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Plans (43) V\A T 2O15X2.x' 2C • • •• •• • • • • -J' • • ••• • • ••• • • • • • • • • • • • • • • • MiTek . . .• • .. • ••• • . . •. . • . . • •. • •• •• •• • • •• • • • • • • • • • • • ••• .•. • ••• • MiTek USA, Inc. 2�0 Klu%Circle • •• ••• Corona,I.HItiO ••• • • :`i1r242 •• • • • • • • • • • • • • • ••• • • • • 4 •• Re: J-1869 STONE BRIDGE • The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1616691 thru K1616698 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co<jk°G FIDIr.6"5'6> 89200PE 57r OREGON '0 14,2-(/ RR10- December 22,2015 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. J I 1 f C This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 RIDE g15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-265) 1099 2- 3=(-1398) 414 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2- 3=( -92) 184 10- 8=(-286) 1099 4-10-) -167) 192 WEBS: 2c4 RODE STAND 3- 4=(-1218) 345 10- 5=( 0) 363 LOADING 4- 5=(-1038) 219 10- 6=1 -167) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1038) 219 7- 8=(-1398) 414 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1218) 344 TOTAL LOAD = 42.0 PSF 7- 8=( -92) 184 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 863V -38/ 38H 5.50" 1.38 KDDF ( 625) M-1.5c4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 10.0" -127/ 863V 0/ OH 5.50" 1.38 RODE ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ 8'- 11.0" Allowed = 0.846" MAX TL CREEP DEFL = -0.134" @ 8'- 11.0" Allowed = 1.128" MAX LL DEFL = 0.002" @ 18'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 17'- 4.5" MAX HORIZ. TL DEFL = 0.024" @ 17'- 4.5" 8-11 8-11 1 Design conforms to main windforce-resisting 4-02-13 4-08-03 4-05-08 4-05-08 system and components and cladding criteria. - -)-- - l -- 1 r Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads M-3x$ ,f--, M-3x5 in the plane of the truss only. M-3x5 M-1.5x4 r' - .. - M-1 5x4 M-3x5 M-1.5x3 1 / M-1.5x3 Truss designed for 4x2 outlookers. 2x4 let-ins t „- of the same size and grade as structural top M-3x5+ 4 3. M-3x5+ 6 chord. Insure tight fit at each end of let-in. M-3x4 -`� ` �-• M-3x4 Outlookers must be cut with care and are permissible at inlet board areas only. 3 ...„---- _----- 1 _ _.. • iii,----___ i ____, hi ____ , ____ r , , , ->------ flr ,`� .,. , . , , .. ,..... _. _____ _- - ( m �J .... 2- 10 B o • • • ' IM-3x6 M-3x8 M-3x6 •••• • • • • • • • • • • --- - - -1- - ----- - - b • •••••• s-11 8-11 AD PROfitS ••• i-00 17-10 1-00 C?\c5`. C.2- • "' • • ••• • •• •• .: I 6 • I 1 f I 1 r • s This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 17'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-265) 1099 2- 3=1-1398) 414 BC: 2x4 KDDF 4168TR SPACED 24.0" O.C. 2- 3=( -92) 184 10- 8=(-286) 1099 4-10=( -167) 192 WEBS: 2x4 KDDF STAND 3- 4=(-1218) 345 10- 5=1 0) 363 LOADING 4- 5=(-1038) 219 10- 6=) -167) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1038) 219 7- 8=(-1398) 414 BC LATERAL SUPPORT <= 12"OC, VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1218) 344 TOTAL LOAD = 42.0 PSF 7- 8=( -92) 184 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 863V -38/ 38H 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 10.0" -127/ 863V 0/ OH 5.50" 1.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ B'- 11.0" Allowed = 0.846" MAX TL CREEP DEFL = -0.134" @ 8'- 11.0" Allowed = 1.128" MAX LL DEFL = 0.002" @ 18'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 18'- 10.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.015" @ 17'- 4.5" MAX BORIZ. TL DEFL = 0.024" @ 17'- 4.5" 8-11 8-11 rt I Design conforms to main windforce-resisting 1-11-01 2-06-07 4-05-08 4-05-08 2-06-07 1-11-01 system and components and cladding criteria. - -1--.---. - -----, 1 - 1. 1 1 12 12 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 i - M-4x6 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 r-� in the plane of the truss only. 0 M-1.5x3 \-� M-1.5x3 4-- 3.0" M-3x4 �\ \ M-3x4 3 CO •M-3x8 M-3x6 • : : : • • • • • •••••• • • 8-11 8-11 :,,,, Vi) VQ P R Op • • • e. 1-00 17-10 1-00 ��% SIN . ••• 2 •• •• .:.o/920 E• : yr" • _ ••••• • JOB NAME : J-1869 STONE BRIDGE - A2 •• • Scale: 0.3147 . "f • •. �.„,:�--,- •- - - -_ • • ••••• WARNINGS: GENERAL NOTES, unless otherwise noted: 1 ••••A(''� •}�'•••• CZ- ' 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 . V R E G)1 4 �� •• • Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4-2 2.2x4 compression web bracing must be installed where shown r" incorporation of component is the responsibility of the building designer. ty, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �(C� � is the responsibility of the erector.Additional permanent bracing of us 2'o.c.and at 10'o.c.respectively unless braced throughout their length by b •• • • continuosheathing such as plywood sheathing(TC)andlor drywall(BC). "f l 1 l 1�\,,, •••• DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A SEQ. : K 1616 6 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ' TRANS I D• LINK design loads be applied to any component. and are far"dry condition"of use. EXPIRES: y {� t�}��j } 1 7 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 Ln r i R J: 1 LI t7 /L I necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 22;20 1 TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. i 9.Digits indicate size of plate In inches, MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 W I I J 1 1 a / 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=1-329) 851 2- 3=(-785) 205 BC: 2x4 KDDF 111&BTR SPACED 24.0" 0.C. 2- 3=(-333) 256 10-11=1 -62) 226 3-10=1-444) 345 WEBS: 2x4 KDDF STAND 3- 4=1-616) 274 11-12=( -62) 226 10- 4=1-100) 571 LOADING 4- 5=1-127) 681 12-13=1-274) 132 4-12=1-978) 543 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-127) 682 13- 8=(-150) 275 12- 5=(-737) 347 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=1 -93) 305 12- 6=1-513) 380 TOTAL LOAD = 42.0 PSF 7- 8=1-589) 581 6-13=1-275) 265 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 13- 7=1-519) 410 LL = 25 PSF Ground Snow (Pa) 7- 8=1-309) 284 M 1.S:c4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0.0" -125/ 751V -104/ 104H 5.50" 1.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 4.0" 0/ 195V 0/ OH 272.00" 0.31 MODE ( 625) Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 0.0" -314/ 1703V 0/ OH 272.00" 2.72 KDDF ( 625) considered for this design. 30'- 0.0" -71/ 736V 0/ OH 272.00" 1.18 KDDF 1 625) 40'- 0.0" -80/ 465V 0/ OH 272.00" 0.74 KDDF 1 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. � VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -D.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.031" @ 6'- 7.4" Allowed = 0.844" MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.094" @ 4'- 10.2" Allowed = 0.602" MAX HORIZ. LL DEFL = 0.010" @ 40'- 0.0" MAX HORIZ. TL DEFL= 0.014" @ 40'- 0.0" Design conforms to main windforce-resisting 20-00 20-00 system and components and cladding criteria. 6-08 6-08 6-08 6-08 6-08 6-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T- --- _ --I1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, M-4x6 Truss designed for wind loads 4.00 c=14.00 in the plane of the truss only. M-3x5 4.0" M-3x5 M I4x x(gS) M-1.5x4 M-3x� r, M-3x5 M-3x5 M-2.5x9 or equal at non-structural diagonal inlets. 0.25 /I 13•gr. _- J4-1.5x4 M-5X6(S) _\ _- 0.25" Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x.4 4 it r -`-.� M-1.5x4 of the same size and grade as structural top 1 chord Insure it at each end of let-in M-3x5 /1 I it M-3x5 outlookers must lbetcut with careandare ••••• �-' M-3x9 permissible at inlet board• areas o M 3x9 = �. �� . i I iii: `'� P �X••• •• w M-3x5+ 3 7 M-1.5x3 t �� ---'-i L. \\ •••• 1 I /� II \\\ ll u- M-1.5x3 M-3x6 �� • �/ II �- ��� M-5x6 • • • • • CD ? rt'- t .I.-_1. -11t-141__ -I l I _. •\9 -'t •••••• • • M-4x6 X1.25" O PROFe.74 • 11 1 M-3x9 1} • • M-5x12(S) 9 �+ I1 ) GIN • ,4 O • • 10-00 7-04 2-08 10-00 10-00 � ••• !' •• •• 1-00 - - 40-00 - - - 1-00 "�- ••• • • - C" • ••�92QC}F�E • v S•••• • JOB NAME : J-1869STONE BRIDGE - Bl ..., ••••• Scale: 0.1982 .��t ••• ®..e:'._-'•;""'''''-W"i.. .Cr •••• WARNINGS: GENERAL NOTES• uMesa otherwiseHoled: 0 ••• -• •••••• '.ice . 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 77 OREGON 4 f •• Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 12.204 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer, �/ 2.Design assumes the top and bottom chords to be laterally braced at 0 I14 •••••• 3.Additional temporary bracing to insure stability during construction `•' a is the responsibility of the erector.Additional permanent bracing at 2'o.c.and at 10'o.c.respeclivety unless braced throughout their length by •• `• •• • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /11 .R �7 R I 1 �„ •••• DATE: 12/22/2015 the overall structure is the responsibility of the building designer, 3.2a Impact bridging or lateral bracing required where shown.0 (�i 1 1. SEQ.: K1616693 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. ' 5.CompuTrus has no control over and assumes no responsibility for the 6.nDeces sa assumes lull Dearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 )/rj /r]®1? fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. December r 22 201 5 L iJ 1 L 1 ' 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 , TPII1NTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTtus Software 7.6.7-SP2(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . ' 1 a ' ' ' 1 ' 1 a 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-1290) 3328 2- 3=(-3241) 1163 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -563) 344 10-11=(-1118) 2998 3-10=1 -151) 244 WEBS: 2x4 KDDF STAND 3- 4=(-3442) 1374 11-12=(-1138) 2998 10- 4=1 -15) 451 LOADING 4- 5=(-2508) 1133 12- 8=1-1298) 3328 4-11=1 -856) 484 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1133 11- 5=( -415) 1193 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3442) 1374 11- 6=( -856) 483 TOTAL LOAD = 42.D PSF 7- 8=) -563) 344 6-12=( -15) 451 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 12- 7=( -151) 244 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3241) 1163 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -253/ 1794V -104/ 104H 5.50" 2.87 KDDF ( 625) BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP 40'- 0.0" -253/ 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. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.281" @ 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 CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.157" @ 39'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 20-00 20-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • -_- - - load duration factor=l.6, 6-05-15 6-10-01 6-08 6-08 6-08 6-08 Truss designed for wind loads in the plane of the truss only. 12 12 4.00 r- M-4x6 4.00 4.0" M-5x8(S) 5 r-n M-5x8(S) 0.25" 3.0" -V 0.25" 4 66 M-3x8 M-3x8 ••••• 31._- - is �. + ••�,� 7 •••• • • M-1.5x3 ' , \� ���. ASM-1.5x3 ••••• -- , 10 11 1 128 O , �0 P R QF� M-546 M-3x9 0.25" M-3x4 M-5x6 � • • M -5x8(5) cam, • • 4 ( G1N ,t"� ' •••••• 10-00 10-00 10-00 10-00 •-'Y 0" • • 1-00 40-00 1-00 •••"44 •• •• .:•I�204f'. • • �- • JOB NAME : J-1869 STONE BRIDGE - B2 • Scale: 0.1496 '... • WARNINGS: GENERAL NOTES, unless otherwise noted: •• •()� p I•••• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .- (i R E G W 1 V t.( • Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper �,,. - . Vr • /� • ir 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 Q *-t , A� is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout(heir length b1' •,, , , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41,'R R L�'- •••• DATE: 12/22/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown+« SEQ.: K 1616 6 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. rasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are tot"dry condition"of use. 5.Lompalrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center December 22,2015 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s c I Ill I 1 1 r 6 k This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-11=(-358) 748 2- 3=1-975) 599 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-102) 195 11-12=( -99) 151 4-11=1-429) 329 WEBS: 2x4 KDDF STAND 3- 4=1-836) 488 12-13=( -99) 151 11- 5=( -86) 566 LOADING 4- 5=1-517) 320 13-14=1-337) 102 5-13=1-992) 540 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=1 -84) 842 14- 9=(-160) 264 13- 6=1-836) 308 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -84) 843 13- 7=1-586) 351 TOTAL LOAD = 42.D PSF 7- 8=( -84) 337 7-14=1-236) 338 LETINS: 2-00-00 0-00-00 8- 9=1-585) 585 14- 8=(-519) 409 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 36 8- 9=1-301) 298 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -132/ 698V -104/ 104H 5.50" 1.12 KDDF ( 625) vertical members loon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 4.0" 0/ 265V 0/ OH 260.00" 0.42 KDDF ( 625) 20'- 0.0" -309/ 18140 0/ OH 260.00" 2.90 KDDF ( 625) Unbalanced live loads have been 30'- 0.0" -89/ 705V 0/ OH 260.00" 1.13 KDDF ( 625) considered for this design. 