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Plans (2) ,ZU� - oov SG RECEIVE JUN 8 2015 1a'-0" CITY OF TIGAR ING DIVISION Cn M X M ao m c.+ H2(3) b b N 4'-0" A b Cn b @ (2) A 04 A J2 ' E2 (6) 401 V b B2(13) A A coO bb " b N cn K1 N D2(8) C2 (8) A2 8) C. - N O tv • co N 6'-0' 10'-0' 11'-0' 14'-0" 6'-0" 48'-0" ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS ONLYTO STONE BRIDGE HOMES NW 06/04/15 PLACEMENT TR SS CALCULATIONSEAND PROJECT TITLE' ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER J-1872 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY. JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING Padfialumber SV35 / J-1872 CHECKED BY DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE. REVISION-3' DESIGNS PRIOR TO CONSTRUCTION & TRUSS 0.103984412799289"- l' 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. I IIII II III II III II III I III II III II I III) 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax (951) 273-0040 Transaction ID: 428761 TO: PACIFIC LUMBER & TRUSS DATE: 6/4/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 22 0 6284263-6284284 J-1872 STONE BRIDGE1 - Transmittal Notes: Design Notes: FTP:428761.zip 6/4/2015 11:41:39 AM Page 1111111111111 This design prepared from computer input by JP LU I1 BER SPECIFICATIONS TRUSS SPAN 11- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:c4 EDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-62) 537 2-3=(-464) 35 BC: 2::4 EDDF hl&BTR SPACED 24.0" O.C. 2-3=(-319) 226 6-4=(-62) 537 6-3=( 0) 2EO WEBS: 2i4 EDDF STAND 3-4=(-319) 226 3-4=(-464) 36 LOADING 4-5=( 0) 36 TC LATERAL SUPPORT 12"OC, LON, LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF EC LATERAL SUPPORT 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATICNS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -144/ 597V -29/ 29H 5.50" 0.96 K'DDF ( 625) 14-1.5::4 or egeal at non-structural 111- 6.0" -144/ 597V 0/ OH 5.50" 0.96 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CON D. 2: Design checked for net(-5 sf) 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. 14AX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 12'- 6.0" Allowed = 0.100" - MAX TL CREEP DEFL = -0.003" @ 12- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.012" @ 8'- 2.2" Allowed = 0.391" 14AX TC PANEL TL DEFL = 0.047' @ 3'- 6.4" Allowed = 0.586" MAX HORIZ. LL DEFL = 0.004 C 11'- 0.5" 5-09 5-09 FLAX HORIZ. TL DEFL = 0.007" @ 11'- 0.5" 12 Design conforms to main windforce-resisting o 4.00 system and components and cladding criteria. M-5x6 Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3�>< load duration factor=1.6, M-3x,5+ I M-3x5+ Truss designed for wind loads in the plane of the truss only. M-1.5x:3 - M-1.5x3 Truss designed for 4x2 outlookers. 2>:4 let-ins ofthe same size and grade as structural top o M-3x5+ z M-3x5+ chord. Insure tight fit at each end of let-in. N Outlookers must be cut with care and are H-3x6 M-3x6 permissible at inlet board areas only. 5 I m I 0 M-1.5_,3 5-09 5-09 1-00 11-06 1-00 JOB NAME : J-1872 STONE BRIDGE - Al �� �NGIN E� g s'o Scale: 0.4673 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 1 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. B Y: LA 2'o.c.and at 10'ox,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). '9 OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .9� V,q 5 SEQ. : 6284263 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 Y A design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 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 R I fabrication,handling,shipment and installation of components, necessary. 7.Design assumes adequate drainage is provided. 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I II I I I I I I I II II TPIIVVTCA in BCSI , lines coincide with joint center lines. ,copies of which will be furnished upon request - 9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111111 This design prepared from computer input by / JP LUMBER. SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 14AX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2, KDDF 011BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-69) 540 2- 3=(-795) 229 BC: 2;_9 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=( -95) 199 8- 6=(-72) 540 6- 4=( 0) 253 WEBS: 2::4 KDDF STAND 3- 4=(-612) 139 5- 6=(-795) 229 LOADING 4- 5=1-612) 139 TC LATERAL SUPPORT 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -951 199 BC LATERAL SUFPOP.T <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 3E TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING 14AX VERT MAX HORZ ERG REQUIRED ERG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT A?PLY DUE TO THE SPATIAL 0'- 0.0" -144/ 597V -29/ 29H 5.50" 0.96 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IR.0 2012 NOT BEING MET. 111- 6.0" -144/ 591V 0/ OH 5.50" 0.96 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LI14ITS: LL=L/240, TL=L/180 14AX 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 = 0.041" @ 9'- 8.0" Allowed = 0.529" MAX TL CREEP DEFL = -0.062" @ 5'- 9.0" Allowed = 0.706" MAX LL DEFL = 0.002" @ 12- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" 5-09 5-09 MAX HORIZ. LL DEFL = 0.004" @ 11- 0.5" 1-11-01 3-09-15 3-09-15 1-11-01 MAX HORIZ. TL DEFL = 0.007" @ 11- 0.5" Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 r7--' a 4.00 M-4x6 Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 O (All Heights), Enclosed, Cat.2, Er:p.B, MWFRS(Dir), load duration factor=1.6, 4 "� Truss desianed for wind loads in the plane of the truss onli. I I ON M-3x4M-3x4 3 .0 5 I I ] 2 '6 11-3x6 M-1.5WOp M-3x6 5-09 5-09 1-00 11-06 1-00 9 P R OFFS JOB NAME_ J-1872 STONE BRIDGE - A2 Scale: 0.4192 ���`�� �NG)N�F9 si029 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 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: A2 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 responsibility of the building designer. I'o 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'o.c.and at 10'o.c.respectively unless braced throughout their length by v40 continuous sheathing such as plywoodsheathing(TC)eres own Orywall(BC). A '9^,OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -�j -✓//.. 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. . 6 2 8 4 2 6 4 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 Ry 15SCG design loads be applied to any component. and are for"dry condition"of use. f1 TRANS I D: 428761 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I t necessary. PA V 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 I IIIIII III I III I III III III TPIM7rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1377,ESR.1988(MiTek) 11111 I III This design prepared from computer input by JP Lill!4BER SPECIFICATIONS TRUSS SPAN 401- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2s4 KDDF Nl6ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-163) 274 2- 3=(-320) 259 BC: 2>,A KDDF 4I&BTR SPACED 24.0" O.C. 2- 3=(-587) 586 10-11=(-136) 352 3-10=(-519) 418 WEBS: 2>:4 KDDF STAND 3- 4=( -98) 269 11-12=(-136) 352 10- 4=(-929) 559 LOADING 4- 5=(-562) 451 12-13=(-149) 352 4-12=( 0) 184 TO LATERAL SUPPORT �= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-562) 451 13-14=1-149) 352 12- 5=1 -46) 94 BC LATERAL SUPPORT 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -981 269 14- 8=(-153) 274 12- 6=( 01 184 TOTAL LOAD = 42.0 PSF 7- 8=(-587) 589 6-14=(-929) 563 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 14- 7=(-519) 417 !