 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). "9�OREGON ^h�„ DATE: 5/15/2015 ', the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. 6266772 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosine environment, �9 'CRY 15 design loads be applied to any component. and are for-dry condition'.of use. 'f \J TRANS I D: 927618 ty 6.Design assumes fug bearing at all supports shown.Shim or wedge if PA U L `` 5.CompuTrus has no control over and assumes no responsibility for the 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 111111111111111111111 1 TPINVECA in SCSI,copies of which will be furnished upon request. linesgcoincide with jointcenter lines. EXPIRES: 12131/2016 9.Digitsindicate size of plate o inches. • MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek)