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Plans (2) /Lr S Te,ol S-~ 01001-/C 56'-0" /c7(PG 560 l/Gf X 75 VC?ri/ v 40'-1" RECEIVED . 1�J31 '2C 15 CITY OF TIGARD jo BUILDARING DIVISION v . _ . _ 4:12@' _ —.- ---- -- - _•_ . m __ ___ N HUS26 - - C5 (9) N 4:12 1 _ d :12 4.12_._ \ _ N CANT R ES F---• _. 3'-0" C4 (4) - - zi C3 �4 4 -- - &i, co 0, - - CD C2 (5) _4____Ct - 4:12 12"-91/T .. ... . N. 4.12 . B2 (7) d. -- -- -- q ALL TRUSS TO BUILDING CONNECTIONS q ARE THE RESPOSIBILITY OF THE BUILDING 4.12 A2 (5) NI DESIGNER OR EOR. m Al - 16'-0" 9'-8" I 6'-0" I 17-4" I28'-0" 56-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 03/26/15 PLACEMENT O TRUSS CALCULAT REFER D NS AND PROJECT TITLE REVISION-I: ENGINEERED STRUCTURAL ® .-\ DRAWINGS FOR ALL FURTHER , b J-1842 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD am 1 ..,,, um er RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS BUILDING ,' SV5 / J-1842 DESIGNER/ENGINEER OF RECORD TO ' CHECKED BY. REVIEW AND APPROVE OF ALL O TRUSS S,,.\ COMPANY DELIVERY LOCATION. SCALE' REVISION-3: DESIGNS PRIOR To CONSTRUCTION G� } 0.105"— 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIIII This design prepared from computer input by DI JP LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2:..4 NODE PIGBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-106) 867 2-3=(-456) 0 BC: 2s4 hALF 0)ONTO SPACED 24.0" O.C. 2-3=1-852) 530 6-4=(-106) 867 6-3=) 0) 382 WEBS: 2:4 KDDF STAND 3-4=(-852) 530 3-4=(-456) 0 LOADING 4-5=( 0) 36 DC LATERAL SUPPORT 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 112.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow )Pg) 0'- 0.0" -118/ 786V -35/ 35H 3.50" 1.26 KDDF ( 625) 14-1.5:4 or equal at non-structural 16'- 0.0" -118/ 786V 0/ OH 3.50" 1.26 KDDF ( 625) - verLical memhe:s (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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" MAX TL CREEP DEFL = -0.051" @ 8'- 0.0" Allowed = 1.028" MAX LL DEFL = 0.002" @ 17'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.049" @ 11'- 4.5" Allowed = 0.549" MAX HORIZ. LL DEFL = 0.010" @ 15'- 8.5" 8-00 8-00 MAX HORIZ. TL DEFL = 0.017" @ 15'- 8.5" r 1 T NOTE:Design assumes moisture content does 8-01-12 7-10-04 not exceed 19% at time of manufacture. 1 i 1' 12 12 Design conforms to main windforce-resisting 4.0011- M-5x6 -4.00 system and components and cladding criteria. 3 6.0" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, >r M-3x5+ - M-3x5+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -` j End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5::3 `,.-----) 2. eifis M-1.5x3 in the plane of the truss only. M-3::5+ J t M-3x5+ 1 -.>" o� m 1SIE 5 0 o �o 2x 6 P1-3::5 M-1.5x3 M-3:•:5 8-00 8-00 .6 1-00 16-00 1-00 ��oo PROFes JOB NAME : J-1842 STONE BRIDGE - Al Scale: 0.3939 wc� �`ff1130�1 �' s,°*� WARNINGS: GENERAL NOTES,unless otherwise noted P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual f Truss: Al and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. ` 4�. I 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ./ r ! • ScDES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by we - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "y OREGON ((/ DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v+ G ,,N A. 4SEQ. : 6220622 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O '9 y ,�4 1 '113A-.., `_ design loads be applied to any component. and are for"dry condition"of use. MF T RAN S I D: 419828 5.Companrus has no control over and assumes no responsibilityfar the 6.Design assumes full beanng at all supports shown.Shim or wedge if C A R�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 a.Plates shall be located on both faces of truss,and placed so their center III,I I 11111111 I I I I I 1 I1 III HMI I II TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincideicatwith joint center lines. EXPIRES:12/31/2015 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) IIIIIIIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2...4 KDDF 41LETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-116) 874 2- 3=(-1118) 226 BC: 2,4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=1 -68) 130 8- 6=(-117) 874 8- 4=( 0) 378 WEBS: 2:..4 KDDF STAND 3- 4=(-985) 203 5- 6=(-1118) 226 LOADING 4- 5=(-985) 203 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 130 - EC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 42.0 POE LETiNS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -118/ 786V -35/ 35H 3.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 0.0" -118/ 786V 0/ OH 3.50" 1.26 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) acin at 24 upliftP"oc s AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9•� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.141" @ 14'- 2.0" Allowed = 0.771" MAX TL CREEP DEFL = 0.152" @ 14'- 2.0" Allowed = 1.028" MAX LL DEFL = 0.002" @ 17'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.010" @ 15'- 8.5" 8-00 8-00 MAX HORIZ. TL DEFL = 0.017" @ 15'- 8.5" 1 1' 1 NOTE:Design assumes moisture content does 1-11-01 6-00-15 6-00-15 1-11-01 not exceed 198 at time of manufacture. 1' f 0' T 1' 12Design conforms to main windforce-resisting 4.001 M-4x6 .4.00 system and components and cladding criteria. 4.0' Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 '/---.{ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Pl� load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 0" in the plane of the truss only. M-3x9 M-3x9 3 5 o 1 �� 00 t 7 0 o r m = I I o M-3x5 M-1.5x3 M-3x5 b b b 8-00 8-00 L b 1 1-00 16-00 1-00 ��o° PROFFs f JOB NAME : J-1842 STONE BRIDGE - A2 Scale: 0.3570 ���`�� z 4 oN�'R s�o�� WARNINGS: GENERAL NOTES,unless otherwise noted: t92 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 f92I.PE Truss: A 2 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. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (,r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -9 OREGON Cti DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n n L /, �k A. 4.No bad should be applied to any component until after all bracing and 4,Installation of truss is the responsibily of the respective contractor. / 9 SEQ. : 6220623 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, Q y 7 4, 20 P�' design loads be applied to any component. and are for"dry condition'of use. MF TRANS I D: 419828 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R I L fabricabon,handling,shipment and installation of components. Designeass 8. laesassumes adequate o o drainage a is f truss,d.and This design is furnished subject to the limitations set IoM by 8.Plates shall be located on both faces of truss,and placed so their center II I 11111 111 III III I I IIIill in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 - IIII This design prepared from computer input by ., DI JP LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' RC: 2:.4 ROOF B1&ETR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does r BC: 2:4 ROOF PliSTR SPACED 24.0" O.C. not exceed 191 at time of manufacture. WEBS: 2.1 KOOK STAND LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. RC LATERAL SUPPORT 12"0C. DOD. DL ON BOTTOM CHORD = 10.0 PSF EC LATERAL SUPPORT 12"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1.5 4 o: equal at non-s a uctural LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.6, ver !cal members (non). End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. • M-2.5;:4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 14-00 14-00 i 1' 1. 7-00 7-00 6-10-04 7-01-12 1' 1' 12 12 4.00 - M-4x6 a 4.00 M-344 , M-3x5 1411.4.' M-1.5x4 M-1.5x4 14-3x5 % ° n 14-"M5i4 3: 8 141 ` 14-3x.8 3 5 14-1.5x3 1M-1.5x3 1 -i ' '_ 7 -dm o ME 1 M-1.5x3 q 0.25" 10 M-15x3 11-5x6 M-5x8(5) M-5x6 I i I 14-00 14-00 ' S 1. 1-00 28-00 1-00 ��� D PR©FFA JOB NAME : J-1842 STONE BRIDGE - B1 Scale: 0.2843 ,S�� `C'j/701/,C't 'Oy• 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: B1 and Warnings before consUuction commences. building component.Applicability of design parameters and proper �r 2.204 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at / :r !ki, DES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� - 3 continuous sheathing such as plywood required here shown and/or drywall(BC). 'y A�OREGON DATE: 3 0/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where ++ G 4/ b, ,` 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. / '7 y rZQ� �..., S E Q. : 6220624 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, 0 14, TRANS I D: 419828 design loads be applied to any component. and are for"dry condition"of use. 448. L 5.Compu crus has no control over and assumes no responsibilityfor the 6.Design assumes full bearing at all supports shown.Shim or wedge if A R I 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 I ill 1111 11101 II I I I 1111 I II TPIANTCA in BCSt,copies of which will be furnishes upon request. tines coincide with joinplate in inches. t center lines. EXPIRES:12/31/201 5 MlTek USA,InC./CO T1p Trus Software 7.6.7(11)-E 10.9.Digits indicate size of For basic connector plate design values see EBR-1311,ESR-1888(MiTek) VIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2r.4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-400) 2212 2- 3=(-2127) 361 BC: 2:.4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=( -465) 169 8- 9=(-404) 2207 8- 3=( 0) 297 WEBS: 2::4 KDDF STAND 3- 4=1-1712) 397 9-10=(-425) 2207 3- 9=( -711) 217 LOADING 4- 5=1-1712) 397 10- 6=(-422) 2212 9- 4=( -71) 672 TC LATERAL SUPPORT '= 12"0C. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -465) 169 9- 5=( -711) 217 - BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 36 5-10=( 0) 297 TOTAL LOAD = 42.0 PSF 5- 6=1-2127) 361 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APFLY DUE TO THE SPATIAL 0'- 0.0" -183/ 1290V -66/ 66H 5.50" 2.06 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 28'- 0.0" -183/ 1290V 0/ OH 5.50" 2.06 KODF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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 DEE). = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.118" @ 14'- 0.0" Allowed = 1.354" MAX TL CREEP DEFL = -0.242" @ 14'- 0.0" Allowed = 1.806" MAX LL DEFL = 0.002" @ 29'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 29'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.045" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.076" @ 27'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14-00 19 00 Design conforms to main windforce-resisting 1 T f system and components and cladding criteria. 7-00 7-00 6-10-04 7-01-12 T T T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,132.DL=6.O, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 4.00 .F,,-- M-4x6 a 4.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 ,.. Truss designed for wind loads \h in the plane of the truss only. 3.0" M-3x10 M-3x10 3 5 M-1.5x3 14-1.5x3 m -/m o'17M 1 7 0 of 2 8 9 10 - 6 -/c, M-4x6 M-1.5x3 0.25" M-1.5x3 M-4x6 M-5x8(S) y y i 1, 7-00 7-00 7-00 7-00 1 L 1 1-00 28-00 1-00 JOB NAME : J-1842 STONE BRIDGE - B2 Scale: 1.2218 �� ..,-,13a 4R s/o"9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 t PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c' Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /" 2.2z4 compression web bracing must be installed where shown+. inesassumes e the top nt ds the mchords responsibility of the ally braceding designer. �-�- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the and bottom chords to be laterallyttheirat by-- DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y OREGON �(/� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* G 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / 9y Zolf e -= SEQ. : 6220625fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 01 4, S' ; TRANS I D: 419828 design loads be applied to any component. and are for"dry Condition"of use. 6. /�C 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge it R R O fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one both drainage is truss, d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center II II NMI I I II I I I III II TPI/VJTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:.4 LUDF 418BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-11=1-864) 152 2- 3=( -513) 866 I/ BC: 2::4 ',DUE 8188TR SPACED 24.0" O.C. 2- 3=( -442) 484 11-12=1-146) 52 3-11=1 -589) 443 WEBS: 2:.4 EDRF STAND 3- 4=( -320) 1274 12-13=1-146) 52 11- 4=1-1962) 868 LOADING 4- 5=( -840) 531 13-14=1-586) 1505 4-13=( -276) 1038 TC LATERAL SUPPORT 12"0C. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP 5- 6=( -842) 527 14- 9=1-794) 1911 13- 5=( -34) 230 BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1860) 792 13- 6=( -967) 512 TOTAL LOAD = 42.0 PSF 7- 8=1-2088) 946 6-14=( -23) 489 LETINS: 0-00-00 2-08-08 8- 9=( -77) 222 14- 7=( -235) 282 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 36 8- 9=(-2304) 1029 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-1.5x4 0: equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA veil:cal members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unha!anreci live loads have been BOTTOMCHORD CHECKED FOR BOPSF LIVE LOAD. TOP 0'- 0.0" -183/ 248V -105/ 105H 153.50" 0.40 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 6.2" -370/ 2100V 0/ OH 153.50" 3.36 KDDF ( 625) - considered for this design. 12'- 9.5" 0/ 247V 0/ OH 153.50" 0.40 KDDF ( 625) 40'- 4.0" -190/ 1230V 0/ OH 5.50" 1.97 KDDF 1 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IB0 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.136" @ 33'- 7.9" Allowed = 1.354" MAX TL CREEP DEFL = -0.278" @ 29'- 9.8" Allowed = 1.806" MAX LL DEFL = 0.003" @ 41'- 4.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 4.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.022" @ 39'- 10.5" MAX HORIZ. TL DEFL = 0.034" @ 39'- 10.5" 20-02 20-02 NOTE:Design assumes moisture content does f ' not exceed 19% at time of manufacture. 6-08-07 6-08-14 6-08-11 6-08-11 6-08-11 4-01-08 2-07-02 '1 T f f '( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.001- M-4x6 M-3x5 4.0" Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19 3:,5 M-3x1 -,„( M-3x5 )B_3.5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(5) M-1.5::9 M-1.5x4 M-5x8(5) End vertical(s) are exposed to wind, 0.75„ 3. 1 0.25" Truss designed for wind loads 4 in the plane of the truss only. M-3x5+ M-3x5 M-1.5x:4 • 11-2.5;:4 or equal at non-structural diagonal inlets. M-3x4 M-1.5x3 M 3:;5 3 i 7 Truss designed for 4x2 outloo):ers. 2x4 let-ins 1ith M 345 of the same size and grade as structural top 8 chord. Insure tight fit at each end of le[ in. 41/11° Outlookers must be cut with care and are 1 -.mill _ 0 o permissible at inlet board areas only. ma 'eki :_i i .25' ` 13 �4 9 0 hi-9x8 0.25 M-4x6 1'!-5x6 M-5x12(5) M-5x8(S) Jr. ). ). y 12-09-08 7-04-08 9-07-13 10-06-03 1-00 40-04 1-00 �Q.ED PROpeo JOB NAME : J-1842 STONE BRIDGE - Cl Scale: 0.1599 ��, , �30r '� ,,,, WAR uiNGS: G. his a NOTES,unlessdup otherwise para �;,�P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �/' Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 0/ 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: L,J 2'a.c.and at 10'a.c.respectively unless braced throughout their length by >/ Q' - J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathmg(TC)and/or drywall(BC). OREGON DATE: /3 0/2 015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 1` �IX �� 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 20 A..}.. ' S E Q. : 6220626 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 Q 14, �`- design loads be applied to any component. and are for"dry condition"of use. /�r� TRANS I D: 419828 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if R R ��^ - 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 I illI I 11 I I I III I II TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. EX PI RES.12/31/2015 I 9.Digits its indicate size of plate 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) II II III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2;:4 RODE 01(BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=1-1309) 3352 2- 3=(-3259) 1177 BC: 2o4 KDDF e16BTR SPACED 24.0" O.C. 2- 3=1 -572) 351 10-11=1-1123) 3032 3-10=1 -162) 257 WEBS: 2x4 KOH STAND 3- 4=1-3453) 1376 11-12=1-1143) 3032 10- 4=( -5) 451 LOADING 4- 5=(-2527) 1144 12- 8=1-1317) 3352 4-11=( -876) 480 _ TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2527) 1144 11- 5=( -419) 1202 BC LATERAL SUPPORT 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3453) 1376 11- 6=( -876) 480 TOTAL LOAD = 42.0 PSF 7- 8=( -572) 351 6-12=( -5) 451 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -162) 257 LL = 25 PSF Ground Snow (Pa) 7- 8=1-3259) 1177 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" -255/ 1808V -105/ 105H 5.50" 2.89 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 4.0" -255/ 1808V 0/ OH 5.50" 2.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LII ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" IMAX LL DEFL = 0.286" 20'- 2.0" Allowed = 1.971" MAX TL CREEP DEFL = -0.543" 20'- 2.0" Allowed = 2.628" IMAX LL DEFL = 0.003" 41'- 4.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 41'- 4.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.099" @ 39'- 10.5" MAX HORIZ. TL DEFL = 0.160" @ 39'- 10.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-02 20-02 Design conforms to main windforce-resisting '( 1 1' 1' system and components and cladding criteria. 6-06-0„ 6-10-13 6-08-11 6-08-11 6-08-11 6-08-11 f T f T f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00i---- M-4::6 X14.00 load duration factor=l.6, 9.0" End vertical(s) are exposed to wind, M-5x8(S) 5 r-T M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 3.0" 0.25" 4 ' 6 0 14-3x8 M-3x8 3_11, + + 7 h;-1.5x3 M-1.5x3 • o2 I 1 i "( 11 T 12 *B 9 o II�M-6x6 8.25" M-3x8 0.25 M-5x6 M-5x8(S) M-5x8(S) ), l I I 10-06-03 9-07-13 9-07-13 10-06-03 �-L: 1 y - 1-00 40-04 1-00 JOB NAME : J-1842 STONE BRIDGE - C2ryp Scale: 0.1605 �7o �*7 • cr WARNINGS: GENERAL NOTES,unless otherwise noted ;92P E 1.Builder and erection contractor should be advised o1 all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 2 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. ` 4,4111.111r.- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „.....4,- DES. BY: L J2'o.c.and at 10'o.c.respectively unless braced throughout their length W -� OREGON �(/� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ l '..- 47 • Nlx A. 4SEQ. : 6220627 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / y 2.0 �.�,,, 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 1 4, design loads be applied to any component. and are lor'dry condition"of use. /� V TRANS I D: 419828 5.CompuTrus has no control over and assumes no responsib,firy for the 6.Design assumes lull bearing at all supports shown.Shim or wedge it -r�R R L``,., fabrication,handling,shipment and installation of components. necessary.Design _ 7. laesassumes adequate one both drainage is provis,d.and This design is furnished subject to the limitatiens sal forth by 8.Plates shall be located on both laces of truss,and placed so their center II I 1101 I I 10 1101 I 1 I I 1111 I I II TPUWTCA in BCSI,copies o1 which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 _ 1110 11 III This design prepared from computer input by - JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:.4 KDDF 41&ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=1-1309) 3352 2- 3=1-3259) 1177 0 BC: 2::4 NUDE 01&BTR SPACED 24.0" O.C. 2- 3=( -572) 351 10-11=1-1123) 3032 3-10=1 -162) 257 WEBS: 2::4 RUDE STAND 3- 4=(-3453) 1376 11-12=1-1143) 3032 10- 4=( -5) 451 LOADING 4- 5=(-2527) 1144 12- 8=(-1317) 3352 4-11=( -876) 480 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2527) 1144 11- 5=( -419) 1202 BC LATERAL SUPPORT .= l2"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3453) 1376 11- 6=( -876) 480 TOTAL LOAD = 42.0 PSF 7- 8=( -572) 351 6-12=( -5) 451 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -162) 257 LL = 25 PSF Ground Snow (Pg) 7- 8=1-3259) 1177 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 5Q.IN. (SPECIES) 0'- 0.0" -255/ 1808V -105/ 105H 5.50" 2.89 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 4.0" -255/ 1808V 0/ OH 5.50" 2.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.286" @ 20'- 2.0" Allowed = 1.971" MAX TL CREEP DEFL = -0.543" @ 20'- 2.0" Allowed = 2.628" IMAX LL DEFL = 0.003" @ 41'- 4.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 4.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.099" @ 39'- 10.5" MAX HORIZ. TL DEFL = 0.160" @ 39'- 10.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-02 20-02 ,f T T Design conforms to main windforce-resisting 1-00 6-06-08 6-10-13 6-08-11 6-08-11 6-08-11 6-08-11 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 - M-4.:6 a 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End verticalIs) are exposed to wind, M-5::8(S) 5 .r-, t4-5x8(S) Truss designed for wind loads in the plane of the truss only. al0 0.25 3.0" 0.25" 4 ' 6 ti. top 14-3x8 M-3x8 3._ / + + 7 M-1.5x3 //` M-1.5x3 CO 011 2 1 T 'i ),2 �8 o M 1 -6:•:6 u.25" M-3x8 0.25 M-5x6 fl M-5x8(S) M-5x8(S) 1 1- i 3' 3. 10-06-03 9-07-13 9-07-13 10-06-03 .' ,1 1 - 40-04 1-00 5���0 PR(FF� el JOB NAME : J-1842 STONE BRIDGE C3 Scale: 0.1651 w(. x`,330 /36). , 1.Builder G. hRAe NOTEb,unless upon the noted: 17 41400r,2 PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � �/ ' Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. 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 fes!'",.... DES. BY: LJ 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). OREGON DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown=r- 7L \� � 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. / 'ii, 2: �..�.. S E Q. : 6220628 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, O 14, design loads be applied to any component. and are for"dry condition"of use. TRANS I : 419828 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if �TPr R'LL, necessary. I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center II I Mil I I II II I III II I I)III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. o c-S:12/3nn'o1/2015 9.Digits indicate size of plate in inches. EXPIRES:USA,Inc.ICompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) cX P("`" IIII II ill This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 90'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2::4 KOH 9116TR LOAD DURATION INCREASE = 1.15 1- 2=( -46) 74 1-10=( -206) 182 1- 2=( -229) 241 13- 7=( -196) 208 BC: 2x.4 NODE 414616 SPACED 24.0" O.C. 2- 3=1 -109) 261 10-11=) -679) 1792 2-10=( -233) 250 7- 8=1-2957) 1070 WEBS: 2...4 KDDF STAND 3- 4=(-2942) 1013 11-12=( -881) 2347 10- 3=(-2401) 1006 LOADING 4- 5=(-2167) 985 12-13=( -999) 2701 3-11=( -135) 611 TO LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2166) 1008 13- 8=1-1190) 3057 11- 4=( -201) 217 - BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3114) 1252 4-12=( -454) 342 TOTAL LOAD = 92.0 PSF 7- 8=( -549) 339 12- 5=( -335) 976 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 36 12- 6=( -891) 989 LL = 25 PSF Ground Snow (Pg) 6-13=( -16) 459 Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 3'- 0.0" -299/ 1825V -106/ 99H 5.50" 2.73 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 4.0" -236/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.042" @ 0'- 0.0" Allowed = 0.300" MAX TL CREEP DEFL = -0.020" @ 0'- 0.0" Allowed = 0.900" MAX LL DEFL = 0.206" @ 26'- 11.2" Allowed = 1.821" MAX TL CREEP DEFL = -0.390" @ 26'- 11.2" Allowed = 2.428" MAX LL DEFL = 0.003" @ 41'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 4.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.072" @ 39'- 10.5" 90-09 20-02 MAX HORIZ. TL DEFL = 0.117" @ 39'- 10.5" T T NOTE:Design assumes moisture content does 3-00 3-06-08 6-10-13 6-08-11 6-08-11 6-08-11 6-08-11 not exceed 19% at time of manufacture. '1 T '( 1' T 1' 4 T 12 12 Design conforms to main windforce-resisting 4.001 M1-4..6 -a 4.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 5 " m\ (All Heights), Enclosed, Cat.2, En.p.B, MWFRS(Dir), tit load duration factor=1.6, M-5x3(S) End vertical(s) are exposed to wind, 0.25" 3.0" 0.25" 4 r 6 Truss designed for wind loads rel 10 in the plane of the truss only. M-3s:5 ;M-4x4 3 } } 7 . "\)11101k.. ... M-3x42 M-1.5x.3 ro o. * 9 IT o' 1 10" 1 4 12 'r ;3 18 o M-3::5 M-3x8 u.25" M-3x8 0.25' M-5x6 M-5x6(S) M-5x8(S) 1, 1 1 1 7-02-11 9-07-13 9-07-13 10-06-03 1 1 3- 3-00 3-00 37-04 3. J. 40-04 1-00 \� O �5�o.P�oFFs�� JOB NAME : J-1842 STONE BRIDGE - C4 Scale: 0.1757 ,� �` 30107 1. WARNINGS: GENERAL NOTES,unless otherwise noted: •92•e P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ,�Nkf/f-T-3.Additional temporary bracing to insure stability during construction f� DES. BY: LJ 2' and at 10'o.c.respectively unless braced throughout their length by -7 OREGON to is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown * G 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /SEQ. : 6220629 q,y 20� A-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, Q 14, n`-T' design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 419828 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if FR R 1 LL necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the hmitabons set forth by 8.Plates shall be located on both faces o1 truss,and placed so their center 111111111111111111110.TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. [ l�pES: 1(� .12 31/201.�I 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) CXfR • VIII I III This design prepared from computer input by JP LID/lEP SPECIFICATIONS TRUSS SPAN 39'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2y4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -286) 178 1- 9=(-622) 3092 1- 2=1-3165) 585 6- 7=1-3216) 606 r BC: 2,4 ^.ODE' BIBBTR SPACED 24.0" O.C. 2- 3=1-3284) 659 9-10=1-511) 2916 2- 9=( -43) 173 WEBS: 2:4 KDDF STAND; 3- 4=(-2466) 575 10-11=1-535) 2976 9- 3=1 0) 393 FDDF 42 A LOADING 4- 5=1-2466) 567 11- 7=1-655) 3302 3-10=1 -805) 251 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3395) 667 10- 4=1 -163) 1163 TC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -567) 218 10- 5=) -879) 203 BC LATERAL SUPPORT '.= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 0) 36 5-11=( 0) 452 11- 6=1 -168) 196 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA - " For harmer specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -212/ 1673V -105/ 970 5.50" 2.68 KDDF ( 625) 39'- 10.0" -253/ 1790V 0/ OH 5.50" 2.86 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.242" @ 26'- 5.2" Allowed = 1.946" MAX TL CREEP DEFL = -0.487" @ 26'- 5.2" Allowed = 2.594" MAX LL DEFL = 0.002" @ 40'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 10.D" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.092" @ 39'- 4.5" MAX HORIZ. TL DEFL = 0.152" @ 39'- 4.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 19-08 20-02 1 I Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-08 6-10-13 6-08-11 6-08-11 6-08-11 6-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i 1' 1 1 i 1 load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 4.00 ' - M-4x6 -,:i 4.00 Truss designed for wind loads 4 0.. in the plane of the truss only. M-5::8(S) 4 .(--4' M-5x8(S) jmitiliiiii 0.25" 3.0" 0.25" ' S ye, op M-3::82 6M-3x8 M-1.5::3 14-1.5x3 4 B .60 O O1 1.. 9 10 ¢ 11 1-7 o M -5::8 0.25" M-3x8 0.25 M-5x6 fl 14-5x8(S) M-5x8(S) 1 i 1 1 10-00-03 9-07-13 9-07-13 10-06-03 1 1 /- 39-10 39-10 1-00 5�, co PR OFFg. S JOB NAME : J-1842 STONE BRIDGE - C5 Scale: 0.1678 '� '"11701-a:9 s/°y WA RNINeS: G. his a NOTES,unless only upon parameters t921)/PE �' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parashown and is for an individual Truss: C 5 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 / Y�!;N'-- DES. BY: LJ 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 sheathingsuch asplywood sheathing(TC)and/or d DATE: 3 3 g( s rywall(BC). 'y A�OREGON Co DA.". � 0�2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` -�/ �c 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / •�y 20� �-L_. SEQ. : 6220630 � 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, 0 14, S- design loads be applied to any component. and are for"dry condition'of use. /�^ ` TRANS I D: 419828 ty 6.Design assumes full bearing at all supports shown.Shim or wedge if ii ARIL 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 8.Plates shall be located on both faces of truss,and placed so their center I II II I I I I II I I I I I NMI TPI/w'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC.ICOnlpuTrus Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 1111 III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 10.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2:;4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 BC: 2:4 KDDF %1LBTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19= at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5:•:4 or equal at non-structural vertical members (oon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9-3.:1 where shown; Jts:1-4,6-9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, M-3:5 where shown; JEs:10-16 Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, as structural tcp chord. Connect with PI-3x4 min typical 36"cc (con). Note:Truss design requires continuous bearing wall for entire span ION. 19-08 20-02 '1 1 f 12-11-05 6-06-15 6-10-07 13-05-05 3-08 5-09 5-09 5-02-04 5-05-12 1 5-04 5-04 9-02 i i 1 1 1 1 1 1 12 12 4.00 c.-7— hl-5x8+ - 1 4.00 5 M-3x5(S)+ 19-3x5(5)+ 4 6 M-3x5(5) M-3x5(S) - 0 3 7 a 2 B 1 -1;117--------1-- 1' . tu,..«� .� �.�.�,.....,,.,.�v��..,..«�i«iu...�......i.,..<i,.....�r<.,.. ..-✓ ..a O Or p10 11 12 13 14 15 16 M-3x5(S) M-3x5(S) 1 1 1 1 L 1 / 'r 3-08 5-09 5-09 5-09 5-04 5-09 5-04 9-02 1 b 1 b 10-00-03 19-03-10 10-06-03 l 1, 1 39-10 1- . 4,,'<<., C3'PRo1 JOB NAME : J-1842 STONE BRIDGE — C6 Scale: 0.2116 w� %''':` 3o ' s'�29rWARNINGS: GENERAL NOTES,unless otherwise noted: 92• PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C6 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. 4/10`.,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,�{ z� DES. B Y: L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by LY is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 174., /j.� ,`[x �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /O -7 y ,� • 1.2Q ��... SEQ. : 6220631 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r, design loads be applied to any component. and are for"dry condition'of use. /� TRANS I D: 419828 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 -'1�Fi R i 1VA.-, necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I I III 1101 I II I I II TPIANTCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. EXPIRES:12/31/201 9.Digits iodinate size o1 plate in inches. " MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2r.4 NUDE F)/'ITR LOAD DURATION INCREASE = 1.15 r BC: 2,4 KDUF ld^TP. SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. TC LATERAL SUPPORT ,= 12"0C. ION. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT ,= 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF UnhaLtnced I've loads have been TOTAL LOAD = 42.0 PSF conslde:ed for this design. Wind: 140 mph, h=21ft, TCDLCat.L=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, E}:p.B, 14WFRS(Dir), g load duration factor=1.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3x6+ ' min typical 36"oc (uon). Gable end truss on continuous hearing wall UON. M-17.2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-00 10-00 '1 1 M-4218+ l L,. 3 0 0 4 5 1. ,l 1-00 20-00 1-00 JOB NAME : J-1842 STONE BRIDGE - D1 Scale: 0.3988 �� v�j �oj9s,Nr, /°'L�, WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E T. I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - �'e. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /".14.1r1,'; n. DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • r� • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d 9(T ) rywan(6c). OREGON DATE: 3/30/2015 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. / -9y 0 ".�, SEQ. : 6220632 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, O 14, 2 P design loads be applied to any component. and are for"dry condition"of use. /� ' TRANS I D: 419828 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (�R I1. • 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 III II III I III I II I I II I I II TPI/WTCA in BCSI,copies of which wit be tarnished upon request lines coincide with joint center Tines. s.Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(11.)-E 0.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:4 FIDE 9ISETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-3051 1289 2- 3=)-1614) 464 BC: 2:.4 EDDE 11lIETR SPACED 24.0" O.C. 2- 3=( -90) 190 10- 8=(-327) 1289 4-10=1 -219) 219 WEBS: 2;.4 KDDF STAND 3- 4=(-1424) 391 10- 5=( -2) 422 LOADING 4- 5=(-1194) 246 10- 6=1 -219) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1194) 246 7- 8=1-1614) 464 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1424) 391 TOTAL LOAD = 42.0 PSF 7- 8=1 -90) 190 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 954V -42/ 42H 5.50" 1.53 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -139/ 954V 0/ OH 5.50" 1.53 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TI. CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.099" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.192" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.002" @ 21'- 0.D" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 19'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.031" @ 19'- 6.5" .I '1' NOTE:Design assumes moisture content does 1-i1-01 3-00-15 5-00 5-00 3-00-15 1-11-01 not exceed 19% at time of manufacture. f T f f 4 1' 1' 12 12 Design conforms to main windforce-resisting 4.001- - M-4:.:6 a 4.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 !-,( (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 3.0" M-1.5x3 in the plane of the truss only. 4 6 ex. iiro M-3x4 M-3x4 3 7 of �°' 0 o m , 10 ..... ..B -so Ir M-3f:6 M-3x8 M-3x6 J. 6 y 10-00 10-00 3, 1-00� ,t 20-00 1-00 ,,ED PR OFF JOB NAME : J-1842 STONE BRIDGE - D2 \��,,GIN s4o2 Scale: 0.2980 �� i C WARNINGS: GENERAL NOTES,unless otherwise noted: •��d� r L • "7_,.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 6 , ' Truss: D2 and Warnings before construction commences. budding component.Applicability of design parameters and proper /1' 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. .49211110.,.'-; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -,,�r ."_^t%, , DES. BY: LJ 2'a.c.and at 10'o.c.respectively unless braced throughout their length byCt is the responsibility of the erector.Additional permanent bracing of sheathing plywood sheathing(TC)and/or drywall(BC). 'y OREGON 4./ continuous bridging such as DATE: 3/30/2015 the overall structure is the responsibikry of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 2- /J7 41)c 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility o1 the respective contractor. / '9 j. �. SEQ. : 6220633 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, Q 14, 2 A� , design loads be applied to any component, and are for"dry condition"of use. - TRAN S I D: 419828 5.Compalrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 41'4F4 R'IL�, fabrication,handling,shipment and installation of components. eessary. 7.Designlaesassumes adequatetedon drainage face isprovided.truss, and This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 11111111111111111 TPWJTCA in SCSI,copies of which will be furnished upon request. coincideicatwith joint center tines. EXPIRES':12/31/2015 9.Digits indicate size of plate in inches. MITek USA,InC.ICO T puTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III This design prepared from computer input by JP LU!IIEP SPECIFICATIONS TRUSS SPAN 27'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:4 NUDE 111.BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-257) 1148 2- 3=1-1442) 437 n BC: 2:.4 RDD; BleBTO SPACED 24.0" O.C. 2- 3=( -90) 183 9-10=(-260) 1143 9- 4=1 0) 312 WEBS: 2:4 NODE STAND 3- 4=(-1276) 348 10-11=(-407) 0 4-10=( -732) 202 LOADING 4- 5=( -587) 269 11- 7=(-434) 0 10- 5=( -28) 77 TC LATERAL SUPPORT '= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -596) 268 10- 6=1 -20) 926 BC LATERAL SUPPORT = 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -458) 260 6-11=(-1263) 274 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 36 6- 7=1 -115) 715 LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 14-1.54 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -158/ 880V -65/ 65H 5.50" 1.41 RODE ( 625) vertical members (con). 19'- 9.2" -92/ 1429V 0/ OH 5.50" 2.14 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 27'- 7.5" -120/ 239V 0/ OH 3.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LII ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.061" 7'- 10.3" Allowed = 0.954" MAX TL CREEP DEFL = -0.143" 7'- 10.3" Allowed = 1.272" MAX LL REEL = 0.002" 28'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 28'- 7.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" 23'- 4.1" Allowed = 0.538" MAX BC PANEL TL DEFL = -0.139" 24'- 1.7" Allowed = 0.460" 13-09-12 13-09-12 MAX HORIZ. LL DEFL = 0.012" @ 19'- 9.2" T 1' MAX HORIZ. IL DEFL = 0.017" @ 19'- 9.2" 1-11-01 6-00-15 5-09-12 5-09-12 8-00 1 , f .' T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. M-4::6 4.00 Design conforms to main windforce-resisting M-3.454.0 M-31:5 system and components and cladding criteria. l'1-3x5 M 1.5:-:9 j1s4l 3:<5 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3:.q / M-3x8 load duration factor=l.6, 4 6 End vertical(s) are exposed to wind, M-3x5+ M-3x5+ Truss designed for wind loads �� in the plane of the truss only. M-':.9 A �� M 1.5x.3 M-3x5 14-2.5x4 or equal at non-structural diagonal inlets. B" �, Truss designed for 4x2 outlookers. 2x4 let-ins ' _ I 1 o of the same sire and grade as structural top o 10 o chord. Insure tight fit at each end of let-in. 2 9 w 10 11" �% Outlookers must be cut with care and are )4-3::6 14-1.5::3 M-3x8 M-1.5x3 permissible at inlet board areas only. M-3::5(S) ,1 1 1 I. .) 7-10-04 5-11-08 5-11-08 7-10-04 ,1 10-00 17-07-08 I I )' b 1-00 PROVIDE FULL BE.ARING;Jts:2,11,7 27-07-08 1-00 C�e � PRO JOB NAME : J-1842 STONE BRIDGE - El ��� `` � ox., Scale: 0.2062 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 PE ' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E I and Warnings before construcbon commences. building component.Applicability of design parameters and proper _ 2.2x4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. r' 3.Additional temporary bracing to insure stability during consirucbon 2.Design assumes the top and bottom chords to be laterally braced at ,/ ,.!e!!"nom-' DES. B Y: ULT 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). 37/- y OREGON �(/ DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n n L A. I` 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). P..`.,. SEQ. : 6220634 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, O 14, 2°n A ) design leads be applied to any component. and are for"My condition'of use. /� V T R..(\S I D: 419828 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �R RILL. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I II 1111 II III III ILII III TPIANTCA in BCSI,copies of which will be furnished upon request lines coinade with Joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR•13f 1.ESR-1988(MiTek) VIII 111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 27'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2::4 NODE' 01r,ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-327) 1370 2- 3=1-1673) 503 BC: 2x4 NUDE 0I&BTR SPACED 24.0" 0.C. 2- 3=( -83) 178 10-11=1-331) 1365 10- 4=1 0) 311 WEBS: 2x4 NUDE STAND 3- 4=1-1516) 431 11-12=(-307) 351 4-11=( -692) 188 LOADING 4- 5=1 -857) 349 12- 8=1-3031 322 11- 5=1 -82) 209 TC LATERAL SUPPORT ,= 12"00. DON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSE 5- 6=( -8681 362 11- 6=1 0) 540 ' BC LATERAL SUPPORT = 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=( -378) 374 6-12=1 -933) 176 TOTAL LOAD = 42.0 PSE 7- 8=1 -64) 130 7- 8=1 -362) 418 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PIE Ground Snow (Pa) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -178/ 972V -65/ 65H 5.50" 1.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 9.2" -13/ 1101V 0/ OH 5.50" 1.65 NODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 27'- 7.5" -170/ 476V 0/ OH 3.50" 0.