^.-1.5>:4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 7- 8=(-312) 259 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING 14AX VERT MAX HORZ BRG REQUIRED ERG AREA REQUIREMENTS OF IBC 2012 .AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0 -124/ 479V -102/ 102H 173.50 0.77 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 10'- 0.0" -362/ 1204V 0/ OH 113.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 141- 5.5" 0/ 207V 0/ OH 173.50" 0.33 KDDF ( 625) 25- 0.5" 0/ 197V 0/ OH 179.50" 0.31 KDDF ( 625) 30'- 0.0" -357/ 1212V 0/ OH 119.50" 1.94 KDDF ( 625) 401- 0.0" -124/ 471V 0/ OH 179.50" 0.77 KDDF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14AX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.017" @ 20- 0.0" Allowed = 0.529" MAX TL CREEP DEFL = -0.026" @ 20'- 0.0" Allowed = 0.706" 14AX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100" 14AX TL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 40'- 0.0" MAX HORIZ. TL DEFL = 0.015" @ 40'- 0.0" 20-00 20-00 Design conforms to main windforce-resisting 0-08 6-08 6-08 6-08 6-08 6-08 system and components and cladding criteria. Wind: 140 mph, h=31.7ft, TCDL=4.2,BCDL=6.0, .ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 E.- M-4x6 o 4.00 load duration factor=1.6, M-3x5 4 On 14-3x5 Truss designed for wind loads M {�) M-1.5x4 i4-3i:� y 14-3x5 M-1 5x4 M-3x5 in the plane of the truss only. M-5x6(S) 14-2.5::4 or equal at non-structural diagonal inlets. 0.25" i M-1.5:,9 4 ` 3. 0 25" M-1.5x4 Truss designed for 4x.2 outlookers. 2'r.4 let-ins ofthe same size and grade as structural top 14-3:.:5+ 14-3x5 14-3x5 M-3x5+ chord. Insure tight fit at each end of let-in. o H_ X.4 M-3x4 Outlookers must be cut with care and are 3 7 M-3x5+ permissible at inlet board areas only. '-1.5x3 M-1.50 M-5x6 .r o M 4x 6 170.2 5" 13 M 4x 6 M-5xl2(S) i 1 I 1 ) 14-05-08 5-06-08 5-00-08 4-11-08 10-00 i i l 1-00 40-00 1-00 D PRO FFSS JOB NAME : J-1872 STONE BRIDGE - B1 .� N�'"'E�LL� 'o ' Scale: 0.1505 WARNINGS: GENERAL NOTES,unless otherwise noted: 4��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: BI and Warnings before construction commences. building component.Applicability or 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 Insure stability bring to tabduring construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LP. 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 v �J continuous sheathing such as plywood aired here s and/or tlrywall(BC). A '9�OREGON DATE: 6/4/2015 � the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ !7 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. : 6284265 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 _l design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 4 2 8 7 61 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 UL �\ fabrication,handling,shipment and installation of componentsnecessary. 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 IIII VIII VIII III I III I 11111111111111 III TPIANTCA in SCSI,copies of which will be furnished upon request. lines coinade with joint center lines. - 9.Digns indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 111111 IIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-1320) 3328 2- 3=(-3241) 1191 BC: 2r4 KDDF fit&BTR SPACED 24.0" O.C. 2- 3=( -563) 351 10-11=(-1145) 2998 3-10=( -151) 247 � WEBS: 2rA KDDF STAND 3- 4=(-3442) 1407 11-12=(-1165) 2998 10- 4=( -17) 451 LOADING 4- 5=(-2508) 1158 12- 8=(-1329) 3328 4-11=( -856) 493 'PC LATERAL SUPPORT 12"OC. UON. LL( 25.01+DLI 7.01 ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1158 11- 5=( -425) 1193 BC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3442) 1407 11- 6=( -856) 493 TOTAL LOAD = 42.0 PSF 7- 8=( -563) 351 6-12=( -17) 451 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -151) 247 LL = 25 PSF Ground Snow (Pal 7- 8=(-3241) 1191 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING 14AX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATICNS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -426/ 1794V -102/ 102H 5.50" 2.87 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 401- 0.0" -426/ 1794V 0/ OH 5.50" 2.87 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 DEFL = 0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.265" @ 20- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.533" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL -0.098" @ 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=31.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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=1.6, '( Truss designed for wind loads 12 12 in the plane of the truss onl/. 4.00 moi- M-4}:6 'a 4.00 4.0" M-5X8(S) 5 M-5x8(S) 0.25" 3.0" 0.25" 4 6 M-3x8 M-3x8 3 + + 7 M-1.5::3 M-1.5x3 9 � o' 10 1 12 M-5x6 M-3x4 �•25' M-3x4 M-5x6 M-5x8(S) 10-00 10-00 10-00 10-00 1-00 40-00 1-00 PROFFs� JOB NAME_ J-1872 STONE BRIDGE - B2GIN Scale: 0.1583 � y<��QQN(('�� EF,� io29 ` WARNINGS: GENERAL NOTES,unless otherwise noted: 82 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: B2 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. G^"� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. : LA s the responsibility,of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). B Y ,S '9w OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required 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.SEQ. : 6284266 steners 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. V TRANS I D: 428 7 61 5.CompuTrus has no control over and assumes no responsibility for the 6,resign assumes full beanng at all supports shown.Shim or wedge if Aq U L P� fabrication,handling,shipment and installation of components. necessary 7.Design assumes adequate both drainage is f truss,d.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 I III I I I I I I I II I TPIMJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center i nes. ( ) s.For basicindicate onnectorplat twin values EXPIRES: 12131/2016 MiTek USA,IDC./Com UTrus$Oflwaf0 7.6,7-$P2 1 L E 10.For basic connector late design values see ESR•1311,ESR-1988 MiTek I III IIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 24 -,DDF 41FBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-158) 259 2- 3=(-325) 277 BC: 2.:4 KDDF 0. BTR SPACED 24.0" O.C. 2- 3=(-583) 586 10-11=(-166) 139 3-10=(-518) 417 WEBS: 2..4 KDDF STAND 3- 4=(-103) 292 11-12=( -84) 219 10- 4=(-217) 139 LOADING 4- 5=( 178) 618 12-13=( -84) 219 4-11=1-484) 394 TC LATERP.L SUPPORT �= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=1-178) 618 13-14=(-452) 875 11- 5=(-698) 372 BC LATERAL SUPPORT = 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSP 6- 7=(-575) 365 14- 8=(-452) 875 11- 6=(-914) 610 TOTAL LOAD = 92.0 PSF 7- 8=1-807) 699 6-13=(-198) 480 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 13- 7=(-493) 404 LL = 25 PSF Ground Snow (Pg) i- 8=1-260) 19 11-1.5:4 or enual at non-structural vel U cal members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BEG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0 -121/ 470V -102/ 102H 307.50 0.75 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 10'- 0.0" -112/ 689V 0/ OH 307.50" 1.10 KDDF ( 625) AND BOTTOM CHORD LPiE LOADS ACT NON-CONCURRENTLY. 20- 0.0" -492/ 1653V 0/ OH 307.50" 2.65 KDDF ( 625) 25- 7.5" 0/ 193V D/ ON 307.50" 0.31 KDDF ( 625) 35'- 8.5" 0/ 199V 0/ OH 51.50" 0.32 KDDF ( 625) 40- 0.0" -244/ 672V 0/ OH 51.50" 1.08 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LI14ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ -1- 0.0" Allowed = 0.133" MAX LL DEFL = -0.031" @ 33- 4.6" Allowed = 0.504" MAX TL CREEP DEFL = -0.052" @ 33- 4.6" Allowed = 0.672" MAX LL DEFL = 0.003" @ 41- O.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 41- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 40- 0.0" MAX HORIZ. TL DEFL = 0.015" @ 40- 0.0" 20-00 20-00 Design conforms to main wrndforce-resisting 6-08 6-08 6-08 6-08 6-08 6-08 system and components and cladding criteria. 12 12 Wind: 140 mph, h=31.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 - V-4x6 a 4.00 (All Heights), Enclosed, Cat.2, E,..p.B, MWFRS(Dir), 24-3x5 load duration factor=1.6, M-3:•:5 9.0" Truss desi ned for wind loads M-3x Pt-,r.5 9 !d-3x5 � M-3x5 in the plane of the truss only. M-5x6(S) M-1.5X4 M-1.5x4 M-5x6(S) 0.25" 3. 0.25" Truss designed for 4x2 outlookers. 2;:4 let-ins y r 6 of the same size and grade as structural top M-1.5x4 M-1.5x9 M-3x5 chord. Insure tight fit at each end of let-in. 3.. H- .4+ M-32.a Outlookers must be cut with care and are M-3x4 permissible at inlet board areas only. M-3X4+ s + + It 7 M-3 x 4+ M-3x4+ M-1.5X3 M-1.5x3 M-5:•:6 11-5x6 _ 8 90 M-.SUx4 11.25" 12 M-4 13 x6 14 M-5x12(S) 20-00 5-04 4-08 6-00 4-00 1-00 40-00 1-00 PROFFss JOB NAME : J-1872 STONE BRIDGE - B3 �� ��y('INFFR '0 Scale: 0.1576 �ZS� n c WARNINGS: GENERAL NOTES,unless otherwise noted. � '>r-" 82 E 9� 1. Builder and erection contractor should be advised of all General Notes i This design is based only upon the parameters shown and is for an individual Truss: B3 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 r DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o c and at io'o.c.respectively unless braced throughout their length byOREGON DATE: o� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/4/2015 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ 115,12 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 Ry 15 S EQ. : 6284267 fast ,e� eners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 42 8 761 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 Aq U P� 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 IIIIIII III I I I I I IIIIIII TPIMfiCA in 8C51,copies of which will be furnished upon request lines coincide with joint pt center fines. oIEXPIRES: 12/31/2016 MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-Z 16.For cat tonne z toroplate values see ESR-1311,ESR-1988(MiTek) 11111111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acing. TC: 2,.4 NDDF 41&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2s:4 KDDF H15BTR SPACED 29.0" O.C. system and components and cladding criteria. ~ 'NEBS: 2:;4 KDDF STAND LOADING Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DLI 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Ex DL ON BOTTOM CHORD = 10.0 PSF 9 p.B, MWFRS(Gir), BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads N-1.5;:4 of equal at non-structural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. vertical members (uon). Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span ION. REQUIRE14ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designedfor 9x2 outlookers. 2;:4 let ins BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP of the same size and grade as structural top AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 5-06 5-06 permissible at inlet board areas only. 12 4.00 M-5x6 3 6.0" M-3r.5+ M-1.5}:3 , ' 14-1.5x3 M-3x5+ o x 2 M-3x5+ N M-5:-6 M-5x6 F 2 4 5o o 6 M-1.5x3 � I � 5-06 5-06 1-00 11-00 1-00 JOB NAME : J-1872 STONE BRIDGE - B4 ° PR°FFs Scale: 0.5510 WARNINGS: GENERAL NOTES,unless otherwise noted: 182 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: B4 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 7 o.c.and at to'ox.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of V continuous sheathing such plywood where tlrywall(BC). A 'f2^,OREGON ' DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. •9� vq, y SEQ. : 6284268 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, Y V design loads be applied to any component. and are for"dry condition"of use, TRANS I D: 428761 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 1 t L necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limlabons set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I I I II II I III III I II I III TIVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 Q-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III VIII III This design prepared from computer input by JP LU14BEP. SPECIFICATIONS TRUSS SPAN 14'- 0.0" GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacin _ TC: 2'.4 RDDF g1G6TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 FDDF 416BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT 12"OC. UON. LOADING Wind: 190 mph, h=20.1f[, TCDL=9.2,BCDL60ASCE 7-10, BC LATERAL SUPPORT 12110C. = . , OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, =6.0,Exp. MWFRBI0, DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss onli. Note: Outlooker truss. Upper top chords require same material LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3x5 _ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1:,:2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. M-3::5+ 12 M-3::5+ 2 3.00 p— ' I I N _ O N O I M-3::6+ m 1 0 o � 1 a 1-00 14-00 9 PRope, JOB NAME : J-1872 STONE BRIDGE - C1 Scale: 0.5933 �k�\`J �QN(�}G�pN�F'C4 si02� WARNINGS: GENERAL design is b unless otherwise noted. 702 L 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 2.2x4 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 constructlon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by a the responsibility of the erector.Additional permanent bracing of v continuous sheathing such as plywood aired in ere s and/or drywall(RC). A '9A,OREGON '- 41) DP.TE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. �j -✓�" 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. V �' V� SEQ. : 628426° 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, 9i9 q R y A6, 't design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it PA I t L T` necessary. lJ 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 VIII II VIII III I III I III I III III , TPIMfrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. - 9.Digits indicatesize ofplate cinches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7,6.7-SP2(1 L)-E 10.For basic connector pplate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2:.4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-6=(-303) 992 2-3=(-1261) 300 BC: 2;:4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=( -103) 184 6-7=(-308) 984 6-4=( O) 322 WEBS: 2v4 KDDF STAND 3-4=(-1062) 197 4-7=(-1040) 279 LOADING 4-5=( -90) 87 7-5=( -200) 125 TC LATERAL SUPPORT 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 718V -50/ 145H 5.50" 1.15 KDDF ( 625) OVERHANGS: 12.0" 0.0" 14'- 0.0" -102/ 581V 0/ OH 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - 3ee approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IGPSF 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 = -0.055" @ 7'- 0.0" Allowed = 0.654" MAX TL CREEP DEFL = -0.125" @ 7'- 0.0" Allowed = 0.872" MAX HORIZ. LL DEFL = 0.010" @ 13'- 8.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1-11-08 5-02-04 6-10-04 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 3.00 o M-1.5x3 End vertical(s) are exposed to wind, 5 Truss designed for wind loads in the Mane of the truss only. M-3x4 4 o � o M-3x4 11 o� � M-3x6 M-1.5x3 14-3x4 7-00 7-00 1-00 14-00 c� �1GI N OpFS JOB NAME : J-1872 STONE BRIDGE - C2 w� ti Scale: 0.3683 F 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: C2 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. B Y: LA 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 v Gr) continuous sheathing such as plywood sheathing(TC)and/or cirywall(BC). '9A-OREGON DATE: 6/4/2015 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.SEQ. : 6284270 -9.A ,q Ry j 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. '1 TRANS I D: 428761 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if PAUL t fabrication,handling,shipment and installation of components. necessary 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I III II 111111111111111 I I III III I II III TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with center enter lines. , 9.Digs indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) III VIII III This design prepared from computer input by JP LUHRER. SPECIFICATIONS TRUSS SPAN 10- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin _ TC: 2:4 FDDF k1GBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2�.4 FDUF N166TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERA.; SUPPORT 12"OC. (JON. LOADING Wind: 190 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT � 2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, =6.0,Exp.BMWFRSI0, DL ON BOTTOM OTA CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material LI14ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3:,:5 _ REQUIREMENTS OF IBC 2012 AND IP.0 2012 NOT BEING MET. min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall LON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1::2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 complete specifications. 3.00— M-3r:5+ + 2 � I II m _ o � m � o � o `"' + 0 1 I � I I 3 q � � l 1-00 10-06 P R AFF JOB NAME : J-1872 STONE BRIDGE - D1NGINEFgs�o _ Scale: 0.6298 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 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 T r U s S: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure during construcbon 2.Design assumes the top and bottom chords to be laterally braced at e stability. 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 l plywood required here s and/or drywall(BC). A -9w OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lJ �(///,, 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 SEQ. : 628427 1 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, 99 rl Y Ab design loads be applied to any component. and are for"dry condition"of use. h' �V" TRANS I D: 4 2 8761 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 Pq U L T` fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided fi.This design is furnished subject to the limitations set forth by S.Plates shall be located on Doth faces of truss,and placed so their center i IIII I II I VIII II III I I 111111111 III I III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 1111111 This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 10'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,4 KDDF h11SIR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-6=(-230) 670 2-3=(-906) 238 BC: 2x4KDDF R158TR SPACED 24.0" O.C. 2-3=(-106) 197 6-7=(-235) 663 6-4=( 0) 234 WEBS: 2r.4 KDDF STA ND 3-4=(-718) 132 4-7=(-705) 212 LOADING 4-5=( -74) 73 7-5=(-162) 104 TC LATERAL SUPPORT <= 12110C. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOP.Z BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -112/ 574V -39/ 112H 5.50" 0.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" 101- 6.0" -74/ 433V 0/ OH 5.50" 0.69 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger suecs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTT014 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 = -0.028" @ 5'- 1.3" Allowed = 0.479" MAX TL CREEP DEFL = -0.059" @ 5'- 1.3" Allowed = 0.639" MAX HORIZ. LL DEFL = 0.005" @ 10'- 2.5" 1-11-08 3-03-08 5-03 MAX HORIZ. TL DEFL = 0.008" @ 10- 2.5" 12 Design conforms to main windforce-resisting 3.00 o system and components and cladding criteria. H-1.50 Wind: 140 mph, h=19.bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. H-3x.4 0 4 m 0 0 o M-3x.4 1 � M 3 M OJ 1 2'-- 6 3 PI-3x6 M-1.5: 3 H-3x4 5-01-04 5-04-12 1-00 10-06 (QED PROFF JOB NAME_ J-1872 STONE BRIDGE - D2Scale: 0.4548NG(NEF��/'o WARNINGS: GENERAL NOTES,unless otherwise noted: 78 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: D 2and 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 r. 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). A -OREGON ^� DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impacl bridging or lateral bracing required where shown++ 4y Y tz 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. : 6284272 �y 1 2 Q. steners 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 condNon'of use. 9h^ TRANS I D: 428761 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 I t L fabrication,handling.shipment and installation of components. necessary. lJ 7.i Design assumes adequate drainage is provided.6.This design is furnished subject to the limitations set forth by B.Plates shall be located on Doth faces of truss,and placed so their center II I I I II I (I I I I I III I III TPIAVrCA m BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 I MITek USA,Inc.ICompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) - IIIIIIIIIIIIII This design prepared from computer input by - Jp LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacin _ TC: 2::4 KDDF 4166TR LOAD DURATION INCREASE = 1.15 Design conforms to main windtorce-resisting BC: 2::9 KUUF H166'iR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT 12"OC. 110N. LOADING Wind: 190 m , PC LATERAL SUPPORT �= 12110C. h, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-lO OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP (All Heights) , Enclosed, Cat.2, Exp.B, M7-10ir1, DL ON BOTTOM CHORD = 10.0 PSP load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the Diane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1:c2 or equal typical at stud verticals. REQUIRE14ENTS OF IRC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for 12 complete specifications. 4,00 r�-BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTT014 CHORD LIVE LOADS ACT NON-CONCURRENTLY. _ 3 N 2 I1 � r•l �i- I O •� O O � O M-3:19 4 u t. 1-00 2-00 PR�FFss JOB NAME : J-1872 STONE BRIDGE - E1 GINEF 'o Scale: 0.8368 O CR 29 WARNINGS: GENERAL NOTES,unless otherwise noted 782 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 Kf Truss: E 1 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 constructio Is the responsibility of the erector.Additional permanent bracing of n 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LA 2'o.c.and at 1 o'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood aired ineresand/or drywall(Bq. A '9�OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ L�, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 628427 3 9,9 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, l( Y design loads be applied to any component. and are for"dry condition"of use, \�V TRANS I D: 42 8761 6.Design assumes full bearing at all supports shown.Shim or wedge if p R 5.CompuTrus has no control over and assumes no responsiblhty for the necessary. U 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 VIII II IIII I III III VIII IIII TPIMIrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.For siccatesrzeolplate edesiinches.vale EXPIRES: 12/31/2016 MiTek USA,tnc.ICompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) 11111111111111 IIIIIIII This design prepared from computer input by " JP L;)MBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:.4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2;:4 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-37) 11 '"C LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT != 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING 14AX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -69/ 301V 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing.] 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.001 VERTICAL DEFLECTION LII4ITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTT014 CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 14AX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX TC PANEL TL DEFL = -0.001" @ 1'- 3.1" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads n in the plane of the truss only. i o 21 1 41 I M-3x4 1-00 2-00 PROVIDE FULL BEARIN ,Jts:2,9,3 ��4Vp PRQFFSs JOB NAME : J-1872 STONE BRIDGE - E2 ���� �cNGINF9 X02. Scale: 0.E350 $� C '9 WARNINGS: GENERAL NOTES,unless otherwise noted: E �"� 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: E2 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 r, ' DES. B Y: LA T 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 OREGON DATE• 6/4/2015 responsibility g 9 continuous sheathing such as plywood here s and/or tl ywall(BC). the Overall structure is the res nsibik 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. .�� �q R y A 5?' SEQ. : 628427 4 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, l ` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 428761 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 P� necessary. fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. 6,This design is furnished subject to the gnitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center III I I I I I I III III III I I I II ITPIAVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MiTek) VIII IIII This design prepared from computer input by - JP LIMBER SPECIFICATIONS TRUSS SPAN 11'- 2.0" GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. TC: 2r.4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windtorce-resisting BC: 2..4 KDDF k16HTR SPACED 29.0" O.C. system and components and cladding criteria. WEBS: 2>:4 KDDF STAND LOADING Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE -10, TC LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, M-1.5:4 or equal ai non-structural Truss designed for wind loads vertical members (uon). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NODI-CONCURRENTLY. 5-07 5-07 M-9x8 _ 2 4.0" M-3r:5 M-3x.5 M-3-,K5 M-3x5 m 0 i 14-3:.:6+1 M-3x.6+ o ISI I I o 4 19-1.5x3 5-07 5-07 1-00 11-02 1-00 D PROFFss JOB NAME : J-1872 STONE BRIDGE - F1 �� �tJGINEER io Scale: 0.9569 �� 29 WARNINGS: GENERAL NOTES,unless otherwise noted 9J7 82 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: F1 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. d 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'o.c.and at 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 6/4/2015 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. V SEQ. : 628427"r5 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 R Y 1 lJ `' design loads be applied to any component. and are for"drycondition"of use. f1 V TRANS I D: ruscontrooverassumesresponsity S\ fabrication,handling,shipment and installation of components. necessary 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 IIII I VIII(IIII VIII VIII III III IIII III 9 ForDigitsb indicate size to p plate s inches. MiTek USA,InC,/COf(1pUTfU6 SOftWaf@ 7.6.7-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII 111 III This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 111- 2.0" IBC 2012 MAX 14EMBER FORCES 4WR/DDF/Cq=1.00 TC: 2r:4KDDF 41t5TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-19) 287 2- 3=(-622) 145 BC: 2;:4 KDDF 4 SIR SPACED 24.0" O.C. 2- 3=( -48) 201 8- 6=(-19) 287 8- 4=( 0) 250 WEBS: 2rA KDDF STAND 3- 4=(-417) 116 5- 6=(-622) 145 LOADING 4- 5=(-417) llc TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 201 BC LATERAL SUPPORT - 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -92/ 583V -96/ 96H 5.50" 0.93 KDDF ( 6251 REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. 111- 2.0" -92/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LI14ITS: LL=L/240, TL=L/180 5-07 5-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-08-13 3-10-03 3-10-03 1-OB-13 MAX LL DEFL = 0.067" @ 9'- 7.1" Allowed = 0.512" MAX TL DEFL = 0.070" @ 9'- 7.1" Allowed = 0.683" MAX LL DEFL = -0.002" @ 12'- 2.0" Allowed = 0.100" 12 IIM-9x9 12 MAX TL CREEP DEFL = -0.003" @ 12'- 2.0" Allowed = 0.133" 8.00 ­�'J 8.00 4.0" MAX HORIZ. LL DEFL = 0.002" @ 10'- 8.5" 4 MAX HORIZ. TL DEFL = 0.004" @ 10'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3 r:4 , 3 5 o _ 1 7 0 2' - 8 6 M-3x6 (4-1.5x3 M-3x6 L { 5-07 5-07 i-00 11-02 1-00 D P R OFFss JOB NAME : J-1872 STONE BRIDGE - F20 Scale: 0.4199 WARNINGS: GENERAL NOTES,unless otherwise noted: 7".2 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: F2 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 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 Impact sheathing such as plywood aired here)and/or drywall(BC). A '9w OREGON .Q„ DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !7 �(/ 2O'" 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. C/ SEQ. : 628427 6 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, 9i9� R y 1I design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 428761 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 fabrication,handling,shipment and installation of componentnecessary. s. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the lin itations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I III II III IIII III IIII III TPI1WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 1111111111111 III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-15) 296 6-3=(0) 246 BC: 2,4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-466) 98 6-4=(-15) 296 WEBS: 2:4 KDDF STAND 3-4=(-465) 98 LOADING 4-5=( 0) 63 T(: LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF EC i.RTER.AL SUPPORT = 12"OC. iION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -80/ 578V -83/ 83H 6.00" 0.93 KDDF ( 625) M-1.5'•.4 or equal at non-structural 111- 0.0" -79/ 574V 0/ OH 5.50" 0.92 KDDF ( 625) vertical r�embers (coP..). LI14ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING DIET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.046" @ 6'- 0.3" Allowed = 0.396" 5-06 5-06 MAX TC PANEL TL DEFL = 0.120" @ 71- 10.0" Allowed = 0.594" 5-06 6-06 MAX HORIZ. LL DEFL = 0.002" @ 10'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 6.5" 12 ^ 12 Design conforms to main windforce-resisting 2.00 M-4 :, 8,00 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3X5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i Truss designed for 4x2 outlool:ers. 2;:4 let-ins !H-1.5x4 H-1 5x4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. o Outlookers must be cut with care and are permissible at inlet board areas only. 0 i M-3x5 M-3X5 o L to 0 1H-3X4 M-1.5:-:3 M-3x4 I 6 5-06 5-06 1-00 11-00 1-00 0 PROFe JOB NAME : J-1872 STONE BRIDGE - G1 Scale: 0.3982 ����' �NGINEFR '029 WARNINGS: GENERAL NOTES,unless otherwise noted. /E78 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 �f Truss: G 1 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. R=- 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 s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 OREGON DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .9 ,q R y 15 SEQ. : 628427 7 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, +� -t design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 428761 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 �\ necessary. PAUL L 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 the,,center IIII I VIII VIII VIII VIII III I III I III IIII TPIANTCA in BCSI,copies of which will be furnished upon request Digs coincide with joint pcenter tines. EXPIRES. 12/31/2016 " 9.Di ns indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-467) 104 1-5=(-16) 298 5-2=(0) 248 BC: 2:A KDDF 41&BTR SPACED 24.0" O.C. 2-3=1-467) 98 5-3=(-16) 298 WEBS: 2::-:4 KDDF STAND 3-4=( 0) 63 LOADING I" LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTT014 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) OVERHANGS: 0.0" 12.0" 01- 0.0" -55/ 462V -79/ 73H 6.00" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) I11- 0.0" -84/ 586V 0/ ON 5.50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIRE14ENTS OF 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 DEFL = -0.002" @ 12'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 12'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 8'- 0.3" Allowed = 0.396" 5-06 5-06 MAX TC PANEL TL DEFL = 0.118" @ 3'- 2.2" Allowed = 0.594" 12 12 MAX HORIZ. LL DEFL = 0.002" @ 101- 6.5" 2.00[ IIM-4x9 8.00 MAX HORIZ. TL DEFL = 0.004" @ 10'- 6.5" 2 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 i 0 �� rn S o - 4 0 M-3x4 M-1.5x3 M-3x4 I � 5-06 5-06 11-00 1-00 SNG.. �FFs,. f JOB NAME : J-1872 STONE BRIDGE - G2 Scale: 0.4687 4C?` 'SS22 N 1� 029 WARNINGS: GENERAL NOTES,unless otherwise noted: 7"2 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 G 2 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 to'o.c.respectively unless braced throughout their length by (/ is the responsibility of the erector.Additional permanent bracing of h continuous sheathing such as plywood n ere s and/or drywall(BC). A -9^',OREGON. DATE: 6/4/2015 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.SEQ. : 6284278 .A� vq Z steners 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 Y 'A 5 design loads be applied to any component. and are for"dry condNoW of use. TRANS I D: 428761 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 C� necessary. PAUL 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 totaled on both faces of truss,and placed so their center III I I III I IIII I III III(IIII I III TPIMfTCA in BC61,copies of which will be furnished upon request. lines coincide v joint center lines. " 9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-l311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by JP LliMEEP. SPECIFICAT?ONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2xKDDF @ILBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-6=(-140) 935 2-3=(-527) 0 ' BC: 2>11 KDDF NISBTR SPACED 24.0" O.C. 2-3=(-647) 380 6-4=(-140) 935 6-3=( 0) 330 WEBS: 2;:4 KDDF STAND 3-4=(-647) 380 3-4=(-527) 0 LOADING 4-5=( 0) 27 TC LATERAL SUPPORT '= 12110C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -117/ 702V -29/ 29H 3.50" 1.12 KDDF ( 625) M-L 5>:4 or equal at non-structural 14'- 0.0" -117/ 702V 0/ ON 3.50" 1.12 KDDF ( o25) vertical members Non). LI141TED STORAGE DCES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. 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. 14AX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 14AX LL DEFL = -0.021" @ 7'- 0.0" Allowed = 0.671" MAX TL CREEP DEFL = -0.055" @ 7'- 0.0" Allowed = 0.894" 14AX LL DEFL = 0.002" @ 15- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.009" @ 13- 8.5" MAX HORIZ. TL DEFL = 0.016" @ 13- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, .OSCE 7-10, 7-00 7-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.o, 12 Truss designed for wind loads - 3.00 in the plane of the truss only. M-5x6 6 0" Truss designed for 4s2 outlookers. 2;A let-ins of the same size and grade as structural too 14-3x5+ chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 14-1.5 - M-1.5x3 o M-3-.5+ 2 1'\ '7 M-3x5+ 3x5 M-3::5 - M- oo _ o M-i.5x3 7-00 7-00 i-00 14-00 1-00 9 PROFe JOB NAME : J-1872 STONE BRIDGE - H1 31NEFq Scale: 0.3869 WARNINGS: GENERAL NOTES,unless otherwise noted: C 782 E 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• H 1 I 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. B Y: LA T o.c.and at 18'o.c.respectively unless braced throughout their length by � OREGON is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywall(BC). plywood sheathin C and/or d DATE: 6/4/2015 he overall structure is the responsibi4ry 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. .S/ steners 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: 428761 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII III I II III TPI VJTCA in SCSI copies of which will be furnished upon request lines coi indicate with joint center lines g.For siccatesrzorplat inches.vale EXPIRES: 12/37/2016 MiTek USA,Inc.ICompuTrus Software 7.6.7-S P2(4 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) I IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX IIE14BER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF 41&ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-142) 940 2- 3=(-1132) 250 BC: 2 x 4 KDDF 415BTR SPACED 24.0" O.C. 2- 3=( -58) 133 8- 6=(-145) 940 8- 4=( 0) 323 WEBS: 2x.4 KDDF STAND 3- 4=(-1011) 202 5- 6=(-1132) 250 LOADING 4- 5-(-10-11) 202 TO LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -58) 133 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 27 TOTAL LOAD = 42.0 PSF LETINS; 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -117/ 702V -29/ 29H 3.50" 1.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 141- 0.0" -117/ 702V 0/ OH 3.50" 1.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 14AX LL DEFL = 0.077" @ 12'- 1.4" Allowed = 0.671" MAX TL CREEP DEFL = -0.146" @ 7'- 0.0" Allowed = 0.894" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.009" @ 131- 8.5" 7-00 7-00 MAX HORIZ. TL DEFL = 0.016" @ 13'- 8.5" Design conforms to main windforce-resisting 1-11-08 5-00-08 5-00-08 1-11-08 system and components and cladding criteria. 12 12 Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3.00 a 3.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-42:6 load duration factor=1.6, Truss designed for wind loads 4 0 in the plane of the truss only. 4 I I I I\ n M-3x4 M-3x4 3 2.9" 5 N 7 �O OI I I 2'- 8 -'6 M-32:5 M-1.5x3 M-3x5 7-00 7-00 1-00 14-00 1-00 0 P R°pi`s C N�INF s; JOB NAME : J-1872 STONE BRIDGE - H2 Scale: 0.3885 $� ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 1`-'2 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: H 2 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 a DES. BY: LA 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 V h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '9" OREGON, DATE: 6/4/2015 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. SEQ. : 628428 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, Ry A" . design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 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 C`\ fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ml II I I I I III II I I I II I I II III TPIrCA in BCSI,copies of which will be furnished upon request Imes coincide wjoint center lines. EXPIRES: 12/31/22016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(i IIIIIIIIIIIIII This design prepared from computer input by JP LU14BEP. SPECIFICATIONS TRUSS SPAN 28- 0.0" IEC 2012 MAX MEMBER FORCES 441R/DDF/Cq=1.00 _ TC: 2::4 KDDF 0,1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 9=(-169) 557 2- 3=( -663) 227 BC: 2;:4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=( -60) 143 9-10=(-177) 549 9- 4=( 0) 306 WEBS: 2::4 KDDF STAND 3- 4=(-600) 205 10-11=(-172) 520 4-10=(-1188) 293 LOADING 4- 5=( -18) 728 11- 1=(-164) 528 5-10=( -688) 175 TC LATERAL SUPPORT 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -18) 743 10- 6=(-1173) 291 BC LATERAL SUPPORT 12"OC. (JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-294) 129 6-11=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 27 6- 7=( -397) 100 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 LI14ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) . I5-1.5x4 o: equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0" -108/ 529V -45/ 45H 3.50" 0.85 KDDF ( 625) vertical memhers (non). 141- 1.0" -128/ 1525V 0/ ON 9.00" 2.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28- 0.0" -114/ 526V 0/ OH 5.50" 0.84 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc soacin . 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 = -0.038" @ 1'- 10.6" Allowed = 0.671" MAX TL CREEP DEFL = -0.046" @ 1'- 10.6" Allowed = 0.894" MAX LL DEFL = -0.027" @ 20- 11.2" Allowed = 0.654" MAX TL CREEP DEFL = -0.050" @ 21- 0.5" Allowed = 0.872" 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 = 0.013" @ 27- E.5" MAX HORIZ. TL DEFL = D.019" @ 27'- 6.5" Design conforms to main windforce-resisting 19-00 19-00 system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -11-08 5-02-12 6-09-12 6-10-12 7-01-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration facto r=1.6, 12 Truss designed for wind loads M-4x6 -3.00 in the plane of the truss only. Id-3,,�54.00 M-3x5 M-2.5x:4 or equal at non-structural diagonal inlets. M-3x5Truss designed for 4x2 outlookers. 2;:4 let-ins M-1,5x9 M-1.5x9 M-3x5 M-3x5+ of the same size and grade as structural top M-3::9 M-3x8 chord. Insure tight fit at each end of let-in. 4 2 M-3x.5+ M-3x6 Outlookers must be cut with care and are :4 permissible at inlet board areas only. + M-1.5::3 3 o 1 9 �� 2 9 - 0 7 M-3::5 M-1.5x3 M-SX8(S) •25„ M-1.5x3 7-00-08 7-00-08 6-11-08 6-11-08 1-00 PROVIDE FULL BEAP,ING;Jts:2 10 i 28-00 1-00 0 PROF JOB NAME : J-1872 STONE BRIDGE - I1 Scale: 0.2223 WARNINGS: GENERAL NOTES,unless otherwise noted. /82 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: 11 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 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'o,c.and at to'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of v continuous sheathing such as aired here sand/ortlrywall(BC). '9w OREGON P DATE: 6/4/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �(/ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ..9� Vq 2 Q• SEQ. : 6284281 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�` y A5 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 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 pA U L T` necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 fi.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 III I I III)III 1111111111111111111 III TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.For mdicatesizorplat design vale EXPIRES; 12/31/2016 MiTek USA,Inc.ICompuTrus Software 7.6.7-S P2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 11111 IIIIIII 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: 2,4 KDDF RI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2-10=(-198) 577 2- 3=( -655) 245 BC: 2,:4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=( -60) 143 10-11=(-206) 569 10- 4=( 0) 306 WEBS: 2r_4 KDDF STAND 3- 4=(-622) 221 11-12=(-200) 527 4-11=(-1184) 290 LOADING 4- 5-( O) 737 12- 8=(-192) 535 5-11=( -698) 170 TC LATERAL SUPPORT �= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=( 0) 753 11- 6=(-1155) 285 BC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-5'9) 218 6-12=( 0) 297 TOTAL LOAD = 42.0 PSE 7- 8=(-104) 205 7- 8=( -678) 275 LETINS: 2-00-00 2-00-00 8- 9=( 0) 27 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 ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -116/ 526V -45/ 45H 3.50" 0.84 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14'- 1.0" -118/ 1530V 0/ OH 9.00" 2.45 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 281- 0.0" -116/ 523V 0/ OH 5.50" 0.84 KDDF ( 625) COND, 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14AX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 14AX LL DEFL = -0.035" @ 1'- 10.6" Allowed = 0.671" MAX TL CREEP DEFL = -0.044" @ 1'- 10.6" Allowed = 0.894" MAX LL DEFL = -0.026" @ 201- 11.2" Allowed = 0.654" MAX TL CREEP DEFL = -0.051" @ 21- 0.5" Allowed = 0.872" 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 = 0.014" @ 271- 6.5" MAX HORIZ, TL DEFL = 0.019" @ 27'- 6.5" Design conforms to main windfcrce-resisting 14-00 14-00 system and components and cladding criteria. -1i-08 5-02-12 6-09-12 6-10-12 5-01-12 1-11-OB Wind: 140 mph, h=20.lft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 3.00 M-4x63.00 Truss designed for wind loads n the plane of the truss onl,;. M-3x44 2.9" 6M-3x4 0 T M-3x4 + + M-3x4 3 o 1 9 o 2 10 11 12 - 8 � M-3:•:5 M-1.5x3 M-5x8(S) •L5„ H-1 1.2 M-3x6 7-00-08 7-00-08 6-11-08 6-11-08 1-00 PROVIDE FULL BEARING;Jts:2,11 8 28-00 1-00 ° PROFFs JOB NAME : J-1872 STONE BRIDGE - I2 191 Scale: 0.2199 � R1 2.9 WARNINGS: GENERAL NOTES,unless otherwise noted: W82, 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: 12 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 constructi,on 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 drywall(BC). A "y,L OREGON ^� DATE: 6/4/201S the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4y 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. : 6284282 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Ry design loads be applied to any component. and are for"dry condition"of use. it TRANS I D: 428761 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 Pq U 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 " IIIIII I III I III II III I IIII IIII IIII IIII TPIM/TCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIII II This design prepared from computer input by JP LUBBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IRC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2;:4 KDDF h16BTB LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2-10=(-198) 577 2- 3=( -655) 245 BC: 2x.4 KDDF 1&BTR SPACED 24.0" O.C. 2- 3=( -60) 143 10-11=(-206) 569 10- 4=( 0) 306 WEBS: 2::4 KDDF STAND 3- 4=(-622) 221 11-12=(-200) 527 4-11=(-1184) 290 LOADING 4- 5=( 0) 737 12- 8=(-192) 535 5-11=( -698) 170 TC LATERAL SUPPORT 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 753 11- 6=(-1155) 285 BC LATERAL SUPPORT = 12"OC. [)Of]. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-579) 218 6-12=( 0) 291 TOTAL LOAD = 42.0 PSF 7- 8=(-104) 205 7- 8=( -678) 275 LETiNS: 2-00-00 2-00-00 8- 9=( 0) 27 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 M-1.5>.4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - vertical melnhers (oon). 01- 0.0" -116/ 526V -45/ 45H 3.50" 0.84 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14- 1.0" -110/ 1530V 0/ OH 9.00" 2.45 KDDF ( 625) AND BOTT014 CHORD LIVE LOADS ACT NON-CONCURRENTLY. 28'- 0.0" -116/ 523V 0/ OH 5.50" 0.84 KDDF ( 625) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14AX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 14AX LL DEFL = -0.035" @ 1'- 10.6" Allowed = 0.671" MAX TL CREEP DEFL = -0.044" @ 1'- 10.6" Allowed = 0.894" MAX LL DEFL = -0.026" @ 20- 11.2" Allowed = 0.654" MAX TL CREEP DEFL = -0.051" @ 21- 0.5" Allowed = 0.872" 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 = 0.014" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 27'- 6.5" Design conforms to main windforce-resisting 14-00 14-00 system and components and cladding criteria. 1-10-10 5-01-1^: 0'-11-08 6-10-12 5-01-12 1-1?-08 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss desioned for wind loads M-42:6 3.00 in the plane of the truss onl7. 5 0 Truss designed for 4x2 outlookers. 2:•:4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-32:4 M-3x4 Outlookers must be cut with care and are 6 permissible at inlet board areas only. N M ]v4 o -�..Y - 4 3 W,� -� + + 7 M-3x4 2 10 1 12 8 0 M-1.5,3 M-5`8(S) •L5„ M-1.5x3 14-3x6 1-02-04 6-10-12 6-11-08 6-11-08 1-00IPROVIDE FULL BEARING;Jts:2,11,8 28-00 1-00 D P R OFFSS JOB NAME : J-1872 STONE BRIDGE - 13 Scale: 0.2144 V_NGIRNI _/Y /°2y WARNINGS: GENERAL NOTES,unless otherwise noted* 782 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: 13 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. O'er 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'o.c.and at 10'o.c.respectively unless braced throughout their length by v Cry is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A '9w OREGON DATE: 6/4/2015 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. Y ,�GJ SEQ. : 628428 3steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 S.CompuTrus has no control over and assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge if � PA U L fabrication,handling,shipment and installation of components. ry 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 IIIIII VIII VIII VIII VIII VIII II II III TPIMITCA in BCSI,copies of which will be furnished upon request hies coincide with joint center tines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-Z 16.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) I III III III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 41- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Co=1.00 TO: 2::4 KDDF 4IGBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(-26) 30 3-4=(-113) 99 BC': 214 KDDF YI&BTR SPACED 24.0" O.C. 2-3=(-73) 35 WEBS: 2}:4 KDDF STAND LOADING TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC, [ION. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 487V -14/ 53H 5.50" 0.78 KDDF ( 625) OVERHANGS: 22.5" 0.0" 4'- 0.0" -17/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FC-. Design checked for net(-5 psf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.031" @ -1'- 10.5" Allowed = 0.188" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.033" @ -1'- 10.5" Allowed = 0.250" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.020" @ 1'- 9.3" Allowed = 0.203" 14AX TO PANEL TL DEFL = 0.021" @ 1'- 9.3" Allowed = 0.305" 4-00 MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 4.00 c:- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. M r O O I I t`l � O Ifs I M II O 0 21 1 14 M-3x4 M-1.5x3 1-i0-08 4-00 oPRope JOB NAME : J-1872 STONE BRIDGE - K1 61 N Scale: 0.6550 ~ �'� WARNINGS: GENERAL NOTES,unless otherwise noted W,82 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• K 1 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 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w OREGON ^� DATE: 6/4/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ j/ (J 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. : 628428 4 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, �4i9L RY 16 ! design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 428761 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P U L C - fabrication,handling,shipment and installation of components. necessary. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII III VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI copses of which will be furnished upon request lines coincide with joint center lines 9. p Digits plate in inches. EXPIRES: 12/37/2016 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)