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Plans (42) /�Sl-X>/,i.)_ - C<�!?,� (�C " 11 448 r-0" I 15-0" -0" JUL 2 3 2013 CITY O TIGARD F1 = DING DIVISION N aa�� / .i rIZ a� rb w 4' ,2 A• •12�F2(4) 4.12 w VERIFY WHAT THEY WANT FOR J1 __ ' a a '4/ J1 OVERHANGS HERE J2 I I J2 AfirJH1 ,„,„,1 m - JH1 J4 i J4 J5 J5 4:12 ; J7 J7 A , J8 J9 J9 6.J10_ Z ___, J10 9:12 'IP 4 BJ11 `-4 JN f21 F' i� i '4'4 `m'v' v J10 ae'• ia J10 ', J9 J9 B v _ —�, sr .. J8 < 2, m `2 m m 9:12 J8 JPJ1 4:12 -_- JPJ1 JPJ1 J5 - — 9:12 J4 - . _ JPJ1 . JPJ1 Jul 1 JPJ1 J29:1- Bpi 12 .JPJ1 J1- / NRd(2) r� I' (2}- v C2 (�, N. U4 cSJL1. 1 G4 a ci"-0,v q, W9 V I N GS(2) _ _ 11? f `_ / / / — IJt -eW, G2 I 15'-0" - tP 25'-0" 1 6'-8" 0'-9 ill? 12'-6112" 44'-8 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE 07/19/13 PLACEMENT uss cn cuur NS AND ENGINEERED STRUCTURAL I.- 1 PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER J-1453 STONE BRIDGE REVISION IDESIGNER/ENGINEERATIN. UOF ILDINGRD awl.' vt, umuer 1 RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO TRUSS w -. 1 / A CHECKED BY: REVIEW AND APPROVE OF ALL lilt iJ COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. e 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IHIIIIIIIIHI This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3722) 1085 9-10=( -112) 204 9- 1=(-1783) 593 5-13=( 0) 450 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=(-3407) 1009 10-11=( -998) 3488 1-10=( -910) 3303 13- 6=( -689) 127 WEBS: 2x4 KDDF STAND; 3- 4=(-2726) 838 11.12=( -924) 3145 10- 2=( -271) 218 6-14=( 0) 349 2x4 KDDF #1&BTR A LOADING 4- 5=(-2727) 839 12-13=( -945) 3251 2-11=( -360) 82 6- 7=(-3612) 946 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3524) 1031 13-14=(-1062) 3910 11- 3=( 0) 374 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -975) 287 14- 7=(-1058) 3916 3-12=( -855) 235 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -41) 60 12- 4=( -25B) 1368 12- 5=( -998) 263 OVERHANGS: 0.0" 20.2" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -252/ 1831V -162/ 161H 5.50" 2.93 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 9.0" -295/ 2041V -162/ 161H 3,50° 3.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 = -0.315" @ 27'- 10.4" Allowed = 2.150" MAX TL DEFL = -0.532" @ 27'- 10.4' Allowed = 2.867" MAX LL DEFL = -0.018" @ 45'- 5.2" Allowed = 0.169' MAX TL DEFL = -0.021" @ 45'- 5.2" Allowed = 0.225" ~ MAX HORIZ. LL DEFL = 0.100' @ 43'- 5.5" MAX HORIZ. TL DEFL = 0.167" @ 43'- 5.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 21-03 22-06 intended use of this component. 11-09-03 9-05-13 9-05-13 13-00-03 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-00-08 7-10- 9 6-03-15 6-03-15 8-02-04 7-11-13 Design conforms to main windforce-resisting T ( T T T system and components and cladding criteria. 12 12 4.0011 M-4X6 X14.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor=1.6, 4 Truss designed for wind loads _ _ in the plane of the truss only. M-2.5x4 3.0" M-2°5x4 M-3x6(S) 3 M 3x6(5) n " «� o M-2 5x4 6M-4x10 • fi °° o + + M-1.5x4 �, ▪ 1t' y M-3x10 + + M 1.5x4 <r .to , .<+ �: o/- lila - - o 9' 10 K� 11 12 13 14 T 7 0 400 M-1.5x4 M-4x8 M-2.5x4 M-3x8 M-2.5x4 M-1.5x4 M-5x8 Q3 ' '014 qx M18HS-3x18(S) M18HS-5x16(S) ''•4' Bxq� `; 6-09 7-10-09, 6-07-07 6-07-07 71-12 7-11-13 OA J O *► 'v, / 12-00 19-09 12-00 y y y 43-09 1-08-04 EXPIRES 6/3011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - Al Scale: 0.1417 p,,.J011 WARNINGS: GENERAL NOTES,unless otherwise noted: w ♦ ,4r _ 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 ,,,,, Uk. + / 0 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper S,` 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 'Ao, DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2 . DATE: 7/19/2013 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ; . SEQ. : 5599564 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1.�O design loads be applied to any component. and are for"dry condition"of use. '2424 TRANS I : 374054 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if 2+4243 fabrication,handling,shipment and installation of components. ry. ' (10 IS P P 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 ill 11111 VIII VIII VIII 11111 VIII IIII IIII TPI VJfCA in BCSI,copies of which will be famished upon request Digit coincide with joint anr che. • f At 9.Digits indicate size of plate intinches. < 1�' MiTek USA,Ina/CompuTrus Software 7.6.4-SP5(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 2 ,f/' 4 11111, IIIIIMMIIIIII IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 45-00-00 GIRDER SUPPORTING 15-00-00 FROM 44-00-00 TO 45-00-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 915BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( -40) 60 2-11=(-1058) 4362 11- 3=( 0) 170 8-16=( -10) 582 BC: 2x8 KDDF SS 2- 3=(-4728) 1188 11-12=(-1064) 4362 3-12=( -270) 60 16- 9=(-1462) 230 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4394) 1090 12.13=(-1008) 4098 12- 4=( 0) 308 9-17=( -54) 1160 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3812) 970 13.14=) -900) 3546 4.13=( -676) 138 9-10=(-6400) 890 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 45'- 0.0" V 5- 6=(-3160) 814 14.15=( -862) 3698 13- 5=( -12) 500 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 44'- 0.0" V 6- 7=(-3160) 814 15-16=( -906) 4490 5.14=( -912) 252 BC UNIF LL( 162.5)+DL( 130.5)= 293.0 PLF 44'- 0.0' TO 45'- 0.0" V 7- 8=(-3982) 928 16-17=( -810) 5858 14- 6=( -278) 1684 OVERHANGS: 20.2" 0.0° 8- 9=(-4826) 982 17-10=( -812) 5902 14- 7=(-1140) 196 **ADDL: BC CONC LL+DL= 7200.0 LBS @ 44'- 0.0" 9-10=(-6400) 890 7-15=( -30) 724 M-2.5x4 where shown; Jts:3-5,7-8,12-13,15-16 15- 8=( -974) 150 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -313/ 2169V -171/ 163H 3.50" 3.47 KDDF ( 625) ( 2 ) complete trusses required.[X] AND -1281/ 9281V -171/ 16311 5.50" 14.85 KDDF ( 625) Join together 2 ply with 16d Common nails staggered at 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' 9" oc in 2 row(s) throughout 2x8 bottom chords, 9° oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 45'- 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.005° @ -1'- 8.2" Allowed = 0.169" MAX TL DEFL = -0.005" @ -1'- 8.2° Allowed = 0.225° MAX LL DEFL = -0.134" @ 16'- 11.1° Allowed = 2.212" MAX TL CREEP DEFL = -0.316" @ 28'- 0.9" Allowed = 2.950" ** HANGER BY OTHERS TO APPLY CONC. MAX HORIZ. LL DEFL = 0.029" @ 44'- 6.5" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.058° @ 44'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 22-06 22-06 system and components and cladding criteria. 13-00-03 9-05-13 9-05-13 13-00-03 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 6-04-07 5-05-02 �5-05-02 5-03-06 5-03-06 5-05-02' 5-06-14 6-02-11 interior zone, load duration factor=1.6, T T - .' 1' '' T . . Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 l M-4x6 -J 4.00 4.0" 6 M-3x6(S) - 3'0 M-3x6(5) L., c, _........ ... .:„. ,,, ., ,n pr/y} o ' V Act M-3x8 ,, , , 1\1& M-5x16 -A44M 1.5x4 t '� �7x18 r1 'j/ ,,«4 1 illik 9 dr 11 12 13M 14 15 16 17 Ve 10 0 , M-1.5x4 M-3x8 M-1.5x4 ( .�1T � M-7x8(S) M-7x8(S) 7 00#** ` J, 1, ), 1- ), 1 1, 1- . "26,x. 6-02-11 5-03-06 5-05-02 , 5-06-14 5-06-14 , 5-05-02 5-03-06 6-02-11 , ,+`,Q J O * , 17-06 10-00 17-06 1-08-04 45-00 XP C _._6/30115 ' JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - A-GIRD Scale: 0.1334 .3() 1 WARNINGS: GENERAL NOTES,unless otherwise noted: V/ � : 40 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 .44 v,it Truss: A-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �yw 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ( 'It: ,"S, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 2 continuous sheathing such as plywood sheathing(TC)and/or drywa8 BC. DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor -.5F SEQ. : 5599565 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. r,"1'; .', TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge if 24?43 fabrication,handling,shipment and installation of components, necessary. lb A - , 7.Designlaesassumes adequate one both drainage iso provided. �+i,i�}ro� � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center "b I VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint center aches. NAL, 9.Digits indicate size of plate in inches. IY Ia MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'I " IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 45-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -40) 60 2.12=(-1822) 10764 3-12=( -44) 650 2x6 KDDF #1&BTR T3 2- 3=(-11710) 1998 12-13=(-2004) 10798 12- 4=( 0) 1120 - BC: 2x6 KDDF SS LOADING 3- 4=(-11882) 1964 13.14=(-2370) 10970 4-13=( -786) 116 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-10744) 2204 14-15=(-2370) 10970 13- 5=) -44) 1614 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 18'- 0.0" V 5- 6=(-10172) 2084 15-16=(•2016) 10878 13- 6=(-1190) 426 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 18'- 0.0" TO 27'- 0.0° V 6- 7=(-10212) 2090 16-10=(-1838) 10872 14- 6=( 0) 346 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 27'- 0.0" TO 45'- 0.0" V 7- 8=(-10788) 2210 6-15=(-1128) 418 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 45'- 0.0" V 8- 9=(-12004) 1980 7-15=( -46) 1628 9.10=(-11826) 2014 15- 8=( -832) 116 TC CONC LL( 1050.0)+DL( 294.0)= 1344.0 LBS @ 18'- 0.0" 10-11=( -40) 60 8-16=( 0) 1184 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 1050.0)+DL( 294.0)= 1344.0 LBS @ 27'- 0.0" 16- 9=( -46) 660 ALL FLAT TOP CHORD AREAS NOT SHEATHED **ADDL: BC CONC LL+DL= 671.0 LBS @ 37'- 9.0" **ADDL: BC CONC LL+DL= 671.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.2" 20.2" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -789/ 5223V -152/ 152H 5.50° 8.36 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 45'• 0.0" -784/ 5185V -152/ 152H 5.50" 8.30 KDDF ( 625) Connector plate prefix designators: -, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �' ( 2 ) complete trusses required. MAX LL DEFL = •0.005° @ -1'- 8.2° Allowed = 0.169" Join together 2 ply with 16d Common nails staggered at MAX TL DEFL = -0.005" @ -1'- 8.2" Allowed = 0.225" 9" oc is 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0.396" @ 27'- 0.0" Allowed = 2.204" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.863" @ 27'- 0.0° Allowed = 2.939" MI/ I/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.005" @ 46'- 8.2" Allowed = 0.169° ** HANGER BY OTHERS TO APPLY CONC. LA 9° oc in 1 row(s) throughout 2x4 webs. MAX TL DEFL = -0.005" @ 46'- 8.2" Allowed = 0.225° LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.100" @ 44'- 6.5° MAX HORIZ. TL DEFL = 0.183" @ 44'- 6.5" NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 17-11-11 9-00-10 17-11-11 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 5-11-10 5-08-01 6-04 4-06-05 4-06-05 6-04 5-08-01 5-11-10 interior zone, load duration factor=1.6, Truss designed for wind loads 1344# 1344# 12 in the plane of the truss only. 12 4.001 M-5x6(S) M-5x10 M-3x8 M-5x10 Z1 4.00 Ve�mcr�� M-5x6(5) 0"25" r 0.25" v �, ;o� tO PRC) o c M-1.5x43 M-1"5x4 � 1 r5 51 , ` k`+ ^1 `D " M-5x12 M-5x12 r A 1 A �� b co 1 2- 12 13 14 15 16 -10 0 °IM►' M-2.5x4 M-3x8 M-1.5x4 M-3x8 M-2.5x4 4.,0°`ea N i 11r671#*� M18HS 5x16(S) M18HS 5x16) 11r671# ** ° ': '26,'''' fit 8-09-11 8-04-05 , 5-04 5-04� 8-04-05 8-09-11 0 ';b: 16-00 10-00 19-00 2aI`13 > yy p4 S 6!30!1 1-08-04 45-00 WEDGE REQUIRED AT HEEL(S). 1-08-04 ri JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - AH1 Scale: 0.1380 ,,.3+D:t WARNINGS: GENERAL NOTES,unless otherwise noted: ANY W rk 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 � � it Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper w . " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. + //f/ 11 +"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at x DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po Y continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). ' DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ x 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5599566 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - TRANS I D: 374054 . design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if 24249 necessary. f+s,C„.�� } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'i + 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPUWI CA in BCSI,copies of which will be famished upon request. Digit coincideiiatwith jointpate in inches. SIO fi 9.Digits idsize oiplatete ilines. i t MiTek USA,InC./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r I lr ,,1 41111 1111IIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( •588) 310 1- 8=(-1045) 3692 1- 2=(-3485) 874 5-11=( 0) 416 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-3550) 1055 8- 9=(-1048) 3687 8- 2=( 0) 306 11- 6=( -519) 114 WEBS: 2x4 KDDF STAND 3- 4=(-2756) 855 9.10=( -974) 3290 2- 9=( -414) 83 6-12=( 0) 308 LOADING 4- 5=(-2759) 857 10-11=( -994) 3365 9- 3=( 0) 386 6- 7=(-3340) 778 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3631) 1077 11-12=(-1098) 3863 3-10=( -949) 264 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -892) 450 12- 7=(-1095) 3868 10- 4=( -234) 1325 TOTAL LOAD = 42.0 PSF 10- 5=(-1026) 284 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -255/ 1845V -145/ 147H 5.50" 2.95 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 43'- 9.0" -253/ 1830V -145/ 147H 3.50" 2.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 21'- 9.0" Allowed = 2.150" MAX TL DEFL = -0.547" @ 21'- 9.0" Allowed = 2.867" MAX HORIZ. LL DEFL = 0.118" @ 43'- 5.5" MAX HORIZ. TL DEFL = 0.198" @ 43'- 5.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 21-09 22 00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12-03-03 9-05-13 9-05-13 12-06-03 Design conforms to main windforce-resisting 7-03-08 7-05-0 7-00-04 ' 7-03-04 f7-05-04 7-03-08 system and components and cladding criteria. 1' T T T T 1 T Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 4.00 V M-4x6 -14.00 interior zone, load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. A- 4 �r M-3x6(S) M-2.5x4 3.0" M-2.5x4 M-3x6(S) o ** �+ o M-4x10 co + + M 4x10 PROf c't .. M-1°5X41 w 6- C3 M-1.5x4 #l� M 1.5x4 tha µ Q m M-6x8 M-1.5x4 M-2.5x4 M-3x8 M-2.5x4 M-1.5x4 M-5x8 «+ RIS, M18HS-3x18(S) M18HS-3x18(S) iM y y y y y 1, y �''s 2G0.'..N14:11:611("). � ° 7-03-08 7-01-1� 7-03-12 7-06-12 7-01-12 7-03-08 "/� � � 12-00 19-09 12-00 "� ' 43-09 ? I 6/30f1 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - B1 Scale: 0.1490 � `�� WARNINGS: GENERAL NOTES,unless otherwise noted: 1 y r 0.1 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 4 ..{��� Truss: B1 and Warnings before construction commences, building component.Applicability of design parameters and proper fr { 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,els- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2oc.and al 10'oc.respectively unless braced throughout their length bycontinuous sheathing such as plywood shealhing(TC)and/or drywall(BC).DATE: 7/19/2013 the overall stmdure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++4.No load should be applied toany component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5599569 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. d-j TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if X4203 fabrication,handling,shipment and installation of components. necessary. ,z,y 7.Designlaesassumes ne drainage is sed. }�+ ',57 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 �'�` 1111111111111111 TPWVTCA in SCSI,copies of which will be furnished upon request. git coincideiwith jointcenterinches. 9.Digits indicate size of plate in Inches. '� a� L+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(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 44'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -41) 60 2- 9=(-1028) 3824 2- 3=(-3819) 1081 12- 7=( -529) 117 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -707) 202 9-10=(-1031) 3819 9- 3=( 0) 306 7-13=( 0) 311 - WEBS: 2x4 KDDF STAND 3- 4=(-3631) 1055 10-11=( -974) 3365 3-10=( -471) 70 7- 8=(-3362) 774 LOADING 4- 5=(-2789) 854 11-12=( -990) 3385 10- 4=( 0) 403 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2789) 854 12.13=(-1097) 3891 4.11=( -995) 263 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3652) 1073 13- 8=(-1094) 3896 11- 5=( -232) 1343 TOTAL LOAD = 42.0 PSF 7- 8=( -900) 453 11- 6=(-1020) 284 OVERHANGS: 20.2° 0.0" 6.12=( 0) 416 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix)= CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -297/ 2053V -158/ 147H 5.50" 3.29 KDDF ( 625) 44'- 0.0° -253/ 1841V -158/ 147H 3.50" 2.95 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169° MAX TL DEFL = -0.021" @ -1'- 8.2" Allowed = 0.225' MAX LL DEFL = -0.333' @ 22'- 0.0" Allowed = 2.163" MAX TL DEFL = -0.565° @ 22'- 0.0° Allowed = 2.883" w MAX HORIZ. LL DEFL = 0.121" @ 43'- 8.5" MAX HORIZ. TL DEFL = 0.203" @ 43'- 8.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 22-00 22-00 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 12-06-03 ( 9-05-13 9-05-13 ( 12-06-03 7-04 7-05-12 7-02-04 ' 7-02-04 7-05-12 7-04 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.00 V M-4x6 4.00 Enclosed, Cat.2, Exp.B, MWFRS, inter4.0" Trusslor zone,designed fordwindation factor=l.6, loads A- 5 in the plane of the truss only. M-3x6(5) M-3x6(S) M-2°5x4r 3.0" M-2.5x4 00 N M 4x10 M-4x10 4F tS1,t m o < c, M-1.5x4 + + � t�l M-1.5x4 M-1.5x4 to t, stie I 'MI r's - _ o � ►If i A- ��, 401, 1 2- 9 10 11 12 13 8 0 M-5x8 M-1.5x4 M-2.5x4 M-3x8 M-2.5x4 M-1.5x4 M-5x8 0R` t N eo '' M18HS-3x18(S) M18HS-3x18(S) '�! �°�% 7-04 7-02-04 , 7-05-12 7-05-12 , 7-02-04 7-04 v 'JCd ',,.,f/ > y 16-00 12-00 16-00 y 1-08 oa 44-00 EXPIRES -613011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - B2 Scale: 0.1359 N"3t?, , 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: 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. Y 2.Design assumes the top and bottom chords to be laterally braced at BY° LA 3.Additional temporary bracing to insure stability during construction 2'oc.and al 10'o.c.respectively unless braced throughout their length byis the responsibility ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). k- DES.DATE° 7/19/2013 the overall st ucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++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. SEQ. : 5599570 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, - and are for"dry condition"of use. ,"j`,,x design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A. 24243 TRANS I D: 374054 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. p ,4t t9 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 1111 VIII VIII VIII 1111101 TPI/WTCA in SCSI,copies of which will be famished upon request lines coincidetwithizjont ate inrnche. (MiTek) ,/2,1//1 � Ql iw 9.lines indicate size of plate in inches. 1! MiTek USA,Inc./Com uTfuS Software 7.6.4-SPS 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988 MiTek A IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -588) 310 1- 8=(-1045) 3692 1- 2=(-3485) 874 5.11=( 0) 416 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3550) 1055 8. 9=(-1048) 3687 8- 2=( 0) 306 11- 6=( -519) 114 WEBS: 2x4 KDDF STAND 3- 4=(-2756)( ) 855 9-10=( -974) 3290 2- 9=( -414) 83 6-12=( 0) 308 LOADING 4- 5=(-2759) 857 10-11=( -994) 3365 9- 3=( 0) 386 6- 7=(-3340) 778 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3631) 1077 11-12=(-1098) 3863 3-10=( -949) 264 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -892) 450 12- 7=(-1095) 3868 10- 4=( -234) 1325 TOTAL LOAD = 42.0 PSF 10- 5=(-1026) 284 ** For hanger specs. - See approved plans Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -255/ 1845V -145/ 147H 5.50" 2.95 NODE ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 43'- 9.0" -253/ 1830V -145/ 147H 3.50" 2.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 21'- 9.0' Allowed = 2.150° MAX TL DEFL = -0.547" @ 21'- 9.0" Allowed = 2.867" MAX HORIZ. LL DEFL = 0.118" @ 43'- 5.5" MAX HORIZ. TL DEFL = 0.198' @ 43'- 5.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. T 21-09 T 22-00 T NOTE:Design assumes moisture content does 12-03-03 9-05-13 9-05-13 12-06-03 not exceed 19% at time of manufacture. 1 '1Design conforms to main windforce-resisting 7-03-08 7-05-047-00-04 7-03-04 7-05-04 7-03-08 system and components and cladding criteria. 12 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.00 V M-4x6 X14.00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 4.0" Truss designed for wind loads 4 'l in the plane of the truss only. 'liok. M-3x6(S) M-2.5x4 3.0" M-2.54 M-3x6(5) 3 s 0 �. a0o M-4x102 + 6M-4x10 0r oIIIIIIIll M 1.5x4 1.5x4` M 1.5x4 cl,=� 't /"°`. rn - ,4f !i t 711k- MN co '` 11"` .- �. 1** 8 9 10 0 1 11 12 7 0 , M-6x8 M-1.5x4 M-2.5x4 M-3x8 M-2.5x4 M-1.5x4 M-5x8 OR!eeN cb M18HS-3x18(S) M18HS-3x18(S) ." ; ¢7 y y y 1- )' 1- y , 26.1 C r y 7-03-08 7-01-1 7-03-12 t9 09 7-06-12 7-01 12 12-00 7-03-08 y j 3 , 'j fir" 12-00 �J'1 43-09 y Xktf 3 6/3011 - JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - B3 Scale: 0.1581 ',' WARNINGS: GENERAL NOTES,unless otherwise noted: IN ,�v+{ 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: 63 and Warnings before construction commences. building component.Applicability of design parameters and proper * S 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. k r� DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • is the responsibility of the erector.Additional 2'o.c.and at 10'o.c,respectively unless braced throughout their length by r+,$ ':a�., p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ?;` DATE• 7/19/2013 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. : 5599571 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. :,` TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports j supports shown.Shim or wedge if 24243 fabrication,handling,shipment and installation of components. necessary. h „ey 7.Designlaesassumesadequateon edthinace isprovided.sa. "4' t ,/ 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPI WrCA BCSI,copies of which will be famished upon request. it coincideiiatwithzjoint ate In che. l!'ttd# t 9.Digits indicate size of plate in inches. f w 1.+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) j f,q s( IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -588) 309 1- 9=(-1037) 3692 1- 2=(-3485) 865 12- 6=( -519) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3550) 1046 9-10=(-1040) 3687 9- 2=( 0) 306 6.13=( 0) 308 - WEBS: 2x4 KDDF STAND 3- 4=(-2756) 845 10-11=( -965) 3290 2-10=( -416) 84 6- 7=(-3641) 981 LOADING 4- 5=(-2759) 847 11-12=( -976) 3365 10- 3=( 0) 386 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3631) 1057 12-13=(-1051) 3863 3.11=( -950) 264 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -892) 253 13- 7=(-1047) 3868 11- 4=( -228) 1325 TOTAL LOAD = 42.0 PSF 7- 8=( -41) 60 11- 5=(-1026) 274 OVERHANGS: 0.0" 20.2" 5-12=( 0) 416 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -254/ 1845V -145/ 158H 5.50" 2.95 KDDF ( 625) 43'- 9.0' -294/ 2028V -145/ 158H 3.50" 3.24 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.324" @ 21'- 9.0' Allowed = 2.150° MAX TL DEFL = -0.548" @ 21'- 9.0" Allowed = 2.867" MAX LL DEFL = -0.018" @ 45'- 5.2" Allowed = 0.169° MAX TL DEFL = -0.021" @ 45'- 5.2" Allowed = 0.225" - MAX HORIZ. LL DEFL = 0.118" @ 43'- 5.5" MAX HORIZ. TL DEFL = 0.198" @ 43'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 21-09 22-00 NOTE:Design assumes moisture content does T 12-03-03 9-05-13 9-05-13 12-06-03 not exceed 19% at time of manufacture. .(( 7-03-08 7-05-04 7-00-04 7-03-04 �7-05-04 7-03-08 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 4.001- M-4x6 ----1 4.00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 4.0" Truss designed for wind loads /- 4 ,e'' in the plane of the truss only. M-3x6(S) ! M-3x6(S) M-2.5x4 3.0" M-2.5x4 3 o 0 PROF 0 cm M-4x10 6M-4x10 M-1.5x4 4,5:: ``r33 °° M-1.5x4 y + + M 1.5x4 14, '1 ' ' M 1.5x4 ( s # 9 ' c--1 aM n $$ii 8 c' t$ • 10 11 12 137 0 40 r �ls M-6x8 M-1.5x4 M-2.5x4 M-3x8 M-2.5x4 M-1.5x4 M-5x8 � , J, M18HS-3x18(S) y M18HS-3x18(S) 1, ), '.. ` es'' '.4)'26 'x'' fir., 7-03-08 7-01-1, 7-03-12 7-06-12 7-01-12 7-03-08 40 A . a� l .b 12-00 19-09 12-00 43-09 1), .1 EXPIRE` 6/3011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - B4 Scale: 0.1370 �,�lyry�p,,3Q.f�V > 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 +,,a 6,16, , °f 0 Truss: 64 and Warnings before construction commences. building component.Applicability of design parameters and proper y 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 2.2'a Design. assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po dy continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5599572 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 am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment• .j:4,,,,) TRANS I D: 374054 �, design loads be applied to any component and are for"dry condition"of use. 5.CompuTws has no control over and assumes no responsibility for the 8•Deceasa assumes full bearing at all supports shown.Shim or wedge it • 24243 fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ¢; 4t7StEltV 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y,� t 11111111111111111111 TPI/WlCA in BCSI,copies of which will be furnished upon request. lines coincidentwithzjoint center lines. HY A,r 9.Digits ndsize of plate in lines. 772, 113. ,.,/ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) trt rl .1'3, IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 43-09-00 HIP-D SETBACK 8-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-10128) 1610 1-10=(-1460) 9244 10- 2=( 0) 356 7-14=( 0) 728 2x6 KDDF #1&BTR T2 2- 3=(-10324) 1856 10.11=(-1468) 9236 2-11=( -312) 554 14- 8=(-910) 28 BC: 2x6 KDDF SS LOADING 3- 4=(-10064) 2000 11-12=(-1756) 9744 11- 3=( 0) 322 8-15=( 0) 1008 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -9522) 1888 12.13=(-2230) 10282 3-12=( -334) 148 2x4 OF STAND A IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 18'- 0.0' V 5. 6=( -9790) 1942 13-14=(-1872) 10448 12- 4.1 -60) 1574 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 18'- 0.0" TO 25'- 9.0" V 6- 7=(-10344) 2056 14-15=(-1732) 11036 12- 5=(-1200) 538 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 25'- 9.0" TO 43'- 9.0" V 7- 8=(-11098) 1982 15- 9=(-1728) 11072 5.13=( -778) 452 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=(-11988) 1882 6-13=( -36) 1564 13- 7=( -808) 118 TC CONC LL( 1050.0)+DL( 294.0)= 1344.0 LBS @ 18'- 0.0" _ NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 1050.0)+DL( 294.0)= 1344.0 LBS @ 25'- 9.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED **ADDL: BC CONC LL+DL= 671.0 LBS @ 37'- 9.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -630/ 4373V -140/ 137H 5.50" 7.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 43'- 9.0" -694/ 4836V -140/ 137H 3.50" 7.74 KDDF 625 M-2.5x4 where shown; Jts:2-3,5,7,11,14 LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. ( ) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.384" @ 25'- 9.0" Allowed = 2.150" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.778" @ 25'- 9.0' Allowed = 2.867" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.096" @ 43'- 5.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.167" @ 43'- 5.5" NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 17-08-11 8-00-10 17-11-11 T 5-09-03 5-06-14 6-04-09 4-00-05 4-00-05 6-04-09 5-06-14 6-00-03 -I' '1 '' 41344# '1 41344# T T T 12 12 4.00 M-4x12 M-4x12 '1 4.00 /- 4 5 t8. v 3 o BM 3x6 f8 [}POfi / C3:.314- A M-5x12 4, ‘C.. �o _i_"" ." l i--1 - • A "�� o te ,. , 1' 10 11 12 13 14 15 `g o ,,11/ y M-1.5x4 M-3x8 M-3x8 M-1.5x4 OR`ciN 4, M-6x8(S) M18HS-5x16(S) 671#** b.; . . 5-07-07 16 00 5-05-02 5-10-06 ,k 90800 �5-10 06 5-05-02 0 109 5-10-07 y �z1 J OV, j ,2a// ,1 43-09 WEDGE REQUIRED AT HEEL(S). ExpiREs 6/3011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - BH1 Scale: 0.1508 N. tr WARNINGS: GENERAL NOTES,unless otherwise noted: �3 1j'"' 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 ; A"'t Truss: BH 1 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. 4k fr - 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 sheathingsuch asplywood �" sheathing(TC)and/or drywall(BC).DATE: 7/19/2013 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. : 5599573 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, / TRANS I D: 374054 design loads be applied to any component. and are for"dry condition"of use. 8. ;f441 j,�," 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if necessary. 242b fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4'4tI t^L7t 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIA VIII VIII VIII IIIII IIIA IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,QfTiLr 9. Digits indicate size of plate in inches. �° f"r MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f f f l'!I IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-6=(0) 0 2-3=(-221) 224 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=(-120) 128 WEBS: 2x4 KDDF STAND 3-4=(-158) 171 LOADING 4-5=(-266) 145 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -53/ 429V -172/ OH 5.50" 0.69 KDDF ( 625) OVERHANGS: 9.0" 0.0" 7'- 9.2" 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -258/ 551V 0/ OH 1.50" 0.71 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 9'- 8.5° -216/ 71V -172/ OH 1.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M2OHS,M18HS,M16 = MiTek MT series 9-08-08 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" - /- -/ MAX TL DEFL = -0.001' @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = 0.150" @ 1'- 6,1" Allowed = 0.354" �� MAX TL DEFL = -0.155" @ 1'- 6.1" Allowed = 0.472' MAX HORIZ. LL DEFL = -0.097" @ 7'- 11.2" '11111#111// MAX HORIZ. IL DEFL = 0.102" @ 7'- 11.2" 12 This truss does not include any time dependent )i deformation for long term loading (creep) in the 9.00 V total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, o Design conforms to main windforce-resisting w system and components and cladding criteria. 0 co r,- ---/8 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 PROEk. 11.11111(11;°'1 tot 615> co , �� 2 21#101 �� 6 .9° �}� r i ;MI M-3x6 ! y I 's y y y y 0.. .41"26,V'-' 0-09 8-00 1-08-0840 : I PROVIDE FULL BEARING;Jts:2,6,4,5) 0 `/r EXPIRES 6/3011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 BJ11 Scale: 0.3817 4y U.,JO ,/ WARNINGS: GENERAL NOTES,unless otherwise noted: {y'- 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 }V� - t 'r., - I Truss: BJ11 and Warnings before construction commences. building component.Applicabiloy of design parameters and proper 1 t , 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , _ » i•^' 3.Additional temporary bracingto insure stabilityduring construction 2•Design assumes the lop and bottom chords to be laterally braced at fir` CI DES. BY: LA ry g 2'o.c.and at 10'o.c,respectively unless braced throughout their length by tT1 _' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC), yf.+� DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'si t« SEQ. : 5599574 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 374054 t#j Y a. design loads be applied to any component. and are for"dry condition"of use. • 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if 24243 necessary. .•f'S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +e0' G 8.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 11111111111111111111&TPWJTCA in BCSI,copies of which will be furnished upon request lines coincidewith joint center lines.indicate IIIII II I II IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 5.8" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-45) 46 1-4=(0) 0 1-2=(-13) 34 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-42) 41 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 172V -31/ 13H 3.50" 0.28 KDDF ( 625) LETINS: 2-00-00 2-00-00 1'- 9.2" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 5.8" -64/ 136V -31/ 13H 1.50° 0.22 KDDF ( 625) Connector plate prefix designators: - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.000" @ 0'- 10.3" Allowed = 0.048" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.000" @ 1'- 0.4" Allowed = 0.064" - 4-05-13 MAX HORIZ. LL DEFL = -0.016" @ 4'- 5.1" T ' MAX HORIZ. TL DEFL = -0.014" @ 4'- 5.1' 12 This truss does not include any time dependent 4.00 Ii deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. / 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 0M-2.5x4 interior zone, load duration factor=l.6, ul to Truss designed for wind loads in the plane of the truss only. o o Ile N N /- c0 W WI O O11/ iL 1IIIM 4�� M-3x6 p PRO PROpkt.O"., Cr lak 481V. 1 ir_ poi 4 y ,/ y dry OR'tN co 2-00 2-05-13 4r 'PROVIDE FULL BEARING;Jts:1.4,3f 0„ '' 2.6,'1 c, ;' 1+JO /ki.jt' EXPIRES 6/301.1 r JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - BSJ 1 Scale: 0.6036 N.JO f,, WARNINGS, GENERAL NOTES,unless otherwise noted: a t"* 1 ,�'W' " 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 it Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper T 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. y 4/ A .. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at + $l , DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'am.and at 10'o.c.respectively unless braced throughout their length byOr DATE 7/19/2013 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aft 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. : 5599575 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,, design loads be applied to any component. and are for"dry condition"of use. -'I=. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the24243 necessary. 22,, # fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II IIIII IIII II II IIIII III 1111 IIII TPI/WlCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate inrnches. qpkNAL '' t - 9.Digits indicate size of plate in Inches. fxg'�,�s MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) ry //E 1E1111111 _. LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.8' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-103) 82 1-4=(0) 0 1-2=(-32) 70 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -72) 87 - WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 316V -61/ 25H 3.50' 0.51 KDDF ( 625) LETINS: 2-00-00 2-00-00 1'- 9.2° 0/ 19V 0/ OH 5.50' 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 11.8" -131/ 280V -61/ 25H 1.50" 0.45 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.062' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.000" @ 1' 0.4" Allowed = 0.064" MAX HORIZ. LL DEFL = -0.129" @ 8'- 11.1" 8-11-13 MAX HORIZ. TL DEFL = 0.145" @ 8'- 11.1" T ' This truss does not include any time dependent 12 deformation for long term loading (creep) in the ," 4.00 total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 3 -V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. t 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, provide support Enclosed, Cat.2, Exp.B, MWFRS, ul u7 interior zone, load duration factor=1.6, Truss designed for wind loads 01. 0!.. in the plane of the truss only. 0 0 M M-2,5x4 M A- ggli011illi co0 dilliir A 0� 1�� 4► [}PR( �&" ;,<; 'Vas M-3x6 `+ G1 k'' ,. Q4,' ��0.rV ' 2-00 (PROVIDE FULL BEARING:Jts:1.4,3I 6-11-13 k EXPIRES 6130115 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - BSJ2 N.Jail* Scale: 0.5238 ,44 r WARNINGS: GENERAL NOTES,unless otherwise noted: #�. R . r'�,, ,�t 0 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 „fig '. �� ++hY Truss: BSJ 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. �„ '�.. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction ' DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 7 o.c.and at 10'0.0.respectively unless braced throughout their length by p P dY continuous sheathing such as plywood sheathing(TC)and/or drywall(C). ��',,� DATE: 7/19/2013 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 at bracing and 4.Installation of truss is the responsibility of the respective contractor. t**^ SEQ. : 5599576 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, ,may h 24243 TRANS I D: 374054 design loads be applied to any component. and are for"dry condition"of use. ", ,x.t40,itts 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if5/00 fabrication,handling,shipment and installation of components. necessary.s 9 P Po 7.Design assumes adequate drainage is provided. "S/ Nft1." 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 111111111111111111 TPIANfCA in BCSI,copies of which will be furnished upon request. git coincidetwithizjoint ate in inches. �,/ 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.8' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=(-42) 32 1-5=(0) 0 1.2=(-41) 101 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-52) 84 WEBS: 2x4 KDDF STAND 3-4=(-89) 51 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -46/ 164V -91/ 37H 3.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: 6'- 1.0" -248/ 530V 0/ OH 2.00" 0.71 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 5.8" -89/ 190V -91/ 37H 1.50" 0.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.063" MAX BC PANEL TL DEFL = -0.000" @ 1'- 0.4" Allowed = 0.064" MAX HORIZ. LL DEFL = -0.012" @ 6'- 1.0" MAX HORIZ. TL DEFL = 0.014" @ 6'- 1.0" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 13-05-13 shall verify that this parameter fits with the f 1' intended use of this component. 12 NOTE:Design assumes moisture content does 4.00 V not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in in 3 in the plane of the truss only. o t4 0 rt) rid M-5x6 vP y / -0 PROP ' w 7-04-02 , ,:::, 7a� <!i o� 1I� � r M-3x6 I y 2-00 y 11-05-13 y •' IJ 2/,,,,,,3 (PROVIDE FULL BEARING;Jts:1,5,3,4) XPERES 6/3011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - BSJ3 Scale: 0.3987 w'0 1 . WARNINGS: GENERAL NOTES,unless otherwise noted: +Te is � ,,.# 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 ,y �" # t�T �/` Truss: BSJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper / R 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` 3. DES. BY: LA 3.Additional temporary bracing to insure stability during construction . 2Design assumes the top and bottom chords to be laterally braced at < s` is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r P dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 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. /=r- SEQ. : 5599577 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4, 24243 - design loads be applied to any component. - and are for"dry condition"of use. �� .d`f TRANS I D: 374054 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 G fabrication,handling,shipment and installation of components. necessary. P P 7.Designlaesassumes atedadequate drainagefiso truss, ,�` 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 j ' 111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. in 2yil3 _ 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E IIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does _ WEBS: 2x4 KDDF STAND BC: 2x4 KDDF SANTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, vertical members (lion). LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, Connector plate prefix designators: Truss designed for wind loads C,CN,C18,CN18 (or no prefix) v CompuTrus, Inc LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIALin the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x6 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36"oc (uon). 7-06 7-06 Note:Truss design requires continuous — 1" f. f bearing wall for entire span UON. M-4x8 , 24.0' , , LN REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. 11 4111*, co o v o m m o m1111111 =M 4x4+ A11111 I i 61111116,„ ME —M-4x4+ —/o . ar 5111 4 $'.. /— M-1.5x4 14/,. 4s 1 i 400 7-06 7-0s _ 4v"26 1 _ C , 1-00 15-00 1-00 '10,1 Jfl‘t 2, , EXPIRES 61301.15 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - Cl Scale: 0.3706 .et p, ion* 04 WARNINGS: GENERAL NOTES,unless otherwise noted: Cl1.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 1if t4 0 '��.yl - Truss: C and Wamings before construction commences. building component.Applicability of design parameters and proper ` . ,eE 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. ,gyp /f ,�"` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ; rs DATE: 7/19/2013 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. : 5599578 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, f design loads be applied to any component and are for"dry condition"of use. 6,?/d`a� TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug beating at an supports shown.Shim or wedge if �yy 24243 necessary. `.'@1 �1h � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ``(("" ''€€ ET 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 1111111311111011111 TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincideiwith joint center lines. t 9.lines indicate size of plate in inches. I SINAI, MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) tr!r�°y)' ✓ ti 1E1111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 71 1-7=(-175) 471 1-2=(-853) 367 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-719) 319 7-5=(-175) 472 7-3=( 0) 372 WEBS: 2x4 KDDF STAND; 3-4=(-713) 322 4-5=(-959) 469 2x6 KDDF #2 A LOADING 4-5=(-143) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -46) 68 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -84/ 729V -128/ 133H 5.50" 1.17 KDDF ( 625) OVERHANGS: 0.0" 12.0° BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 14'- 9.0" -111/ 848V -128/ 133H 5.50" 1.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 7-03 T 7-06 1' MAX LL DEFL = -0.122" @ 13'- 2.9' Allowed = 0.692" MAX TL DEFL = -0.121" @ 13'- 2.9' Allowed = 0.922" MAX LL DEFL = -0.002' @ 15'- 9.0' Allowed = 0.100" 1-07-11 5-07-05 5-09-13 1-08-03 MAX TL DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" T T T T 1' 12 12 MAX HORIZ. LL DEFL = 0.006° @ 14'- 3.5" IIM-4X4 MAX HORIZ. TL DEFL = 0.008" @ 14'- 3.5" 9.00 V NI 9.00 3 4.0" This truss does not include any time dependent /- s 1 deformation for long term loading (creep) in the iii total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 0 co interior zone, load duration factor=1.6, o Truss designed for wind loads corri in the plane of the truss only. M-2.5x4 IIIM-2.5x4 a # 4444,4t. .:1-� 0 tit P OF co o ;� o .';r�" ... f-- o, �** 7 5 • -/o f"°r ,1 . .. M-3x8 M-1.5x4 M-3x6 tskio :''A i 1AM dor y y y Y Q.'teN , 7-03 7-06 °..r ' v-26 by y 14 09 1 00 ,,'QUI. � �` �jl . EXPIRES 6/30(1 - JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - C2 Scale: 0.3526 N.iO; WARNINGS: GENERAL NOTES,unless otherwise noted: +1 IN f ,>Ny * 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �1 r;-/P Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and propertai �/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ff+ Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at ' 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 continuous sheathing such as plywoodsheathing(TC)ereshown nit/or drywall(BC). lr. , ., DATE: 7/19/2013 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where sh ++ 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. : 5599579 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry full condition"of use. "f ,i, ., 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for the #2$3 A necessary. .�,i 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 11111111111111111111 TPINVECA in BCSI,copies of which will be famished upon request. lines coincideitwith jointcenterche. py*tA; 9.Digits indicate size of plate in inches. 1 S,Jf.rtea+ MiTek USA,InC./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) J t rl�J 11111111111 _ LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 43-09-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7480) 1048 1- 6=(-760) 5340 6- 2=( -362) 2888 BC: 2x8 KDDF SS 2- 3=(-5222) 736 6- 7=(-752) 5286 2- 7=(-1580) 226 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5222) 736 7- 8=(-788) 5570 7- 3=( -780) 5968 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-7622) 1068 8- 5=(-794) 5626 7- 4=(-1964) 278 2x4 KDDF STUD B TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 14'- 9.0" V 4- 8=( -380) 3036 BC UNIF LL( 521.9)+DL( 374.9)= 896.8 PLF 0'- 0.0" TO 14'- 9.0" V TC LATERAL SUPPORT <= 12"OC. UON. .--,,- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 16d Common nails staggered at 0'- 0.0' -978/ 7086V -148/ 148H 5.50" 11.34 KDDF ( 625) Connector plate prefix designators: 9' oc in 1 row(s) throughout 2x4 top chords, 14'- 9.0" -978/ 7086V -148/ 148H 5.50" 11.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6" oc in 2 row(s) throughout 2x8 bottom chords, M,M2OHS,M18HS,M16 = MiTek MT series 9" oc in 1 row(s) throughout 2x4 webs. 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 = -0.053" @ 7'- 3.0" Allowed = 0.692" MAX TL DEFL = -0.090" @ 7'- 3.0" Allowed = 0.922" MAX HORIZ. LL DEFL = 0.013" @ 14'- 3.5" 7-03 7-06 MAX HORIZ. TL DEFL = 0.022" @ 14'- 3.5" 1' ' ' This truss does not include any time dependent 3-10-05 3-04-11 3-04-11 4-01-05 deformation for long term loading (creep) in the - f________ 4' 1' 4' T total load deflection. The building designer shall verify that this parameter fits with the 12 M-4x6 12 intended use of this component. 9.00 V- Q 9.00 4.0" NOTE:Design assumes moisture content does A- 34'...: not exceed 19% at time of manufacture. PIDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, M 3x6 M 3x6 Truss designed for wind loads in the plane of the truss only. CO M �O 4� 0 0 M-8x10 PROP, ,° o� 'G:1Q m illu m A� � , • ■® •■� o 4: k G1 [j o� 1►= 6 7 8 ►_�5 �0 i� R* �_ M18HS-12x18- M-3x10 M-7x10 M-3x10 dor O 'N so ; y y J' y "26.'�� 3-08-09 3-06-07 3-06-07 3-11-09 2)A. J ` 7r 14-09 EXPIRES 6130115 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - C-GIRD Scale: 0.3262y 1) - WARNINGS: GENERAL NOTES,unless otherwise noted: i `�� ,,tb 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 individualIIP 1yI i%:, l^" Truss: C-GIRD and Warnings before construction commences, building component.Applicability of design parameters and proper Q 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .t- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction , DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their lengthby P dY continuous sheathing such as plywood sheathing(TC)and/or drywall( C). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r''.4'1 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. : 5599580 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, 24243 design tootle be applied to any component. and are for"dry condition"of use. rt 4, � - TRANS I D: 374054 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 fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adeqne hdrainage is sed. '1 t 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 ..,,/ IIIIII VIII VIII VIII IIID VIII VIII IIII IIII TPI WlCA in BCSI,copies of which will be furnished upon request lines coincideiwithzjointcenter nche //f �?� 9.lines indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 IIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C, NOTE:Design assumes moisture content does BC: 2x4 KDDF g188TR not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, vertical members (uon), interior zone, load duration factor=1.6, - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads Connector plate prefix designators: in the plane of the truss only. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-06 6-06 T T '1 12 12 9"00 V M-4x10 NI 9.00 4, 1111114 0" /- /- GABLE TO COMPUTRUSDETAILSTANDARD GABLE END DETAIL FOR COMPLETSPECIFICATIONS. M-1.oO o 0)1 0 CD rnu; o f- 0f- °� , 6 °A �� °Rork M 1.5x4 ., INE 4. ' ,.,04. M-3x6 M 3x6 t -tiiii; A 1 ; ), y _ Q.j ONS y y 6-06 6-06 tat, '„ v-.) - 0 os 13-00 0-09 -4.JOV 7,�`.�.�� . EXPIRES 613011 - JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - D1 Scale: 0.3898 N.JCIfik WARNINGS: GENERAL NOTES,unless otherwise noted: # W ,��,>�{ 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual t ,' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper + 2.2x4 compression web bracing must be installed where shown♦. incorporation of component is the responsibility of the building designer. , �` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �►". it Si. 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 ��,'/e'�r DATE: 7/19/2013 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i ' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .A 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5599581 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. r'�;t r, »" TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. y j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ti, ', 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 1111111111111111111111111111111111111111 ,-TPVWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. �t 9.Digits indicate size of plate in inches. r �iYf�.r MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 _ LUMBER SPECIFICATIONS 13-00-00 GIRDER SUPPORTING 44-00-00 FROM 9-00-00 TO 13-00-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3582) 508 1- 6=(-376) 2594 6- 2=( -416) 102 BC: 2x8 KDDF #1&BTR 2- 3=(-3786) 534 6- 7=(-378) 2602 2- 7=( -212) 524 - WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3778) 534 7- 8=(-698) 4912 7- 3=( -554) 4282 LL = 25 PSF Ground Snow (Pg) 4- 5=(-6852) 962 8- 5=(-710) 4996 7- 4=(-2662) 376 TC LATERAL SUPPORT <= 12.00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 0.0' V 4. 8=( -524) 3998 BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0° V BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 9'- 0.0" TO 13'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc **ADDL: BC CONC LL+DL= 4349.0 LBS @ 8'- 0.0" 0'- 0.0° -364/ 2638V -130/ 130H 5.50' 4.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 13'- 0.0" -874/ 6331V -130/ 130H 5.50' 10.13 KDDF ( 625) ( 2 ) complete trusses required.r711i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Join together 2 ply with 16d Common nails staggered at 'COND. 2: Desitin checked for net(-5 safl uplift at 24 'Ox spacing. 9' oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 rows) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023' @ 9'- 6.4" Allowed = 0.604° 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.086" @ 9'- 6.4" Allowed = 0.806' 6-06 6-06 MAX HORIZ. LL DEFL = -0.005' @ 12'- 6.5" T ' 1' MAX HORIZ. TL DEFL = 0.014' @ 12'- 6.5' T 3-07-05 2 10 11 2-10-11 3 07-05 f T T f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4 12 12 9.00 M-4x6 9.00NI Design conforms to main windforce-resisting 34 0„ system and components and cladding criteria. � Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp,B, MWFRS, M" interior zone, load duration factor=1.6, ** HANGER BY OTHERS TO APPLY CONC. Truss designed for wind loads LOAD(S) EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 3x8 co00co d� �Ills4M-, M-3x8 M-8x10 2xwedge o� /m �® - ® �o "'''::111°Y11-4: PfC3l 6.6> 1=� 6 7 8 �5 �� rin "e M 1.5x4 M-7x8 M-4x10 listi"li'E"p` ,- wM li4349#** -GR"i� N�0' y3-05-09 3-00-07 3-00-07 3-05-09 ' ..0 Q 4�4\ J, y :211/3 13-00 , - EX IR S ,5/30,1 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - D-GIRD Scale: 0.3687 ,ff y WARNINGS: GENERAL NOTES,unless otherwise noted: 1' `+�"' 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 Jr Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper i 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. gra 2.Design assumes the top and bottom chords to be laterally braced at + " DES. BY' LA 3.Additional temporary bracing to insure stability during construction r 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 DATE 7/19/2013 responsibility building designer. continuous sheathing such as plywoodrequired sheathing(TC)eshown and/or drywall(BC). + the overall structure Is the res nsibilit of the 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t-f,rbc SEQ. : 5599582 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, 24243 design loads be applied to any component. end are for"dry full b ori of use. .+d9 TRANS I D: 374054 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 G necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S �t t 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 7/21,/i / / � 11 a�A+ 111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincideiatwithzjoint center lines. It 9.Digits indicate size of plate in inches. t MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E111IIOI This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,interior zone, load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer to equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for - complete specifications. 12 Truss designed for 4x2 outlookers. 2x4 let-ins 4.00 1of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. ..,-- -/-7 e M-3x6 111 I- CO 0 0 0 0 i M-3x4- w N M-3x4 f- a,d1 o® Mil '' 0 IW A 3 DP OT` .. :i. c; s f 1 ,E y y y CC 40 1-08-04 6-00 *.t iN tt, Qs K Y'26,\ �C? ' '�A. JOVV 7r fib- EXPIRES 613011 - JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - El Scale: 0.6740 F,,3O ,��� WARNINGS: GENERAL NOTES,unless otherwise noted: i. W;,�� `./' C 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 Truss: E l and Warnings before construction commences. building component.Applicability of design parameters and proper ig( It 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. QTR 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . , DES. BY: LAIs the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). 4 DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x 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. 'f SEQ. : 5599583 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, {,, * design loads be applied to any component. and are for"dry condition"of use. 7 e»' TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at ait lappa is shown.Shim or wedge if X4743 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r 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 VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '� �it 9.Digits indicate size of plate in inches. iv A,+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) )`f rJ , IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -41) 60 2-5=(-53) 51 2.3=(-488) 413 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-296) 422 4.5=(-180) 129 WEBS: 2x4 KDDF STAND 3-4=( -61) 98 LOADING IC 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -121/ 505V -54/ 79H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -28/ 238V -54/ 79H 5.50" 0.38 KDDF ( 625) OVERHANGS: 20.2" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing. Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169° ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.021" @ -1'- 8.2" Allowed = 0.225' MAX LL DEFL = -0.088" @ 1'- 10.0" Allowed = 0.254' MAX TL DEFL = -0.099" @ 1'- 10.0" Allowed = 0.339' _ T 1-11-01 T 4-00-15 T MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 12 4.0017 This truss does not include any time dependent y deformation for long term loading (creep) in the total load deflection. The building designer M-1.5x4 shall verify that this parameter fits with the intended use of this component. A- 4 -i NOTE:Design assumes moisture content does ' m not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-2.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, r.- ce Enclosed, Cat.2, Exp.B, MINERS, c 3 III interior zone, load duration factor=1.6, N Truss designed for wind loads N in the plane of the truss only. A- co Plir cp 4121111111WW- El m 2116---"-...r.3.0 ** 5 M-3x6 M-1.5x4 o)PROPpt : .... N4 . dr-" . t- ilk s - 11(1 ,. 1 i y y y "1111, 0*f� 1-08-04 6-00 .4..., 41) EXPIRES 6/3()I1 JOB NAME" J - 1453 STONE BRIDGE REVISION 1 - E2 Scale: 0.5865 3( hr1a WARNINGS: GENERAL NOTES,unless otherwise noted: t"� y y( rf 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 individuali /T } - Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper \ > 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , + Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t 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 byVI" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. '_ DATE: 7/19/2013 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. _ e� SEQ. : 5599584 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, end are for"d condition"of use. t^,1;`=,ii' design loads be applied to any component. "dry TRANS I D: 374054 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 .44 24243 fabrication,handling,shipment and installation of components. necessary.s 7.Design assumes adequate drainage is provided. , �, 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI VJfCA in BCSI,copies of which will be famished upon request. lines coincideinwith jointacenter lines. PPi�tt�ee tt 9.Digits indicate size of plate in Inches. ) vl�ef�.l.r MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 7/2,/,1 l3 1E IIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -41) 60 2- 8=(-510) 1673 2- 3=(-1763) 659 2x4 KDDF STAND 73, T4 SPACED 24.0" 0,C. 2- 3=( -408) 109 8- 9=(-375) 1181 3- 8=( -261) 178 BC: 2x4 KDDF #1&BTR 3- 4=(-1650) 462 9- 6=(-510) 1673 8- 4=( -39) 478 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1650) 462 4- 9=( -39) 478 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -408) 109 9- 5=( -261) 178 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -41) 60 5- 6=(-1763) 659 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF OVERHANGS: 20.2" 20.2" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) - M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -177/ 1116V -85/ 85H 3.50" 1.79 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -177/ 1116V -85/ 85H 3.50" 1.79 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" MAX TL DEFL = -0.021" @ -1'- 8.2" Allowed = 0,225' MAX LL DEFL = -0.070" @ 11'- 0.0" Allowed = 1.071" MAX TL DEFL = -0.117" @ 7'- 4.0" Allowed = 1.428" MAX LL DEFL = -0.018" @ 23'- 8.2' Allowed = 0.169" MAX TL DEFL = -0.021" @ 23'- 8.2" Allowed = 0.225° MAX HORIZ. LL DEFL = 0.025' @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.041" @ 21'- 8.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 11-00 11-00 shall verify that this parameter fits with the f f f intended use of this component. 5-05-08 5-06-08 5-06 5-06 NOTE:Design assumes moisture content does f T - T T not exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" f- f- M-3x64 RC M-3x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, OQEnclosed, Cat.2, Exp.B, MWFRS, ` interior zone, load duration factor=1.6, M-3X6 M-1.5x4 +a M-1.5X4 M-3x6 Truss designefor wind loads M-2.5X4 , V. 1tt M-2.5x4 in the plane of the truss only. 0 0 a! Truss designed for 4x2 outlookers, 2x4 let-ins v co M-1.5X4 M-1"5x4 of the same size and gra., ctural top chord. Insure tight ,. l t f let-in. i Outlookers must b-,Y�r� c �� �� permissible at i e sU1s • 'r •. � �a,- CD Cl k`a /- 2'.. 8 MN e _'6 so ' ' _� 3f. M-3x6 M-2.5x4 M-3x6(S) M-2.5x4 M-3x61 ` 400, 7-04 7-04 7-04 c 'CZ ,�ca��, , . - 26. U 12-00 10-00 '4'0Jt?�'�' y y - y 7/V-,`l'1 1-08-04 22-00 1-08-04 XP1Rf s 6/3011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - F1 Scale: 0.2400 �,.3t �j ,� WARNINGS: GENERAL NOTES,unless otherwise noted: +kf 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 "r+d , yf V Truss: 1 C 1 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. TR ! ° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by * 40 DATE 7/19/2013 continuous sheathing such as plywood in ere s and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requairedired where hown++ V Fl 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. , SEQ. : 5599585 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, :, design loads be applied to any component and are for"dry condition"of use. I.41,,. TRANS I D: 374054 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 24243 necessary. ,„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -9 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 VIII IIII IIII TPI N?CA in BCSI,copies of which will be furnished upon request. git coincideitwith jointacenter lines. • lw • 9.Digits indicate size of plate in inches. NAL. MITek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'r0 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR -2 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2-. 3=( -41) 60 2-10=(-373) 16001 2- 0=(-2209) 17277 SPACED 24.0" O.C. 3=( -261 369 10-11= ) ( -209) WEBS: 2x4 KDDF STAND ) (-373 1179 4.10= 3- 4=(-1753) 535 11. 8=(-476) 1600 10- 5=( -15) 423 LOADING 4- 5=(-1600) 439 5-11=( -15) 423 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1600) 439 11- 6=( -209) 172 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1753) 535 7- 8=(-2068) 807 TOTAL LOAD = 42.0 PSF 7- 8=( -261) 369 LETINS: 2-00-00 2-00-00 8. 9=( -41) 60 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 20.2" 20.2" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -177/ 1116V -85/ 85H 3.50" 1.79 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 0.0" -177/ 1116V -85/ 85H 3.50" 1.79 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 = -0.018" @ -1'- 8.2° Allowed = 0.169" MAX TL DEFL = -0.021" @ -1'- 8.2" Allowed = 0.225' MAX LL DEFL = -0.129" @ 11'. 0.0" Allowed = 1.071° MAX TL DEFL = -0.212" @ 11'- 0.0" Allowed = 1.428' MAX LL DEFL = -0.018" @ 23'- 8.2" Allowed = 0.169' MAX TL DEFL = -0.021' @ 23'- 8.2" Allowed = 0.225' MAX HORIZ. LL DEFL = 0.024" @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.040" @ 21'- 8.5° This truss does not include any time dependent 11-00 11-00 deformation for long term loading (creep) in the f T f total load deflection. The building designer shall verify that this parameter fits with the f1-11-01f 3-06-15 5-06 5-06 3-06-15 �1-11-01� intended use of this component. 12 12 NOTE:Design assumes moisture content does 4.00 t' M-4x6 - 4.00 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. mmIN% Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, o M-1.5x4 .M-1.5x4 interior zone, load duration factor=1.5, yr Truss designed for wind loads o `, in the plane of the truss only. M-3x6 M-3x6 `r �� r PROF 0 _ 'oco � "1�' �C /0� 2 10 11 s8 -!0 Cr' t' 'In M-3x8 M-2.5x4 M-3x6(S) M-2.5x4 M-3x8 _ ( '` 40, 7-04 7-04 7-04 ,,0•r+ �►N0. 1, ), 1- _° ` �)"26,'� c " 12-00 10-00 40A.JC3�� � 1-08-04 22-00 1-08-04 EXPIRES 6/30115 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - F2 Scale: 0.2400 N.30.114t � WARNINGS. GENERAL NOTES,unless otherwise noted: r�' vi �w/ 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 'a*d Truss: F2 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. litztt . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at # �* Si DES. BY: LA 2'o.s.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). )`" DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��� 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. SEQ. : 5599586 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 61'TRANS I D: 374054 design loads be applied to any component. g,and gassumre for es fulldbeari ition"ofal all supports " 5.CompuTrus has no control over and assumes no responsibility for the Designn9 shown.Shim or wedge if 24243 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. l'04.1'413 ,4^+ 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 TM"fl ' (VIII VIII VIII VIII VIII VIII VIII IIII IIII 7PI WfCA in BCSI,copies of which will be furnished upon request, lines coincide withizjoint center lines. w� t 9. Digits indicate size of plate in inches. t L+ MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f`�n �p IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -33) 25 1- 9=(-542) 1600 1- 2=(-1810) 615 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2- 3=(-1753) 596 9.10=(-392) 1179 3- 9=( -212) 176 WEBS: 2x4 KDDF STAND 3- 4=(-1600) 486 10- 7=(-491) 1600 9- 4=( -52) 428 LOADING 4- 5=(-1600) 456 4-10=( -11) 423 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1753) 551 10- 5=( -209) 172 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -261) 369 6- 7=(-2094) 824 TOTAL LOAD = 42.0 PSF 7- 8=( -41) 60 LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 0.0" 20.2" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -125/ 924V -73/ 85H 3.50" 1.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -178/ 1127V -73/ 85H 3.50" 1.80 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 14'- 8.0" Allowed = 1.071" MAX TL DEFL = -0.206' @ 14'- 8.0" Allowed = 1.428" MAX LL DEFL = -0.018" @ 23'- 8.2" Allowed = 0.169' MAX TL DEFL = -0.021' @ 23'- 8.2' Allowed = 0.225" MAX HORIZ. LL DEFL = 0.024" @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.040" @ 21'- 8.5" • This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the :s:3i kNRO:kS:6,,,„0:0,141, 11-00 11-00 intended use of this component. �1-11-01� 3-06-15 5-06 5-06 3-06-15 �1-11-01� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 4.00 M-4x6 a 4.00 system and components and cladding criteria. 4.0"A- A- Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 Enclosed, Cat.2, Exp.B, MWFRS, uu interior zone, load duration factor=1.6, Truss designed for wind loads M-1.5x4 ' 4 M-1.5X4 in the plane of the truss only. I` 3 o o ilOOK d o -M-4x42 / M-3x6 ' s o� •_ 0 �v ely 7o' 1= 9 10 -7 M-3x6 M-2.5x4 M-3x6(5) M-2.5x4 M-3x8 u (1 ''' ) '- 4 dor y y y 1, • 0R' li�q, 7-04 7-04 7-04 J, y y 0,, "2c+, v- „c „cc) a - 12-00 10-00 y y � A �Q�l"� 7 ,-l°r y 22-00 1-08-04 EXPIRES 6130116 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - F3 Scale: 0.2488 , ( WARNINGS: GENERAL NOTES,unless otherwise noted: w � 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 .8 '�, .-0 .efikTruss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 46 // !) 2.Design assumes the top and bottom chords to be laterally braced at DES. BY" LA 3.Additional temporary bracing to insure stability during construction tl is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'0.0.respectively unless braced throughout their length by T! P Y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. A SEQ. : 5599587 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, {'} TRANS I D: 374054 ^' design loads be applied to any component. and are for"dry condition"of use. '`"' 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 243 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Vttf$10:6) 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 11111 11111 VIII 11111 11111 11111 ill TPVN?CA in SCSI,copies of which will be furnished upon request. Digit coincide withizjoint centeres y .+y1} 9.Digits indicate of plate in inches. ) 't�'7� MiTek USA,InalCompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ) q. i IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -77) 105 2-6= 2-3=(-308) BC: 2x4 KDDF #18BTR SPACED 24.0° O.C. 2-3=(-291) (-27) 162 6-3=(-300 160 WEBS: 2x6 KDDF N2 ) 205 6-4= -27 162 6-3= 0) 167 3-4=(-292) 206 3-4=(-309) 160 2x4 KDDF STAND A LOADING 4-5=( -77) 105 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.6" 18.6" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 488V -79/ 79H 3.50" 0.78 KDDF ( 625) 7'- 5.0" -80/ 488V -79/ 79H 3.50" 0.78 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.013" @ -1'- 6.6" Allowed = 0.155" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = -0.015" @ -1'- 6.6" Allowed = 0,206' 3-08-08 3-08-08 MAX LL DEFL = -0.013" @ 8'- 11.6" Allowed = 0.155" - MAX TL DEFL = -0.015" @ 8'- 11.6" Allowed = 0.206° MAX IC PANEL LL DEFL = -0.016° @ 1'- 11.9' Allowed = 0.289" 3-06-12 3-10-04 MAX TC PANEL TL DEFL = -0.017" @ 1'- 11.9' Allowed = 0.434" 12 12 MAX HORIZ. TL DEFL = 0.001° @ 7'- 1.5° - 8.99 v 3M 5x6 N9.00 This truss does not include any time dependent bk.� deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does rAM-1.5X4 not exceed 19% at time of manufacture. c, Design conforms to main windforce-resisting c r system and components and cladding criteria. �'� o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, v Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads o //IR u) in the plane of the truss only. r11611I r/ o/- tt \\\ 0 6 -/ M-3x10 M-1.5x4 M-3x10 PROPt y y ,.N y 3-08-08 3-08-08 OR'00 .N 6, s 1-06-09 7-05 1-06-09 '.. ' x'26,''` ,`0 1 J4 JOVV 2 j 2,41/3. EXPIRES 6/3011 • JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - G1 Scale: 0.4794 WARNINGS: GENERAL NOTES,unless otherwise noted: 4-v- i ,w:r�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper ''' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / ,� 2.Design assumes the top and bottom chords to be laterally braced at .. • # R 4. DES. BY: LA 3.Additional temporary bracing to insure stability during construction . :, 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 RRB '� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3 DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,. SEQ. : 5599588 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. s^)'ye„ TRANS I D: 374054 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 - 24243 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 "' II1 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center linea t+ *r 9.Digits indicate size of plate in inches. ci 1 MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) (n y 1 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -77) 105 2- 8=(-25) 168 2- 3=(-458) 272 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-180) 245 8- 6=(-25) 168 8- 4=( 0) 161 WEBS: 2x6 KDDF #2; 3- 4=(-236) 82 5- 6=(-458) 272 2x4 KDDF STAND AO4- 5=(-236) 82 LL( 25.0)+DL( 7.0)LONTOP CHORD = 32.0 PSF 5- 6=(-181 ) 246 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -77) 105 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.6" 18.6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -80/ 488V -79/ 79H 3.50" 0.78 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 5.0° -80/ 488V -79/ 79H 3.50" 0.78 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-08-08 3-08-08 MAX LL DEFL = -0.013" @ -1'- 6.6' Allowed = 0.155" MAX TL DEFL = -0.015" @ -1'- 6.6" Allowed = 0.206" T MAX LL DEFL = 0.019" @ 3'- 8.5" Allowed = 0.342" 1-06-14 2-01-10 2-01-10 1-06-14 MAX TL DEFL = -0.017" @ 3'- 8.5' Allowed = 0.456° MAX LL DEFL = -0.013° @ 8'- 11.6" Allowed = 0,155" 12 12 MAX TL DEFL = -0.015" @ 8'- 11.6" Allowed = 0.206" 8.99 7 M-5x6 NJ 9.00 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.5" 4 MAX HORIZ. TL DEFL = 0.001' @ 7'- 1.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. n M-2.5X4 notNOTEexxceedn19,6 ates timelofure content does manufacture.0o r Design conforms to main windforce-resisting , 0o system and components and cladding criteria. vt, Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, /- - Enclosed, Cat.2, Exp.B, MWFRS, uo interior zone, load duration factor=1.6, rTruss designed for wind loads o r in the plane of the truss only. Y WI 0//111111141 E 8 ._6 M-3x10 M-1.5x4 M-3x10 ,,DPI OP .. /- r�' t . ,F:P ,•G'W'= '= ,-i° r 3-08-08 y 3-08-08OR' MN+b - .- 1-06-09 7 05 1-06-09 04 \kco. 2;°/ . EXPIRES 5130115 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - G2 Scale: 0.4794 tk.JO/1k WARNINGS: GENERAL NOTES,unless otherwise noted- 44$) 0,,* ' A w i yy��y 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; t r�, e,„)) Truss: G2 and Wamings before construction commences. building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. /// ,y 2.2x4 compression web bracing must be installed where shown+. 4 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i,�t1. DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,« DATE: 7/19/2013 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 responsibiley of the respective contractor. p" SEQ. : 5599589 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition" use. TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the 8. ndssumes full bearingion"of at all supports shown.Shim or wedge if 2424 fabrication,handling,shipment and installation of components. necessary. { P 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �r ! 11111111111113111 TPI WfCA BCSI,copies of which will be furnished upon request. lines coincidewithizjoint center lines. {1• A✓ 9.Digits indicate size of plateein inches. j MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) f`n '/3 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2= 77 105 2-7= 45 ( 1) BC: 2x4 KDDF R18BTR ( ) (- ) 147 7.4= -531 328 SPACED 24.0' O,C. 2-3=(-169) 240 7-6=(-48) 147 7-4=( 0) 158 WEBS: 2x6 KDDF #2; 3-4=(-247) 122 ( ) 5-6=(-316) 131 2x4 KDDF STAND A LOADING 4-5=(-247) 102 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -23) 34 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LETINS: 1-06-06 1-06-06 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -85/ 515V -79/ 66H 3.50' 0.82 KDDF ( 625) OVERHANGS: 18.6' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.0° -37/ 312V -79/ 66H 3.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.013" 0 -1'- 6.6" Allowed = 0.155' 3-08-08 3-08-08 MAX TL DEFL = -0.015" @ -1'- 6.6" Allowed = 0.206" - T T 4' MAX LL DEFL = -0.018" @ 0'- 11.7" Allowed = 0.342' 1-02-06 2-06-02 2-06-02 1-02-06 MAX TL DEFL = 0.019" 0 0'- 11.7" Allowed = 0.456' MAX HORIZ. LL DEFL = 0.001' @ 7'- 1.5" 12 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 1.5" .. 8.99 1 ' ]9.00 does include time dependent M-5x6 deformation for long termloadng (creep) in the 4 total load deflection. The building designer \ shall verify that this parameter fits with the intended use of this component. FA NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. a, o M-2.5x4 IIILI-2.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o T Enclosed, Cat.2, Exp.B, MWFRS, c%, o interior zone, load duration factor=1.6, Truss designed for wind loads /- -V in the plane of the truss only. ri Ar# ,_ ,,,, o r ,_ ,_ I x WI o 2E3 7 ELSA 6S9PROP,M-3x10 M-1.5x4 M-3x10 y y y ► M 3-08-08 3-08 08 { N r 1-06-09 7-05 •rpt ,26*N c,S( EXPIRES 6/3011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - G3 Scale: 0.4591 N.3O11* WARNINGS: GENERAL NOTES,unless otherwise noted: .'S� t�so 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 '`{ .ft ' Truss: G3 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. 