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LII ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.082" 7'- 10.3" Allowed = 0.954" MAX TL CREEP DEFL = -0.181" 7'- 10.3" Allowed = 1.272" MAX LL DEFL = -0.089" 25'- 9.5" Allowed = 0.367" MAX TL CREEP DEFL = -0.153" 25'- 9.5" Allowed = 0.489" MAX LL DEFL = 0.002" 28'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 28'- 7.5" Allowed = 0.133" 13-09-12 13-09-12 / MAX HORIZ. LL DEFL = 0.021" @ 27'- 4.0" 1-11-01 6-00-15 5-09-12 5-09-12 6-00-15 1-11-01 MAX HORIZ. TL DEFL = 0.029" @ 27'- 9.0" I T 1 T 1 T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 4.00 li M-4•x,6 n 4.00 4 p„ Design conforms to main windforce-resisting y system and components and cladding criteria. i Wind: 190 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, !,1_31.4 3 0" M-3::4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q 6 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-3x43 M-3x4 _ 9 c, 2 10 11 12 - -8 0 M-3r_6 M-1.5x3 M-3x8 M-1.5x3 14-3x5 M-3x5(S) 1 J l 7-10-04 5-11-08 5-11-08 7-10-04 5 r y 10-00 17-07-08 ), l 1-00IPPOVIDE FULL BEARING;Jts:2,12,81 27-07-08 1-00 c��c'����0 FN O R S>0 JOB NAME : J-1842 STONE BRIDGE - E2 Scale: 0.2005 �, ` �30rf �, Q7 r WARNINGS: GENERAL NOTES,unless otherwise noted: s920011PE 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: E2 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. EY: LJ 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by OREGON �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 5+ GAb'. A• 4.Na load should be applied to any component un0l after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /O y 4 rL �s.. SEQ. : 6220635fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, , 4 TRANS I D: 919828 design loads be applied to any component. and are for"dry condition"of use. 6.5.CompuTrus has no control over and assumes no responsibibty for the Design assumes full bearing at all supports shown.Shim or wedge if 111 /31:10,-- 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 U I I 1111 I 111111111 IIII II 11111 I II TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EX PI RES.1 2/3 1 12 01 5 9.Digits 111 ' 1 its indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 I II This design prepared from computer input by • JP LI)MBE' SPECIFICATIONS 20-00-00 GIRDER SUPPORTING 40-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: ;;DN.' p1SETR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-17876) 3982 1- 6=(-3674) 16502 6- 2=( -674) 3164 8- 5=(-1902) 8682 BC: 2?'n RODE SS 2- 3=1-14144) 3176 6- 7=(-3644) 16358 2- 7=(-3120) 724 5- 9=(-6500) 1474 WEBS: 2;.4 FETE STAND; LOADING 3- 4=) -8556) 1948 7- 8=(-2808) 13078 7- 3=(-1060) 4868 2:r.4 NODE STUD A. LL = 25 PSF Ground Snow (Pa) 4- 5=) -9570) 1940 8- 9=( -58) 174 3- 8=(-6110) 1404 2:4 NODE @1SETR B TC UNIF LL( 50.0)+D1,1 14.0)= 69.0 PLF 0'- 0.0" TO 20'- 0.0" V 8- 4=(-1114) 5046 BC UNIF LL( 476.0)+DL( 393.7)= 819.8 PLF 0'- 0.0" TO 20'- 0.0" V TC LATERAL SUPPORT 12"0C. UON. BEARING MAX VERT MAX HORZ BR.G REQUIRED BRG AREA BC LATERAL SUPPORT '= 12"0C. LION. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2005/ 8976V -46/ 129H 5.50" 19.3E NODE ( 625) JT 1: Heel to plate corner = 3.25" 20'- 0.0" -1993/ 9E99V 0/ OH 5.50" 13.92 KDDF ( 625) • r- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0060. 2: Design checked for net( 5 psf) uplift at 24 "oc spacing. X - nails staggered: 9" or in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ii" oc in 2 row(s) throughout 2::8 bottom chords, MAX LL DEFL = -0.164" @ 9'- 0.4" Allowed = 0.959" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = 0.332" @ 9'- 0.9" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.035" @ 19'- 10.3" MAX HORIZ. TL DEFL = 0.059" @ 19'- 10.3" NOTE:Design assumes moisture content does 13-09-12 6-02-04 not exceed 19% at time of manufacture. i ,( 9. 4-06-05 4-09-09 4-05-14 6-02-04 Design conforms to main windforce-resisting I f T f .f system and components and cladding criteria. 12 12 4.001 -�4.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 0„ load duration factor=l.6, 4. 4 ,E--Kr End vertical(s) are exposed to wind, ill y Truss designed for wind loads in the plane of the truss only. M-4x8 3 2.9" M18HS-5x16 5 Q z + B co A "'\ o N %.----: T-1 O 1 ' r , � ) 1 I�. 5 7 i " 8 .x.9 -/ M-5 :16 M-3x10 M-6x10 M-12x144 M-4x12 .' ; b )' 4-04-09 4-07-13 4-09-06 6-02-04 20-00 -��'o PR OFFss JOB NAME : J-1842 STONE BRIDGE - E3 Scale: 0.3135 144 17 X 31 ,T1 /°may WARNINGS: GENERAL NOTES,unless otherwisenoted: 92,OPE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 3 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. ,�- 41,4111.11.' "_ 3.Additional temporary bracing to insure stability doting construction 2.Design assumes the top and bottom chords to be laterally braced at /-? !+,, • DES. EY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by 174, OREGON �(/� 3/30/2015 p ry permanent bracing of continuous sheathing such as plywoodsheathing(TC)ere and/or drywall(BC). DATE: /3 0/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4, ,\Dr A, 4SEQ. : 6220636 .No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O '41)., 14, 4r rLQ �..k." design loads be applied to any component. and are for"dry condition"of use. /�� 4 TRANS I D: 919828 5.CompuTrus has no control over and assumes en responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PRO- • fabrication,handling,shipment and installation of components. necessary, 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III I I I I I I III I I II I I III TPIMfrCA in SCSI,copies of which will be furnished upon request. lines coincide with jointpcenter fines. EXPIRES:12/31/201 5 9.Digits nsize olate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1088(MiTek)