40'- 0.0" -81/ 454V 0/ OH 260.00" 0.73 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 6'- 7.4" Allowed = 0.894" MAX TL CREEP DEFL = -0.078" @ 6'- 7.4" Allowed = 1.192" MAX LL DEFL = 0.003" @ 41'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.009" @ 40'- 0.0" MAX HORIZ. TL DEFL = 0.011" @ 20'- 0.0" 20-00 20-00 Design conforms to main windforce-resisting I I ---- 1 system and components and cladding criteria. 1-11-01 4-08-15 6-08 6-08 6-08 6-08 6-08 "I 1 , -j- ) ) Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 p M-4x6 �)4 00 load duration factor=l.6, Truss designed for wind loads M-3x5 M-15x4 M-3x 4'���M-3x5 M-3x5 in the plane of the truss only. . M-3x5 b� M-3x5 M-5x6(5) "" --------- M-1.5x4 M-5x6(S) 0.25" M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x9 3.'' -r - 0.25" M-1.5x4 5 I r\ Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 M-3x5+ of the same size and grade as structural top M-3x5 � ; �9l I• �, -�:"- chord. Insure tight fit at each end of let-in. M-1.5x3 • - !� �' 1' \\-(-1-c.--,.... `�, M-3x4 Y! outlookers must be cut with care a .:" ,17 I �� 8 n l .Vie• • •®+ �, l I ((�� ` M-3X5+ permissible at inlet boarfl areas •r,:;. • I\` M-1.5x3 ••••••• •••• M-3x9 - � � jc.7,4:-1 I I �� I ���- 3 \- I\_ �\ \ M-5x6 • • • •••••• 1 -_ `�. Imo_;_ �� oo •• • • ��^ -�° , •••••• • • o M-3x.6 M-4x6 12 16.25" M-Yx4 • Pimp •••: I B t ' I I 1 1 r This design prepared from computer input by JP LUMBERSPECIFIC.TIONS TRUSS SPAN 11'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF til&BTR LOAD DURATION INCREASE = 1.15 — — — — BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2n4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non-structural vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with (2x4 TC) C-2.5x4.3 or BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (2x6 TC) C-4x4.3 min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. INote:Truss design requires continuous bearing wall for entire span UON. 1 5-08 5-08 1-00 5-08 5-08 M-4x8 4.0" 3 r " !O /i 5.11" �� \ \-- M-5x6 M-5x6\ °� 1 - o 11 ' T_ _ — 6 M-1,5x3 •••• • • • • • — — -- — -- ) •••• 5-08 5-Q8 • .....• • • • • — — — 1 • • • 1-00 11-04 1-,AI,.�••• • • 4iDPROFS ••• N '�C� 'r.,:cI IN•F • S1( •••••• <c,' ... i •.•••• .:.0)2ootr�'E. : �� • • JOB NAME : J-1869 STONE BRIDGE - Cl •"• 7.........,e>,,,, ,---.--, ' • „...., ••••• Scale: 0.5577 �.-:''' •Ipik.•„A z-<- .. WARNINGS: GENERAL NOTES, unless otherwise noted. ' •�~ • L �����C REGbN t S. • 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 � �.�f • Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation al component is the responsibiliy of the budding designer. '�1y" 2.Design assumes the lop and bottom chords to he laterally braced at ` p g • 3.Additional temporary bracing to insure stability during construction + ��. •••..• is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L�['7 I l �� ` . DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.2w Impact bridging or lateral bracing required where shown•• f�f-1 1.- •.•• SEQ.: K1616696 4.No load should be applied to any component until after all braung and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112017 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 22 2015 7PI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc.lCompuTrus Software 7.6.7-SP2(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t T I I 1 1 l J I l k_ t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 18'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 3E 2- 9=(-110) 392 2- 3=(-577) 224 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -97) 207 9-10=(-104) 98 4- 9=(-338) 210 WEBS: 2,4 KDDF STAND 3- 4=(-436) 163 10- 7=1 -91) 20 9- 5=( -48) 330 LOADING 4- 5=1-168) 44 5-10=(-746) 199 TC LATERAL SUPPORT (= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-119) 504 10- 6=(-434) 236 BC LATERAL SUPPORT 5= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-113) 137 6- 7=( -4) 91 TOTAL LOAD= 42.0 PSF 7- 8=1 0) 36 LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ 800 REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -84/ 492V -40/ 40H 5.50" 0.79 KDDF ( 625) 11'- 1.3" -122/ 1021V 0/ OH 5.50" 1.53 KDDF ( 625) M-1.5:4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 18'- 8.0" -60/ 283V 0/ OH 3.50" 0.45 KDDF ( 625) Vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.015" @ 4'- 7,4" Allowed = 0.521" MAX LL DEFL = 0.002" @ 19'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 8.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.032" @ 3'- 8.8" Allowed = 0.436" MAX BC PANEL LL DEFL = -0.057" @ 15'- 0.3" Allowed = 0.327" MAX BC PANEL TL DEFL = -0.141" @ 15'- 0.3" Allowed = 0.436" MAX HORIZ. LL DEFL = 0.003" @ 18'- 4.5" MAX HORIZ. TL DEFL = 0.003" @ 18'- 4.5" 9-04 9-04 1-11-01 2-08-15 4-08 4-08 4-08 Design conforms to main windforce-resisting -1--- -- ) - ----7- - I -- -, system and components and cladding criteria. 12 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, M-3x55 ,-, M-3x5 Truss designed for wind loads _ 11\ in the plane of the truss only. M-3x5 M-1.5x-- '4,' ' \ M-1.5x4 M-1.5x3 1 \ M-3x5 /I \ `:T- - - M-2.5x4 or equal at non-structural diagonal inlets. 3.0" 6 M-3x4 II // \ ,`\7_` M-3x5+ M-3x5+ Truss designed for 9x2 outlookers. 2x9 let-ins M-3x4 �a M-3x5 of the same size and grade as structural top 4 M-1.5x3 3 chord. Insure tight fit at each end of let-in. \ I ✓h, \ \ �1 1- \ Outlookers must be cut with care and are ; permissible at inlet board areas only. w 1ct. WA j 1 • • • 9 r--------40--- --- - - - -- -'s'7 0 •••••• •••• •••+••i 1M-3x6 M-3x4 M-3x4 • • • • Y • • • • -06-12 ( 3-n6-o8 7-06-12 - - gyp P R OF • • ( ____j . fs�GIN. Si�1 •••••• 1-00 PROVIDE FULL BEARING;Jts:2,10,7 18-08 1-00 Q'n"„ `�..�' • , �/1 • • 4. ••• •• f• 474.- •: 2001• •• • JOB NAME : J-1869 STONE BRIDGE - D1 '�' �, .-- - •• • Scale: 0.2870 • `'' ••••• y` .101-� ' �_._i. . . • WARNINGS: GENERAL NOTES, unless otherwise noted' Sr• •-• ��f�R�•••• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (�`'•� h • Truss: D1 • and Warnings before construction commences. building component.Applicability of design parameters and proper v� • 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. /� ' 14 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to insure stability during construction s � 2'o.c.and at 10'o.c.respectively unless braced throughout their length by111/ ' • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)TC and/or d wall BC L� I 1 �• • • DATE: 12/22/2015 the overall structure is the responsibility of the building designer. Pb 9( ) • ry ( ) ! R L •••r• P N 9 g 3.2x Impact bridging or lateral bracing required where shown • SEQ.: K1616697 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. ' TRANS I D• LINK design loads be apphed to any component. and are ts,"dry condition"or use. 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: R [�, rl%r} !ry rq 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1�f fl �7 L t7 (Lll 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 December 22,2015 TPI/W1'CA in 8C01,copies of which will be furnished upon request. lines CA inside with joint center lines. 9.Digits indicate size of plate in Inches. Mack USA,Inc.FCompuTrus Software 7.6.7-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) It r t 8 Si f s . r • 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 18'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 515BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-10=(-125) 443 2- 3=(-619) 238 BC: 2x4 KDDF M15BTR SPACED 24.0" O.C. 2- 3=( -96) 206 10-11=( -56) 77 4-10=(-327) 207 WEBS: 2n4 KDDF STAND 3- 4=(-492) 182 11- 8=1 -87) 88 10- 5=1 -46) 322 LOADING 4- 5=1-231) 65 5-11=1-700) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -92) 432 11- 6=1-423) 232 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -97) 96 7- 8=(-140) 130 TOTAL LOAD = 42.0 PSF 7- 8=1 -61) 160 L£TINS: 2-00-DO 2-00-00 8- 9=1 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED 8160 AREA REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -89/ 511V -40/ 40H 5.50" 0.82 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11'- 1.3" -109/ 975V 0/ OH 5.50" 1.46 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 8.0" -66/ 310V 0/ OH 3.50" 0.50 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 4'- 7.4" Allowed = 0.521" MAX LL DEFL = -0.012" @ 16'- 10.0" Allowed = 0.352" MAX LL DEFL = 0.002" @ 19'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 8.