44 / =' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at #1 {'� DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ♦i is •the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). <t, DATE: 7/19/2013 the overall structure is the responsibitity 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. : 5599590 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 374054 design loads be applied to any component. g,and are for"chcoition"of use. Design assumes full bearing at ell supports shown.Shim or wedge if ¢ t 5.CompuTrus has no control over and assumes no responsibility for the necessary. 24243 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. fie# 6.This design is-fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ""tsitio 111111 III VIII IIIA VIII VIII 111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. °{+1n. 9.Digits indicate size of plate in inches. vNAL MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,,.1• IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -24) 34 1-6=(-70) 147 1-2=(-317) 170 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-247) 133 6-5=(-70) 147 6-3=( 0) 158 WEBS: 2x6 KDDF #2; 3-4=(-247) 133 4-5=(-316) 170 2x4 KDDF STAND A LOADING 4-5=( -24) 34 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-06-06 1-06-06 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 312V -66/ 66H 3.50° 0.50 KDDF ( 625) 7'- 5.0' -43/ 312V -66/ 66H 3.50" 0.50 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ 6'- 5.3" Allowed = 0.342" - MAX TL DEFL = -0.014° @ 3'- 8.5" Allowed = 0.456° 1. 3-08-08 T 3-08-08 MAX HORIZ. LL DEFL = -0.001' @ 7'- 1.5° MAX HORIZ. TL DEFL = 0.001' @ 7'- 1.5" 1-02-06 2-06-02 2-06-02 1-02-06 ,r T 1' -1 '1 This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the total load deflection. The building designer 8.99 17 NI 9.00 shall verify that this parameter fits with the M-5x6 intended use of this component. / 3 NOTE:Design assumes moisture content does Flnot exceed 19% at time of manufacture. d h Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, III interior zone, load duration factor=l.6, o M-2.5x4 Truss designed for wind loads 0 4M-2.5x4 in the plane of the truss only. CO 040 S LO oT o r YWo M-3x10 M-1.5x4 M-3x10 tlikr- 06, GtN,�c$".,�0','". J, y y e 3-08-08 3-08-08 �- }•ft 03 y yC '0'2B, t, ' - EXPIRES 6/3011 ` JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - G4 Scale: 0.4575 N.30i1 , ,, WARNINGS: GENERAL NOTES,unless otherwise noted: W w' 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 (, a,�.�t and Warnings before construction commences. building component.Applicability of design parameters and proper ' -b` Truss: G4 Incorporation of component Is the responsibility of the building designer. 7 t 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ( y 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by # `i, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� DATE: 7/19/2013 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 aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�,r° SEQ. : 5599591 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, T,n 7 design bads be applied to any component. and are for"dry condition"of use. TRANS I D: 374054 5.CompuTrns has no control over and assumes no responsibility for the 6.Design assumes fait bearing at all supports shown.Shim or wedge If24243 necessary. ,�yp fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. .1 yf 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center A� lit VIII 11111 11111 VIII 11111 1111 IIII(III TPI N?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. Ota pt 9. Digits indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i f 21113. IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-232) 140 4.5=(-96) 82 4-1=(-258) 165 5-3=( -41) 128 BC: 2x4 KDDF k1&BTR SPACED 24.0° O.C. 2-3=(-232) 140 5.6=(-96) 82 1-5=( -41) 128 3-6=(-258) 166 ...- WEBS: WEBS: 2x4 KDDF STAND 5.2=( -7) 101 LOADING TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -40/ 287V -98/ 97H 3.50' 0.46 KDDF ( 625) Connector plate prefix designators: 6'- 10.0" -40/ 287V -98/ 97H 3.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacing.I ** For hanger specs. - See approvedplans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0 p pp REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.008" @ 1'- 9.7" Allowed = 0.236' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.009" @ 5'- 0.3" Allowed = 0.354' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000' @ 0'- 1.8" 3-05 3-05 MAX HORIZ. TL DEFL = 0.000" @ 0'- 1.8' T T 1' 12 12 This truss does not include any time dependent deformation for long term loading (creep) in the 8.99 V NI 9.00 total load deflection. The building designer shall verify that this parameter fits with the M-5x6 intended use of this component. /- 2 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp,B, MWFRS, u7 interior zone, load duration factor=1.6, o Truss designed for wind loads o) in the plane of the truss only. CD M-2.5/AIN 2.5x4 oo o 0, 0 *4 5 *5 M-1.5x4 M-3x8 M-1.5x4DPi O;t"k • . 415, F` G'lP1 . K1. 3-05 3-05 OW'eIN qb , 1, 6-10 'Q.e 4.26*1 4S EXPIRES00115 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - G5 Scale: 0.4828 N.3C}:t i WARNINGS: GENERAL NOTES,unless otherwise noted: "� W 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �"'* 1 ��� `«/ Truss: G5 and Warnings before construction commences, building component.Applicability of design parameters and proper ' ' L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. e 2.Design assumes the top and bottom chords to be laterally braced at 414, DES. BY LA 3.Additional temporary bracing to insure stability during construction o.c.and at 10'o.c.respectively unless braced throughout their length by s is the responsibility of the erector.Additional permanent bracing2' of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). 1, 3,, DATE: 7/19/2013 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 at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5599592 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, ' and are for"dry condition"of use. 4. design loads be applied to any component, 6.Design assumes full bearing at all supports shown.Shim or wedge If 24243 TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0 "kt " 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WrCA in BCSI,copies of which willbe furnished upon request. lines coincide with joint center lines. s`r0At 9.Digits indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1986(MiTek) / / IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-41) 60 2-4=(-56) 36 3-4=(-141) 89 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 109 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -121/ 471V -57/ 56H 5.50° 0.75 KDDF ( 625) OVERHANGS: 20.2" 0.0" 4'- 10.0" -21/ 187V -57/ 56H 5.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 For hanger specs. - See approved plans ** MAX LL DEFL = -0.018" @ -1'- 8.2' Allowed = 0.169° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = -0.021" @ -1'- 8.2" Allowed = 0.225" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.048" @ 2'- 4.8" Allowed = 0.274" MAX TC PANEL TL DEFL = -0.049' @ 2'- 4.8" Allowed = 0.411" 4-10 T f MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5" 4.001 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. • M-1.5x4 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. t Design conforms to main windforce-resisting m system and components and cladding criteria. LC) Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, N interior zone, load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. CV O� .iI C O 1 2 1, ** 4 M-2.5x4 M-1,5x4 A- tD PROr 40 `€G1fk-k.... `3 + rt, ' y y ,1 40 (i s 1-08-04 4-10 . OR± #R� EXPIRES40 vvo 6/3011 - JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - H1 Scale: 0.6503 p,,J0Ilk WARNINGS: GENERAL NOTES,unless otherwise noted: S > f '11rt. H-1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '*""1. 15 ia�jt } Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. +R1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `i il *1 C„ DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ P 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. % . SEQ. : 5599593 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ''"7.� 8.Design assumes fug bearing at all supports shown.Shim or wedge if TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the ZA'�43 fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumes adequate one ID: isprovided. STEPPfurnished faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. +�,�,+ysx�.rrn� III III I VIII VIII IIII VIII VIII III)III) 9.Digits For indicateionsizecctof platetein inches. SdNAL^' e - MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) + 2 it 111IIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-41) 60 2-4=(-46) 25 3-4=(-102) 42 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 90 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0.0" -126/ 442V -47/ 39H 5.50" 0.71 KDDF ( 625) OVERHANGS: 20.2" 0,0" 3'- 4.0" -13/ 122V -47/ 39H 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 2: Desi n checked for net(-5 psfl uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. ( g' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.018' @ -1'- 8.2" Allowed = 0.169" •' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = -0,021' @ -1'- 8.2" Allowed = 0.225" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.022" @ 1'- 8,3" Allowed = 0.168" 3-02-04 0-01-12 MAX TC PANEL TL DEFL = -0.021" @ 1'- 8.3' Allowed = 0.252° '' '1'1 MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5° 12 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' 4.00 li This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does M-1.5x4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting m system and components and cladding criteria. Wm CD! Wind: 110 mph, h'lSft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, N ,� interior zone, load duration factor=l.6, o Truss designed for wind loads o� IIIIIIIIIIIII �' r in the plane of the truss only. T o� 0111112�111110.- ._ .�I 1 M-2.5x4 M-1"5x4 PROfis �c t . -., ' 1-08-04 3-04 40, ., EXPIRES 6/3011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - H2 Scale: 0.6831 h N.JUN*r4 WARNINGS: GENERAL NOTES,unless otherwise noted: VJr ' H2 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 k /t 0 - Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,1.4 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY" LA 3.Additional temporary bracing to insure stability during construction s is the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by '1. P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 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 at bracing and 4.Installation of truss is the responsibility of the respective contractor. p« •z SEQ. : 5599594 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ) design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 374054 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it dc�$3 necessary. SO fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ( % G'" 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 IIIII IIIII IIIIIIII TPI/WfCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. p*a MiTek USA,InC./CompuTrus Software 7.6.4-SP5(1 L)-E 9.Digits Indicate size of plate in inches. ''')3410 NAL For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '/J ) /4 ' 11 G t IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=(-41) 60 2-4=(-59) 20 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-62) 62 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -119/ 465V -60/ 20H 5.50" 0.74 KDDF ( 625) 4'- 4.9" -48/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 10.0" 0/ 54V -60/ 20H 5.50° 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.021" 9 -1'- 8.2" Allowed = 0.225" ` 4-05-11 MAX TC PANEL LL DEFL = -0.022" @ 2'- 3.5" Allowed = 0.260' MAX TC PANEL TL DEFL = -0.025' @ 2'- 3.5" Allowed = 0.390' MAX HORIZ. LL DEFL = 0.000" 9 4'- 4.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 4.9° 4.00 c' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 3 -V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IDesign conforms to main windforce-resisting system and components and cladding criteria. co o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0 o Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, o T Truss designed for wind loads N o� in the plane of the truss only. 0 o� 2 ►/4 M-2.5x4 , D PROP N", s1 cr J. y y $ . 1-08-04 4-10 .zow !PROVIDE FULL BEARING:Jts:2,3,4It :.' �..�`" 26.x':' ,4.0;, EXPIRES 6130115 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - HJ1 Scale: 0.6628 .ilikN.3t.44. WARNINGS: GENERAL NOTES,unless otherwise noted: s ,��,p'J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual tip ft "" Truss: HJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper C�`' t # 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AR -Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by10 t P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fff 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. : 5599595 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 374054 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 5.CompuTrus has no control over and assumes no responsibility for the dj ,-� 24243 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4IS12 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 IIII 111 VIII Mill VIII El IIII TPIlWiCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. c,„OP�aNAe 9.Digits Indicate size of plate in inches. ! vfe lw MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(4L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r L°�,i 2.. IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -41) 60 2-5=(-56) 42 5-3=(-304) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-117) 158 5-6=(-59) 56 3-6=( -76) 53 WEBS: 2x4 KDDF STAND 3-4=( -99) 106 6-4=( -45) 35 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.2' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS0 - 0.0" 124/ACT47NS 74V -79/ACTIONS 100H 3.50" 0.76ZE N KDDFP(SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.7' -31/ 419V 0/ OH 5.50' 0.63 KDDF ( 625) 9 8'- 8.0' -56/ 89V -79/ 100H 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.) +* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" MAX TL DEFL = -0.021" @ -1'- 8.2' Allowed = 0.225" MAX TC PANEL LL DEFL = -0.066" @ 2'- 8.5' Allowed = 0.359° , MAX TC PANEL TL DEFL = -0.070" @ 2'- 8.5' Allowed = 0.538" MAX TC PANEL LL DEFL = 0.007" @ 7'- 0.3' Allowed = 0.152' MAX TC PANEL TL DEFL = 0.008" @ 7'- 0.3" Allowed = 0.228" MAX HORIZ. LL DEFL = -0.001" @ 8'- 4.5" _ 6-00-08 2-07-08 MAX HORIZ. TL DEFL = -0.001" @ 8'- 4.5' ' ' This truss does not include any time dependent 12 deformation for long term loading (creep) in the 4.001 M-1.5x4 total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. YNOTE:Design assumes moisture content does M-2.5x4 not exceed 19% at time of manufacture. 3041 Design conforms to main windforce-resisting system and components and cladding criteria. cu Wind: 110 mph, h=15ft, TCDL=4.2,0CDL=6.0, ASCE 7-05, 0 0o Enclosed, Cat.2, Exp.B, MWFRS, 0 interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0,`-- 0 2m 51= +e /- M-2.5x4 M-1.5x4 M-2.5x4 ',...0k4?R(} x `*' GI o NV ' *, 0 '. to to 'iti l' 'Pa ► 'oxs 5-10-12 2-09-04 OR .14 qa y y y 1-08-04 (PROVIDE FULL BEARING;Jts:2,5.6( 8-08 ` "9' p26. "c0 EXPIRES 613011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - I1 Scale: 0.4645 p,,1Oilk WARNINGS: GENERAL NOTES,unless otherwise noted: +4 u/ �1.,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" Truss: I1 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. 44 I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at at DES. BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by k� j is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3 DATE: 7/19/2013 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. f,';, SEQ. : 5599597 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, . and are for"d condition"of use. - ,»-` design loads be applied to any component. ry � TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if04, fabrication,handling,shipment and installation of components. necessary. b "rb 7.Designlaesassumesadequatedrainageon eh cisprovided.sa 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 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. git coincide with joint ate inrnches. p�f�f NAL 9.Digits Indicate size of plate in inches. I V;1p�;a.x MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f/ IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 8-08-00 MONO HIP-D SETBACK 2-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( -41) 60 2-6=(-44) 253 6.3=( 0) 128 BC: 2x4 KDDF #1&BTR 2.3=(-307) 156 6-7=(-48) 247 3.7=(-467) 161 WEBS: 2x4 KDDF STAND LOADING 3.4=( 0) 0 7-8=(-49) 17 7.5=(-162) 73 LL = 25 PSF Ground Snow (Pg) 3-5=( -27) 137 5-8=( -96) 103 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 4'- 6.0" TO 8'- 8.0" V BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 8'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 20.2" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 37.5)+DL( 10.5)= 48.0 LBS @ 4'- 6.0° 0'- 0.0" -128/ 502V -51/ 42H 3.50° 0.80 KDDF ( 625) Connector plate prefix designators: 5'- 10.7" -37/ 400V 0/ OH 5.50" 0.60 KDDF ( 625) - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 8.0" -35/ 118V -51/ 42H 5.50° 0.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 - MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" MAX TL DEFL = -0.021° @ -1'- 8.2" Allowed = 0.225" MAX LL DEFL = -0.003" @ 3'- 11.0° Allowed = 0.269" MAX TC PANEL TL DEFL = 0.010" @ 2'- 2.1" Allowed = 0.330" 4-05-11 4-02-05 MAX TC PANEL LL DEFL = 0.037" @ 6'- 4.5" Allowed = 0.224" T '1 '1 MAX TC PANEL TL DEFL = -0.036° @ 6'- 2.6" Allowed = 0.337" 3-11 0-06-11 4-02-05 MAX HORI2. LL DEFL = 0.001" @ 8'- 6.2' T MAX HORIZ. TL DEFL = 0.002" @ 8'- 6.2" 4-03-15 This truss does not include any time dependent 448# deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 V intended use of this component. NOTE:Design assumes moisture content does not exceed 19r at time of manufacture. M-7y8 Design conforms to main windforce-resisting A- A- M-2.5x4 system and components and cladding criteria. 5 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, co ii MS C=3 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 0 0 Truss designed for wind loads r 0 0 o in the plane of the truss only. cm 7/--- NI 9 T A- OMi ��ll 0� 1 211-- 6 7� ,;,,8 M-2.5x4 M-1.5x4 M-2.5x4 M-1.5x4 : + _PRO/sA- , Gt 3 04,, txa y 3-11 y 1-11-12 y 2-09-04 y • �Oi't+NA, • I I 1 - 1-08-04 'PROVIDE FULL BEARING:Jts:2,7.81 8-08P 26"� �c EXPIRES613011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - IH1 Scale: 0.4754 g,4.JOHN.� 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 y N. a �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 "� *oil �� Truss: IH1 and Wamings before construction commences. building component.Applicabilay of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4� 1 ,+ u 3.Additional temporary bracing to insure stability during constrochon 2.Design assumes the top and bottom chords to be laterally braced at e DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 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. : 5599598 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, , design loads be applied to any component. and are for"dry full bearing of use. TRANS I D: 374054 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 X243 necessary. ,k .�41 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideIwith jointacenter lines. 9.Digits Indicate size of plate in inches. NAL MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r �1 IIIIIIIIIIIIII This design prepared from computer input by JP " LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=(-37) 51 2.4=(-54) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-65) 67 - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -43/ 227V -54/ OH 3.50" 0.36 KDDF ( 625) 0'- 9.4' -47/ 75V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0° 0/ 18V -54/ OH 5.50" 0.03 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" 0-10-03 AND D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.000" @ 0'- 6.2° Allowed = 0.035' MAX TC PANEL TL DEFL = -0.000" @ 0'- 6.2" Allowed = 0.053' MAX BC PANEL LL DEFL = 0.001' @ 0'- 10.9" Allowed = 0.059' 12 MAX BC PANEL TL DEFL = -0.001" @ 0'- 11.6" Allowed = 0.079' 9.00 VMAX HORIZ. LL DEFL = 0.000" @ 0'- 9.4" MAX HORIZ. TL DEFL = 0.000' @ 0'- 9.4" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does /- -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. ..- o/- 0 o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, Co •:/- T interior zone, load duration factor=1.6, T0 Truss designed for wind loads CD N 4 in the plane of the truss only. M-r°5x4 A- 9,c,,PR0fi r ftr 'fti 4 ' 0-09 2-00 dr 'PROVIDE FULL BEARING;Jts:2,3,41 ". ,,0*'tON t1y Q ,'``4'2�EyY:1/4� f�C A Jit*' .j iia EXPIRES 6/3011 • JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - IJ1 Scale: 0.7254 ,e01N..1OIf4e WARNINGS: GENERAL NOTES,unless otherwise noted: A W % ) 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 individuals Truss: I J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'Q' 1 t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,y / „eft so- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at X11 DES. BY: LA is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •1 � po y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 1, DATE: 7/19/2013 the overall structure is the responsibf ly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v 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. =rr ar SEQ. : 5599599 fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,..j'':,s' 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the necessary. 242,43 „�y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +; ?+' 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII VIII VIII VIII IIII IIII TPI VJfCA in BCSI,copies of which will be furnished upon request. it coincide with joint ate in inches.9.Digits indicate size of plate in inches. ,, MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,I,q v f�' 1 bt IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 51 2-4=(-49) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-47) 40 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 9,0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 213V -50/ OH 3.50" 0.34 KDDF ( 625) 1'- 8.1" -19/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" 0/ 21V -50/ OH 5.50" 0.03 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bCOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacina.b REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1aPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'- -9.0° Allowed = 0.075" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001' @ 0'- -9.0" Allowed = 0.100" ` 1-08-14MAX TC PANEL LL DEFL = -0.002° @ 0'- 11.1" Allowed = 0.104" T f MAX IC PANEL TL DEFL = -0.002' @ 0'- 11.8" Allowed = 0.156' MAX HORIZ. LL DEFL = 0.000" @ 1'- 8.1" 12 MAX HORIZ. TL DEFL = 0.000' @ 1'- 8.1" 9.00 7 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does A- --/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. '' o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, coEnclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=1.6, TTruss designed for wind loads CM c� T in the plane of the truss only. cu T 0 o� ►. 4 -V M-2.5x4 • t•tp PR0 ' ..."Et, . may; 0: .,k. ii;), 1 ; * y * 11IF 0-09 2-00 OR' N (PROVIDE FULL BEARING:Jts:2,4,31 . `0�, 4,..�C _ PCE ES 6/30(1 . JOB NAME: J -1453 STONE BRIDGE REVISION 1 - IJ2 Scale: 0.6717 ,,3C?, :1 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 �Yif Truss: IJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' ' 1• w�t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. jjj/ }, s"A p 2.Design assumes the top and bottom chords to be laterally braced at r ♦ jrK DES. BY: LA 3.Additional temporary bracing to insure stability during construction 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)antler drywall(BC). 7 DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ° 4" 4.No bad should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. r SEQ. : 5599600 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, 1:' /r • TRANS I D: 374054 < design toads be applied to any component. and are for"dry condition"of use. S.CompuT us has no control over and assumes no responsibility forthe 6.Design assumes full bearing at all supports shown.Shim or wedge if 24243 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. { S.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 VIII III)IIII WI/MCA in BCSI,copies of which will be furnished upon request. git coincidewith jointain inches. y�°�p�pi 4 - 9.Digits indicate size of plate to lines. 'S.aAx h�. MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t 3 IIIIIIIIIIIIII This design prepared from computer input by ,JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 51 2-5=(-28) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-44) 50 TC LATERAL SUPPORT <= 12'OC. UON. 3-4=(-69) 53 BC LATERAL SUPPORT <= 12"OC. UON. LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 9.0" 7.6' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 168V -28/ OH 3.50" 0.27 KDDF ( 625) C,CN,C18,CN18 8,CN18 or no prefix) LL 25 PSF Ground Snow (Pg) 1'- 8.1' -49/ 188V 0/ OH 1.50" 0.24 KDDF625)= CompuTrus, Inc 2'- 0.0" -8/ 21V -28/ OH 5.50° 0.03 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001° @ 0'- -9.0' Allowed = 0.075' MAX TL DEFL = -0.001" @ 0'- -9.0' Allowed = 0.100" MAX LL DEFL = -0.002" @ 2'- 7.6" Allowed = 0.063" MAX TL DEFL = -0.002" @ 2'- 7.6" Allowed = 0.084" /- 4 -/ MAX TC PANEL LL DEFL = -0.003° @ 1'- 0.5" Allowed = 0.104' MAX TC PANEL TL DEFL = -0.003' @ 1'- 0.5' Allowed = 0.156" MAX HORIZ. LL DEFL = -0.000" @ 1'- 8.1' - MAX HORIZ. TL DEFL = -0.000" @ 1'- 8.1' This truss does not include any time dependent deformation for long term loading (creep) in the o total load deflection. The building designer o shall verify that this parameter fits with the co01 o intended use of this component. o N NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 00 Design conforms to main windforce-resisting system and components and cladding criteria. o/_ Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, oilg AIIIIIIMIII Enclosed, Cat.2, Exp.B, MWFRS, o� interior zone, load duration factor=1.6, NEN 516:2101 -> Truss designed for wind loads in the plane of the truss only. M-2.5x4 �. PRO e, r, v, add `� t • !IA 0-09 2-00 0-07-09 O*„ N 'PROVIDE FULL BEARING;Jts:2.5,31 c , • 40+'9..14J" r' 2/ 'o.fl" EXPIRES 6/30115 JOB NAME: J -1453 STONE BRIDGE REVISION 1 - IJ3 Scale: D.7777N. , ok - WARNINGS: GENERAL NOTES,unless otherwise noted: w 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 8 ���)0 Truss: IJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper �. , 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 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 �3 Vitt, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q; ` DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1I t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. _, SEQ. : 5599601 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. f 3;f ° TRANS I D: 374054 5.CompuTms has no control over and assumes no responsibility for the 6.DesignOtt, 24243 nnassumes full bearing at all supports shown.Shim or wedge if �y .,,, fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. - ip 'v� to 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 "�uu IIIIII II II VIII VIII VIII VIII VIII III IIIITPI/WlCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. , �i t 9.Digits indicate size of plate in inches. / fir a,+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,`1 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -37) 51 2-5=(-28) 2 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-121) 154 3-4=(-145) 109 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 9.0" 18.2' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 85V -28/ 3H 3.50' 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 8.1" -106/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) _ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 2'- 0.0° -30/ 21V -28/ 3H 5.50" 0.03 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.1 9.00 7 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001° @ 0'- -9.0" Allowed = 0.075' /- 4 -/ MAX TL DEFL = -0.001" @ 0'- -9.0' Allowed = 0.100' MAX LL DEFL = -0.024" @ 3'- 6.2" Allowed = 0.152" MAX TL DEFL = -0.027 @ 3'- 6.2" Allowed = 0.203" MAX TC PANEL LL DEFL = -0.008' @ 1'- 1.2" Allowed = 0.104" MAX TC PANEL TL DEFL = 0.008" @ 1'- 1.2" Allowed = 0.156' provide support MAX HORIZ. LL DEFL = 0.000" @ 1'- 8.1" MAX HORIZ. TL DEFL = 0.000" @ 1'- 8.1' This truss does not include any time dependent deformation for long term loading (creep) in the o total load deflection. The building designer o shall verify that this parameter fits with the c- 0 intended use of this component. C:3 NOTE:Design assumes moisture content does o '' not exceed 19% at time of manufacture. r> Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, �� Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, c::. Truss designed for wind loads o� �� 51M in the plane of the truss only. M-2.5x4 A.- ,v0P Orb• 0-09 2-00 1-06-04 ee , 1PROVIDE FULL BEARING:Jts:2.5.31 2''el 621,. ° 0 EXPIRES 6/3011 JOB NAME: J -1453 STONE BRIDGE REVISION 1 - IJ4 iOf Scala: 0.7209 A "W ,�y WARNINGS: GENERAL NOTES,unless otherwise noted: ..... t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "t c �� building component.Applicability of design parameters and proper * " and Warningson web bracing mut commences. 9 P PP Y n . P P Truss: I J 4Incorporation of component is the responsibility of the building designer. 2.2x4 compression must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,+ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } , DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F ?. DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y r;f SEQ. : 5599602 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 loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t, 24243 TRANS I D: 374054 design loads be applied to any component. and are for"dry condition"of use. 'fit 6.Design assumes full bearing at all supports shown.Shim or wedge if 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. `577tr§,,.+ , 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I - IIIIII VIII VIII In VIII VIII VIII Illi IIII TPUVVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linee 9.Dres idsize of plate ina inches.. MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(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 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111811TR LOAD DURATION INCREASE = 1.15 1-2=(-36) 51 2-4=(-184) 0 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2-3=( 0) 356 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0°- 0.0' -314/ 169V -184/ OH 5.50' 0.27 KDDF ( 625) OVERHANGS: 9.0' 0.0' 0'- 9.4' -133/ 463V 0/ OH 1.50' 0.74 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) B'- 0.0' 0/ 72V -184/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.013" MAX TL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.018" MAX BC PANEL LL DEFL = -0.046' @ 3'- 6.6" Allowed = 0.353' MAX BC PANEL TL DEFL = -0.091" @ 3'- 10.0' Allowed = 0.471° MAX HORIZ. LL DEFL = 0.034" @ 0'- 9.4" MAX HORIZ. TL DEFL = 0.048" @ 0'- 9.4" 0-10-03 ^( T This truss does not include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer shall verify that this parameter fits with the 9.00 7 intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. /- Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, N o Truss designed for wind loads �� in the plane of the truss only. M co co O Otzt. r T D III 2>C --><..:4 M-3x6 O PROfit % ,. GINE6 '4 tx. -ti 4 y J, y O*r ON 0-09 (PROVIDE FULL BEARING:Jts:2.3,41 8-00 4(j g7 . EXPIRES `'6/30!1 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J1 ^� w Scale: 0.5779 p� jp�4,, WARNINGS: GENERAL NOTES,unless otherwise noted: ' 11f' _ 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 +` ii (�it Truss: J 1 and Warnings before construction commences. building component.Applicabimy of design parameters and proper ' t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1( t. ,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7,1 C) 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AAA��� 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. : 5599604 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^ design loads be applied to any component. end are for"dry condition"of use. 8. t r"i ti, TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for the Design assumes full bearing all supports shown.Shim orwedge if 3 fabrication,handling,shipment and installation of components, necessary. ds 7.Designlaesassumes adequate ne drhinace is provided. ,, SI'�' 6.This design is famished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII OHM(III TPINVrCA In BCSI,copies of which will be furnished upon request. git coincide with jointain che. t 9.Digits indicate size of plate in inches. {,'r{ k+ MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 7/z///I IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -36) 51 2-5=(-178) 0 2-3=(-198) 294 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2.3=(•104) 140 WEBS: 2x4 KDDF STAND 3-4=( -38) 261 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-05-03 1-05-03 0'- 0.0" -170/ 300V -179/ OH 5.50° 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 8.1" -202/ 327V 0/ OH 1.50" 0.52 KDDF ( 625) OVERHANGS: 9.0" 0.0' 8'- 0.0' 0/ 78V -179/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = -0.004' @ 1'- 0.7" Allowed = 0.058° MAX TL DEFL = -0.004" @ 1'- 0.7' Allowed = 0.077° MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.290" MAX BC PANEL TL DEFL = -0.103" @ 4'- 1.4" Allowed = 0.471" T 1-08-14 T MAX HORIZ. LL DEFL = 0.008" @ 1'- 8.1" MAX HORIZ. TL DEFL = 0.007" @ 1'- 8.1" 12 This truss does not include any time dependent 9.00 V deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. M-2.5x4 Design conforms to main windforce-resisting rsystem and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ea Enclosed, Cat.2, Exp.B, MWFRS, i, .i- w interior zone, load duration factor=1.6, o r Truss designed for wind loads cm in the plane of the truss only. coo o m 2►� I•S15 /- M-3x6 POfl IN * C`� t ,. iii; t 41, J., y J, 0*f tN_�y 0-09 (PROVIDE FULL BEARING:Jts:2,4,5I 8-00 '-'6' P� ` .' 2. '26 ' Off, EXPIR[S 6/3011, JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - J2 Scale: 0.5779 �, Oicik WARNINGS: GENERAL NOTES,unless otherwise noted: Y ,, � .►'y 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 5 � co Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. � + f'" 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o,c.respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 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. ^'x SEQ. : 5599605 fasteners am 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: 374054 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Al 2424 necessary. «C1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. itoNlIA: '� C^"6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerIIIIII VIII VIIIVIIIVIIIVIIIVIII(III(III TPI N?CA in BCS(,copies of which w 11 be fumished upon request. Digit cIndciat with jof pate inrnches,9.Digits Indicate size of plate in inches. / MiTek USA,Ina/CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) j3(,} �12 IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -36) 51 2.5=(-168) 0 2-3=(-189) 239 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-106) 147 • WEBS: 2x4 KDDF STAND 3-4=( -44) 194 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0° -78/ 319V -168/ OH 5.50' 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.4" -175/ 239V 0/ OH 1.50° 0.38 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0" 0/ 78V -168/ OH 5.50' 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0' Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = -0.022' @ 1'- 6.1" Allowed = 0.147" MAX TL DEFL = -0.023' @ 1'- 6.1' Allowed = 0.195° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.201' MAX BC PANEL TL DEFL = -0.103' @ 4'- 1.4" Allowed = 0.471' 3-06-03 MAX HORIZ. LL DEFL = 0.018" @ 3'- 5.4' T T MAX HORIZ. TL DEFL = 0.018" @ 3'- 5.4" 12 This truss does not include any time dependent 9.00 V deformation for long term loading (creep) in the total load deflection. The building designer / -/ shall verify that this parameter fits with the intended use of this component. 