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.032" @ 3'- 8.8" Allowed = 0.436" MAX BC PANEL TL DEFL = -0.035" @ 15'- 0.3" Allowed = 0.436" MAX HORZZ. LL DEFL = 0.004" @ 18'- 4.5" 9_04 9-04 MAX HORIZ. TL DEFL = 0.005" @ 18'- 4.5" f 1-11-01 2-08-15 4-08 4-08 2-08-15 1-11-01 I 1 1 f 1 'T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 M-4x6 -4.55 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir), 5 ,--I load duration factor=l.6, ii Truss designed for wind loads L �----_, 1 _\ in the plane of the truss only. M-1.5x3 / / \3.0" ` M-1.5x3 i____---\ i ./ \. `_ 6 M-3x4 ¢` � M-3x9 / o Fr__ • ,-[''[.:8// [ ___ _ ___ r 9 -co •••rx • I • • • ••••• nh --- - -- - 10 -=711 ---- - KN8 --0 ♦••• I M-3x6 M-3x4 M-3x4 M-3x5 • •••:•• • - - ____J- • • • ( -i 7-06-12 3-06-08 7-06-12 s4:_D PR OF -6-0 S •••••• 1-00 PROVIDE FULL SEARING;Jts_2,11,8 18-08 1-00 '2.i • /' • • ••• -6s' •• •• •• •• • JOB NAME : J-1869 STONE BRIDGE - D2 •••..�' ;", •.... Scale: 0.2870 •• -y-�„_..� WARNINGS: GENERAL NOTES, unless otherwise noted .- Q,>..•• EG URI••• ..,,CC I.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual i 1 [ • Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2i �� A. • 2.2,4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / � 14, *• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el •••••• is the responsibility al the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • • �' continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). /11 --RR 7 f V.A.".‘,' •••• DATE: 12/22/2015 , the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�E 1 SEQ. : K 1616 6 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are lar"dry condition"of use 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 22,2015 TPUWTCA in 81S1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2j 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 Symbols -- -- y Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION (f 4 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) t • offsets are indicated. Damage or Personal Injury •••••• ��� Dimensions are in ft-in-sixteenths. • ! im Ap ,fates to both sides of truss 11 Y 1 2 3 1. Additional stability bracing for truss system,e.g. pn ful yembed teeth. diagonal or X-bracing,is always required. See BCSI. 4lo •G•••• TOP CHORDS g y q • 1 „•• •• 2. Truss bracing must be designed by an engineer.For • ••• • 0-/1 ••••• 4 wide truss spacing,individual lateral braces themselves • j p WEBS may require bracing,or alternative Tor I ♦ • p bracing should be considered. 14141 • • = O 3. Never exceed the design loadingshown and never • •••• ■�� •• U stack materials on inadequately braced trusses. • • • • • ••• 4. Provide copies of this truss design to the building •••••• For 4 x 2•Drientation,locate c7-e ce-7 cs-b designer,erection supervisor,property owner and • • BOTTOM CHORDS all other interested parties. 1 •• •• �0 �ti i16' from outside •T• • • e of truss. 8 7 6 5 • •••• g 5. Cut members to bear tightly against each other. •••• •••••• • •• •• •••••• • 6. Place plates on each face of truss at each ••••• This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. THE LEFT. connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR 2362, ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated bysymbol shown and/or SYP represents values as published specified. I� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted, BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 414 = reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 6 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: il ANSI/TPI l: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. ■ Tek,„ BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, , ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 r i , I I , 1