0 NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting M-2.5X4 system and components and cladding criteria. 0 cm Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6°0, ASCE 7-05, m o Enclosed, Cat.2, Exp.B, MWFRS, om interior zone, load duration factor=1.6, c%� Truss designed for wind loads ir in the plane of the truss only. o cIli M-3x6 /,, 4. -/1 St 1 J, J, J, „�R`ii �, e1 0-09 (PROVIDE FULL BEARING:Jts:2.4.5I 8-00 0 `. �}-2,,\ . /0A. JCiw`'k�1I ,2,°i EXPERES 6/3011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - J4 Scale: 0.5154 p,,,3+D1 ' WARNINGS: GENERAL NOTES,unless otherwise noted: w v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 6 Truss J4 and Wamings before construction commences. building component Applicability of design parameters and proper V' , * "rf : 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the budding designer. -Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � " DATE: 7/19/2013 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. : 5599606 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, and are for"drycondition"of use. {'l> design loads be applied to any component. 20743 TRANS I D 374054 5.CompuTrus has no control over and assumes no responsibility for the 6.necess assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. I� 7.Designlaesassumesadequatene hinace is provided. a. (' "f � S.This design Is famished 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 VIII IIII IIII TPUN?CA in BCS(,copies of which will famished upon request. git coincideictwith jointcenterinches. 9.Digits Indicate size of plate in Inches. / �iA,L MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,r t 1111111111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-5=(-163) 0 2-3=(-198) 224 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-105) 142 WEBS: 2x4 KDDF STAND 3-4=( -61) 176 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -54/ 342V -163/ OH 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 4.1' -158/ 217V 0/ OH 1.50" 0.35 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0' 0/ 78V -163/ OH 5.50" 0.12 KDDF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075° ' MAX TL DEFL = -0.001" @ 0'- -9.0° Allowed = 0.100" MAX LL DEFL = -0.038" @ 1'- 6.1" Allowed = 0.191' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.157" MAX TL DEFL = 0.000' @ 0'- 0.0° Allowed = 0.209" 4-04-14 MAX BC PANEL TL DEFL = -0.062" @ 4'- 1.4" Allowed = 0.471" T '1' MAX HORIZ. LL DEFL = 0.028" @ 4'- 4.1" 12 MAX HORIZ. TL DEFL = 0.031" 0 4'- 4.1" 9.00 LThis truss does not include any time dependent deformation for long term loading (creep) in the (� total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. co Design conforms to main windforce-resisting M-2.5x4 system and components and cladding criteria. o Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ea ,y- Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, I/ Truss designed for wind loads in the plane of the truss only. f- o NI c, 1111 /- M-3x6 ift„.441(<:::0 li kti.04 , „ , 0•' ttd A J, y y 0-09 (PROVIDE FULL BEARING:Jts:2,4,51 8-00 ��ydr ,, ) 26," ,4,9 EXPIRES 6/30/15 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - J5 Scale: 0.5154 JOlik WARNINGS: GENERAL NOTES,unless otherwise noted: +� N. 1#! 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: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,# 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '4� A� -Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po dY continuous sheathing such as plywood sheathing(TC)and/ordrywalt(BC). ' i„,. DATE: 7/19/2013 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 buss is the responsibility of the respective contractor. .,,} SEQ. : 5599607 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, and are for"drycondition"of use. f i `' design loads be applied to any component. 24243 TRANS I D: 374054 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. 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 111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincideiiatwith jointacenter lines. A� 9.Digits size of plate in inches. f �gy ,, MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / p 1 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-5=(-157) 0 2-3=(-207) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-111) 136 • WEBS: 2x4 KDDF STAND 3.4=( -78) 159 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -39/ 366V -158/ OH 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.8" -141/ 198V 0/ OH 1.50" 0.32 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0' 0/ 78V -158/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0° Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100• MAX LL DEFL = -0.064" @ 1'- 6.1" Allowed = 0.235' 5-03-08 MAX TL DEFL = -0.072" @ 1'- 6.1" Allowed = 0.314° '( T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.113" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150° 12 9.00 MAX HORIZ. LL DEFL = 0.042" @ 5'- 2.8" - '� MAX HORIZ. TL DEFL = 0.047" @ 5'- 2.8" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does o not exceed 19% at time of manufacture. N T N- Design conforms to main windforce-resisting ,- M-2.5x4 , system and components and cladding criteria. cr Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, ii, Truss designed for wind loads in the plane of the truss only. 417.:,.,1 �( fRh# ,;.�nA o r o� 2� 1► 5 O 'ROiQ + M-3x6 - st e - y 1, y ,... .3) c, c0-09 'PROVIDE FULL BEARING:Jts:2,4.51 8-00 °.�y 4 "26-." C. A. J O j2,,,//3- EXPIRES 6/30/1 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J6 Scale: 0.5154 A"JOHN. WARNINGS: GENERAL NOTES,unless otherwise noted:*' P"�"V4:ti !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 ! r��1f Truss: J6 and Wamings before construction commences. building component.Applicability of design parameters and proper ,.�1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , �1 + ,F"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,/ ., F 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 drywaA(BC). t DATE• 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e 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. re SEQ. : 5599608 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, f 41 $ design loads be applied to any component and are for"dry condition"of use. 6.Design assumes hill bearing at all supports shown.Shim or wedge if TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the24243 fabrication,handling,shipment and installation of components. necessary. tr 7.Design assumes adequateaodrainage iso provided. , '{ r 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 .�Lh'�.� 1111111111111111111 7PINVlCA in BCSI,copies of which will be famished upon request. Digit dciwith jointain che. �r 9.Digits indicate size of plate In inches. , ,,,,� MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) /,11,113 q L l t2 IIIIIH HlIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2.5=(-152) 0 2.3=(-217) 197 BC: 2x4 KDDF 1/1&BTR SPACED 24.0" O.C. 2-3=(-118) 130 WEBS: 2x4 KDDF STAND 3.4=( -99) 144 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -49/ 392V -153/ OH 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.4' -123/ 184V 0/ OH 1.50" 0.29 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0" 0/ 78V -153/ OH 5.50" 0.12 KDDF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ 0'- -9.0" Allowed = 0.075" 6-02-03 MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100' T f MAX LL DEFL = 0.104° @ 1'- 6.1" Allowed = 0.280" MAX TL DEFL = -0.115' @ 1'- 6.1" Allowed = 0.373" ,,,-- --/ MAX LL DEFL = 0.000° @ 0'- 0.0' Allowed = 0.068' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" 12 )v. MAX HORIZ. LL DEFL = 0.067" @ 6'- 1.4" 9.00 V MAX HORIZ. TL DEFL = 0.075° @ 6'- 1.4" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. o NOTE:Design assumes moisture content does N not exceed 19% at time of manufacture. m co Design conforms to main windforce-resisting o , system and components and cladding criteria. to `n M-2.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 10, in the plane of the truss only. o AIS ,o Mr 2m� _mss -/ .,,,,,C‹! PROP'S' ' ,,r M-3x6 , " G '1 $- . F4 r Ali ' ¢. ►(, ,,. ' iri 1F ! 0-09 'PROVIDE FULL BEARING;Jts:2,4,51 8-00 01 4) 6,' c3 . JOAco 40 A S l f7 EXPIRES 6/30115 - JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J7 Scale: 0.4870 N.j( ;1 11, WARNINGS: GENERAL NOTES,unless otherwise noted: Iv k �+aGw y 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 S ► /' twf+' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper t • incorporation of component is the responsibility of the building designer. ff ✓� i"" 2.2x4 compression web bracing must be installed where shown+, 4'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at x 9 DES. BY" LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ° DATE: 7/19/2013 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. >.;•,:E , SEQ. : 5599609 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 6. t ft., TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim orwedge if 24243 • necessary. �q., fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. °its 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 ' ISM- 11111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiicjointcenterche. 9.Digits indicate size of plate in inches. / z,tNA,y,r MITek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) (/tr ', IIIIIIIIIIIIII This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-5=(-147) 0 2.3=(•227) 185 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2-3=(-124) 124 WEBS: 2x4 KDDF STAND 3.4=(-119) 129 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -59/ 444V -147/ OH 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.1' -106/ 213V 0/ OH 1.50" 0.34 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0° 0/ 149V -147/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C CN,C1B P THE BOTTOM CHOORDRD DEAD LOAD IS A MINIMUM OF 10 PSF.CN18 (or no prefix) = Com uTrus, Inc LIVE LOAD AT ON(S) SPECIFIED BY IRC 2009, 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-00-14 MAX LL DEFL = -0.001° @ 0'- -9.0" Allowed = 0.075" 1 T MAX TL DEFL = -0.001° @ 0'- -9.0" Allowed = 0.100° MAX TL DEFL = -0.174" @ 1'- 6.1" Allowed = 0.433" - MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.023" I MAX TL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.031" olordiogrio 12 MAX HORIZ. LL DEFL = -0.108" @ 7'- 0.1" 0/0011 9.00 7 MAX HORIZ. TL DEFL = 0.113' @ 7'- 0.1° This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting rn system and components and cladding criteria. co Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, M-2.5x4 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Coir I1It) P`! PRO M-3x6 GI16I " ""iN2. ke th. j1 1 i/,; 1 • y y i) aer ‘, 3R', " N4�, 11) 0-09 'PROVIDE FULL BEARING;Jts:2,4,5I 8-00 '4'26,\ c) "1- 2/2,/f$ 1EXPtRES 6/30/1 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J8 Scale: 0.4669 IA WARNINGS: GENERAL NOTES,unless otherwise noted: #y. ,A�� r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual +�'+ Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and properlk 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4:t. 1 lit,'. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��rJ�!1�{ �` "{' DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by x I �; continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). J►►J' DATE: 7/19/2013 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 responsibaay of the respective contractor. c SEW. : 5599610 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - a 1..:. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 374054 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if AIL X6243 fabrication,handling,shipment and installation of components. necessary. 7.Designlatesassumes adeqne drainage Isprovided. 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 � ""��:4•r" 1111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. ��r4 9.Digits indicate size of plate in inches. / L+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 0 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( -36) 51 2-5=(0) 0 2-3=(-238) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-130) 118 WEBS: 2x4 KDDF STAND 3-4=(-139) 142 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -69/ 472V -142/ OH 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 1'- 1.5" -113/ 241V -142/ OH 1.50' 0.39 KDDF( ) OVERHANGS: 9.0" 0.0" 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. �CGND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-08 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075' ' T T MAX TL DEFL = -0.001" @ 0'- -9.0' Allowed = 0.100' MAX LL DEFL = 0.257" @ 1'- 6.1 Allowed = 0.354" MAX TL DEFL = -0.254" @ 1'- 6.1" Allowed = 0.472" ° MAX HORIZ. LL DEFL = -0.166" @ 7'- 10.7" MAX HORIZ. TL DEFL = 0.165" @ 7'- 10.7" 12 This truss does not include any time dependent 9.00 V deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. N 0 Design conforms to main windforce-resisting system and components and cladding criteria. 0 0 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, co Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads M-2.5x4 in the plane of the truss only. ,fr 2 ' �f s. M-3x6 y? #� ., .. - a1�r' ik, OR`„ R`�IN l 1 y x &k26,�°�. C < 0-09 !PROVIDE FULL BEARING:Jts:2,5,41 8-00 EXPIRES 6/30/15 - JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J9 Scale: 0.4390 2c,,i N. 011,1{,, WARNINGS: GENERAL NOTES,unless otherwise noted: '� w-tt 1li.. 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 % 5 �f Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper ',,.�p incorporation of component is the responsibility of the building designer. Y 2.2x4 compression web bracingmust be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 1'? DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 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 appfied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .2 r SEQ. : 559961 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, ,7 , design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 374054 5.CompuTnis has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if 24243 necessary. } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ( j"� 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 II II VIII 11111 VIII HMI] IIII IIII TPI YVECA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. �N qq 9. Digits Indicate size of plate in inches. NAL. MiTek USA,Inc./CompuTrus Software 7.6.4-5P5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) -'y��2. IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-6=(0) 0 2-3=(-236) 191 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-131) 119 WEBS: 2x4 KDDF STAND 3.4=(-142) 143 LOADING 4-5=( -58) 41 TC LATERAL SUPPORT <= 12°0C. 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 BAG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -68/ 468V -144/ OH 5.50" 0.75 KDDF ( 625) OVERHANGS: 9.0" 10.2" 7'- 9.2" 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 0.0" -114/ 336V -144/ OH 1.50' 0.43 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing"' 8 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075' T '( MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100° - /- 5 MAX LL DEFL = 0.252" @ 1'- 6.1" Allowed = 0.354' MAX TL DEFL = -0.262' @ 1'- 6.1" Allowed = 0.472" MAX LL DEFL = -0.001" @ 8'- 10.2" Allowed = 0.085' MAX TL DEFL = -0.002" @ 8'- 10.2" Allowed = 0.113' MAX HORIZ. LL DEFL = 12 i MAX HORIZ. TL DEFL = 0.171' @ 7'- 11.2' 9.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does CV CD not exceed 19% at time of manufacture. CID C; Design conforms to main windforce-resisting CD system and components and cladding criteria. r` n Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, M-5x6 Truss designed for wind loads in the plane of the truss only. �� � pj �a 2- 6 VA M-3x6 r1 ., , ..m/ T - ow 'ami 0-09 8-00 0-10-03 ,� YyS� 'PROVIDE FULL BEARING:Jts:2.6.4I `�� � /' -1(3 }PIKES 615011 JOB NAME: J - 1453 STONE BRIDGE REVISION 1 - J10 Scale: 0.4000 p 30,4*; WARNINGS: GENERAL NOTES,unless otherwise noted: {' y ,� 4. 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 "r"i f Truss: J 1 0 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. ,. 11 ooh 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' d continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ^' SEQ. : 5599612 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, ,1 ,1 design loads be applied to any component. and are for"dry condition'of use. f°.%t ., TRANS I D: 374054 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the 2.724.3 fabrication,handling,shipment and Installation of components. necessary. SO 7.Design assumes adequate drainage is provided. I . 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 ' 1111111111111111111III VIII Villi ill TPI WfCA in BCSI,copies of which will be furnished upon request lines coincideiatwith joint center lines. / ,rtt�� 9.Digits indicate size of plate in Inches. t ti,sly ,j,r MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) jrr�}S ) IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.9" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-6=(0) 0 2.3=(-221) 225 BC: 2x4 KDDF /11&BTR SPACED 24.0" O.C. 2.3=(-120) 128 WEBS: 2x4 KDDF STAND 3-4=(-158) 171 LOADING 4.5=(-265) 143 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -53/ 429V -173/ OH 5.50" 0.69 KDDF ( 625) OVERHANGS: 9.0' 0.0" 7'- 9.2° 0/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -257/ 548V 0/ OH 1.50" 0.70 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 9'- 8.9" -213/ 69V -173/ OH 1.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M2OHS,MI8HS,M16 = MiTek MT series 9-08-14 ICOND. 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 = -0.001" @ 0'- -9.0" Allowed = 0.075" A- -A MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = 0.151" @ 1'- 6.1" Allowed = 0.354" MAX TL DEFL = -0.155' @ 1'- 6.1" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.097' @ 7'- 11.2" MAX HORIZ. TL DEFL = 0.102" @ 7'- 11.2° This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. c� Design conforms to main windforce-resisting Nsystem and components and cladding criteria. 00f` Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. c, � Ci G; ccke � /47 - 6►' ` /11111111111.111111111111111111.11.1M 4.,a ► 1 "1 ,!1 M-3x6 I 7R' oNO3 el y 1, y y '',-)-26,'x' ,`` - 0-09 8-00 1-08-14 'bOA JC A$ (PROVIDE FULL BEARING:Jts:2,6,4,5I )f / EXPIRES 6/3011 _ JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - J11 Scale: 0.3802 IN,`JOft* WARNINGS: GENERAL NOTES,unless otherwise noted: ppry�y 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 Truss: J11 and Wamings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'AA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'poi,` �, Q 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). ,+s` • DATE: 7/19/2013 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. • ,'^0... SEQ. : 5599613 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, ,i2',...;,• design loads be applied to any component. and ere for"dry condition"of use. TRANS I D: 374054 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. `/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished 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 VIII IIII III) TPI NfCA in BCSI,copies of which will be Pom shed upon request. git coincideitwith jointain inches. _ + 9.Digits indicate size of plate in inches. 1�r MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l'7�/f3 ' 11 IIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 8-00.00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -32) 45 2-6=(-128) 524 2-3=(-907) 186 2x6 KDDF #1&BTR T2 2-3=(-107) 11 6-7=( -58) 40 6-4=( 0) 168 , BC: 2x4 KDDF #1&BTR LOADING 3-4=(-750) 142 6.5=( -82) 516 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4-5=(-525) 95 5-7=(-558) 259 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 8.0' TO 8'- 0.0" V BC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 8'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 111.1)+DL( 31.1)= 142.2 LBS @ 2'- 8.0" 0'- 0.0" -154/ 738V -47/ 68H 5.50° 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 8'- 0.0" -205/ 661V -47/ 68H 5.50" 1.06 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! LETINS: 1-00-14 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" OVERHANGS: 8.0" 0.0' MAX TL DEFL = -0.001° @ 0'- -8.0' Allowed = 0.089" '* For hanger specs. - See approved plans 2-07-11 5-04-05 MAX LL DEFL = -0.031" @ 2'- 8.9" Allowed = 0.354" 9 P PP f . - MAX TL DEFL = -0.051" @ 2'- 8.9' Allowed = 0.472° Connector plate prefix designators: C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 0-11-05 1-08-06 5-04-05 MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.3" M,M2OHS,M18HS,M16 = MiTek MT series T f j142.20# - MAX HORIZ. TL DEFL = 0.002° @ 7'- 10.3" _ 12 This truss does not include any time dependent 9.00 V deformation for long term loading (creep) in the total load deflection. The building designer M-4x6 shall verify that this parameter fits with the intended use of this component. /- M-2.5x4 5 NOTE:Design assumes moisture content does -./ not exceed 19% at time of manufacture. I� Design conforms to main windforce-resisting r/ a system and components and cladding criteria. w a ,n Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-2.5x4 t: o Enclosed, Cat.2, Exp.B, MWFRS, O o v interior zone, load duration factor=1.6, N N o Truss designed for wind loads w in the plane of the truss only. /-- co c, BE loo �Ed I o o m i- f- 2►31 6 .. 7 M-3x6 M-3x6 M-1.5x4 9,io PROS * y y (1 . 2-05-11 5-06-05 iiv 0 08 8 00 ''..pts 2e.0.4.,a EXPIRES WWI JOB NAME: J -1453 STONE BRIDGE REVISION 1 - JH1 Scale: 0.5247 b.,JO �V �$ WARNINGS: GENERAL NOTES,unless otherwise noted: aq �"'' ��+y 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 ..,40' �+$1i ft L./ Truss: JH1 and Warnings before construction commences. building component.Applicability of design parameters and proper S 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 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 �0 $ continuous sheathing such as plywood sheathing(TC)where s own+drywall(BC). DATE• 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,.� 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -_ SEQ. : 5599614 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, and are for"dry condition"of use. 6. t,;'f,r" design loads be applied to any component Design assumes full bearing at all supports shown.Shim or wedge if 24243 TRANS I D: 374054 5.CompuT us has no control over and assumes no responsibility for thenecessary. try fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'I g�y" vol. 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 IIIIIII III III VIII VIII VIII VIII I IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S'IOwfA 9.Digits indicate size of plate in inches. Bx L+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) J 2)/l f' 111 V'''III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 51 2-5=(-150) 0 2-3=(-221) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-120) 128 WEBS: 2x4 KDDF STAND 3-4=(-106) 139 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -53/ 401V -151/ OH 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.2" -117/ 194V 0/ OH 1.50' 0.31 KDDF ( 625) OVERHANGS: 9.0" 0.0" 8'- 0.0" 0/ 78V -151/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for nets-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" ' 6 06 MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX LL DEFL = 0.125" @ 1'- 6.1" Allowed = 0.296" T '1 MAX TL DEFL = -0.134" @ 1'- 6.1" Allowed = 0.394" A MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.069" 12 (0) MAX HORIZ. LL DEFL = -0.080" @ 6'- 5.2" MAX HORIZ. TL DEFL = 0.088' @ 6'- 5.2° 9.00 r This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does m not exceed 19% at time of manufacture. 0 0 co Design conforms to main windforce-resisting o system and components and cladding criteria. u7 � M 2.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCD1=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CD Fiir 0� 2��. ►-5 (Q M-3x6 , 04, ;:vi .MM' V A 4 OP .N 0-09 'PROVIDE FULL BEARING:Jts:2,4,5I 8-00 "'$f. ' _„2 ' 4 EXPIRES 613011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - JPJ 1 Scale: 0.4728 N"It n ,; WARNINGS: GENERAL NOTES,unless otherwise noted: 4) � 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 �,�. and Warnings before construction commences. building component.Applicability of design parameters and proper + ,,,.# Truss: JPJ 1 9 Incorporation of component is the responsibility of the building designer. +�+ F"` 2.2x4 compression web bracing must be instated where shown+, 2.Design assumes the top and bottom chords to be laterally braced etc S { DES. BY: LA 3.Additional temporary bracing to insure stability during construction4- 2'o.c.and al 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). 1"` DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+ 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. -'�' SEQ. : 559961 5 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, TRANS I D: 3740547 design loads be applied to any component. and are for"dry condition"of use. d"< 8 Design assumes roll bearing at as supports shown.Shim or wedge if /,5.CompuT us 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. 8.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 centerflik,_ ! srm 111111111111111111110.TPINVrCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. °,0N AL Digits indicate size of plate in inches. / SYI MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �.r,. , IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 5.8' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -41) 60 2-5=(0) 0 2-3=(-396) 269 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-273) 357 WEBS: 2x4 KDDF STAND 3-4=( -36) 41 LOADING TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0,0" -136/ 417V -42/ 13H 3.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 20.2" 0.0" 4'- 5.8" -64/ 136V -42/ 13H 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018' @ -1'- 8.2" Allowed = 0.169" MAX TL DEFL = -0.021° @ -1'- 8.2" Allowed = 0.225' 4-05-13 MAX TC PANEL LL DEFL = 0.002' @ 0'- 11.0" Allowed = 0.129° '1 . MAX BC PANEL TL DEFL = -0.000" @ 1'- 0.4" Allowed = 0.064' 12 MAX HORIZ. LL DEFL = 0.016' @ 4'- 5.1' 4.001/ MAX HORIZ. TL DEFL = 0.017° @ 4'- 5.1" This truss does not include any time dependent - deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the A- 4 -/ intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-2"5X4 0 Design conforms to main windforce-resisting system and components and cladding criteria. 3 in o Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, v 5 Enclosed, Cat.2, Exp.B, MWFRS, cinterior zone, load duration factor=1.6, N / N Truss designed for wind loads in the plane of the truss only. COC 0 1 ( 111 2►1 5►/ A- M-3x6 c,,0 PROF4 V�,aP', (elG' &`, :.-A. i k 1-08-04 y 2-00 y 2 05-13 y O ' *N 'PROVIDE FULL BEARING;Jts:2,5,41 , 3R -.),.4af"'C . PtRb 6/3011 JOB NAME: J- 1453 STONE BRIDGE REVISION 1 - SJ1 Scale: 0.6279 �►EXE. 36},:13 WARNINGS: GENERAL NOTES,unless otherwise noted: ,a.5 "N V1 SJ1 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 r4 r Truss: SJ 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. J �n ,J* 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +++���''' DES. BY• LA is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '" ' po Y Pe continuous sheathing such as plywoodsheathing(TC)eresitand/or drywall(BC). f DATE• 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I /�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5599616 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, 7 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 44, 24243 fabrication,handling,shipment and Installation of components. necessary. 7.Designlaesassumes aredadequateodrhinace isprovided.sand This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincideditwith joint center lines. �(�S �r.p t 9. Digits indicate size of plate in inches. Oirof�i,.+ MiTek USA,Inc./CompuTrus Software 7.6.4-SPS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r�,q 1�f 1 IIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.8" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -41) 60 2.5=(0) 0 2-3=(-386) 274 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 310 WEBS: 2x4 KDDF STAND 3-4=( -66) 87 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -181/ 533V -72/ 25H 3.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2° 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 20.2" 0.0" 8'- 11.8" -131/ 280V -72/ 25H 1.50" 0.45 KDDF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" ' MAX TL DEFL = -0.021" @ -1'- 8.2' Allowed = 0.225" MAX LL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.062" MAX BC PANEL TL DEFL = -0.000" @ 1'- 0.4" Allowed = 0.064" MAX HORIZ. LL DEFL = 0.113" @ 8'- 11.1" MAX HORIZ. TL DEFL = 0.145" @ 8'- 11.1" 8-11-13 This truss does not include any time dependent T ' deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00i ". intended use of this component. 4 -/ NOTE:Design assumes moisture content does ', not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, m interior zone, load duration factor=1.6, 0 n- Truss designed for wind loads 0 o in the plane of the truss only. M-2,5x4 CG co 3 A- cp mil co ISI D m� 1 2� 5� -� a‹Q�c 4� {3 }C6c',r M-3x6 ,, r<l`'.A.�4. NE'k"-.. •0_, $tit .- 0{ f+ IN tt, 1-08-04 2-00 6-11-13 °-fi' l'26,'''' C 'PROVIDE FULL BEARING:Jts:2.5.4' 0y� ' ' XPIR S 6/3011 , JOB NAME: J -1453 STONE BRIDGE REVISION 1 - SJ2 Scale: 0.4847 ;,1 *l WARNINGS: GENERAL NOTES,unless otherwise noted: "lyt r :A +1 Nt9SJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '�'1 1 Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper y�� " 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. jj41r If " Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 's SEQ. : 5599617 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, fr design loads be applied to any component, and are for"dry condition"ri of use. TRANS I D: 374054 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 42 necessary. .•4'i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'S1" 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 " VIII 11111 11 VIII VIII 111 VIII IIII IIII TPI N?CA in BCSI,copies of which will be famished upon request lines coincide with joint center lines • ONA 9.Digits indicate size of plate in inches. / ONAL MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f f�7J t IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.8" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=) -41) 60 2.6=(0) 0 2-3=(-398) 270 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-269) 363 WEBS: 2x4 KDDF STAND 3-4=( -47) 84 LOADING 4-5=( -96) 51 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. 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 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -130/ 402V -102/ 37H 3.50" 0.64 KDDF ( 625) OVERHANGS: 20.2" 0.0" 1'- 9.2" 0/ 19V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 1.0° -248/ 530V 0/ OH 2.00" 0.71 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 5.8" -89/ 197V -102/ 37H 1.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.018" @ -1'- 8.2" Allowed = 0.169" - MAX TL DEFL = -0.021° @ -1'- 8.2" Allowed = 0.225" MAX LL DEFL = 0.000' @ 0'- 3.5' Allowed = 0.063" MAX BC PANEL TL DEFL = -0.000" @ 1'- 0.4° Allowed = 0.064° MAX HORIZ. LL DEFL = 0.020" @ 6'- 1.0° _ MAX HORIZ. TL DEFL = 0.020" @ 6'- 1.0" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 13-05-13 shall verify that this parameter fits with the 1. intended use of this component. /- 5 NOTE:Design assumes moisture content does 12 '( not exceed 19% at time of manufacture. 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, o r Truss designed for wind loads 0 in the plane of the truss only. o a o L I0 M-5x6 100 ,c:",-1 PR0 o� mwi� \ rr ,71 .° t' o 1 'ilk 2iill;:,,, M-3x6 40 'f 01 '0� 26,'x' r.. 1-08-04 2-00 11-05-13 OA JOS 'PROVIDE FULL BEARING:Jts:2,6.4,5I 7/ 1-// EXPIRES 613011 JOB NAME: J -1453 STONE BRIDGE REVISION 1 - SJ3 Scale: 0.3683 .1",,J WIN1 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" it w w,yt, C) - T r u s s: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,I:* 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at4. ! 0 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 ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 7/19/2013 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. : 5599618 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. .�%1:a TRANS I D: 3740546.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the 24243 fabrication,handling,shipment and installation of components. necessary. t� 6.This design is furnished to the limitations set forth by7.Designlaesassumes adequateatedon drainage is ftru ,provided. /"y, "f � re subject 8.Plates shall be located both faces of truss,and placed so their ranter h' C) 11111111111111111111 III VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be famished upon request Digit coincideiatwith joint acenter lines. 9. Digits indicate size of plate in inches. {�} ,, MiTek USA,Inc./CompuTrus Software 7.6.4-$PS(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ! E,q'} / IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -37) 51 2-4=(-58) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-165) 134 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 348V -58/ OH 5.50" 0.56 KDDF ( 625) 0'- 8.5" -1591 110V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -14/ 19V -58/ OH 5.50" 0.03 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ 0'- -9.0" Allowed = 0.075" 0-09-04 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001° @ 0'- -9.0" Allowed = 0.100" ' MAX TC PANEL LL DEFL = 0.000" @ 0'- 7.4" Allowed = 0.028" MAX TC PANEL TL DEFL = 0.000" @ 0'- 7.4° Allowed = 0.042" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.7° Allowed = 0.072" 9.00 VMAX HORIZ. LL DEFL = 0.000" @ 0'- 8.5' MAX HORIZ. TL DEFL = -0.000" @ 0'- 8.5° This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 01Design conforms to main windforce-resisting o system and components and cladding criteria. 0 0/- ' Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, CID v o interior zone,2loadpdurationRfector=l.6, 0 0 Truss designed for wind loads o� ►4 in the plane of the truss only. M-2.5x4 A- ' Pt iii 6, :::: : 11° ' 0` 0-09 2-00 der(PROVIDE FULL BEARING;Jts:2,3,41 �- tt � P ei 4 . EXPIRES 6/30/15 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - SJL1 Scale: 0.7362 �.JQ:r j WARNINGS: GENERAL NOTES,unless otherwise noted: '�{ �''"W 1/F{� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ""` i � W Truss: SJL1 and Warnings before construction commences, building component.Applicability of design parameters and proper ' '' lit rdf. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. # Y- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/19/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown Si 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. 5.Design assumes trusses are to be used in a non-corrosive environment, SEQ. : 5599619 fasteners are complete and at no time should any loads greater than 9 t, design loads be applied to any component. and are for"drycondition" full b ori of use. TRANS I D: 374054 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. C it fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '^'° 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. Digit coincideitwithizjoint ate in inches. ''',..,NAL,9.lines size of plate in inches. i�tsa.+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) p'/�1 f . IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 51 2-4=(-53) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-54) 45 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -45/ 243V -54/ OH 5.50" 0.39 KDDF ( 625) 1'- 7.2' -15/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -15/ 17V -54/ OH 5.50" 0.03 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'- -9.0' Allowed . 0.075" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TO PANEL LL DEFL = -0.001" @ 0'- 11.8" Allowed = 0.096" 1-07-15 MAX TC PANEL TL DEFL = -0.001" @ 0'- 11.8" Allowed = 0.144' MAX HORIZ. LL DEFL = 0.000' @ 1'- 7.2' 12 MAX HORIZ. TL DEFL = 0.000° @ 1'- 7.2' 9.00 I This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does -s not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. $ ØØIlII1IIlIIIIII" o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 0 o interior zone, load duration factor=1.6, N T Truss designed for wind loads 0 c) in the plane of the truss only. N O CD '4 -/ M-2.5x4 . 0 PROS 0-09 2-00 'PROVIDE FULL BEARING;Jts:2,3,41 , ,, 40 A.j0 � ;, 's•l!?i EXPIRES 6/3011 JOB NAME : J - 1453 STONE BRIDGE REVISION 1 - SJ L2 Scale: 0.6677 WARNINGS: GENERAL NOTES,unless otherwise noted: +�' ' w 1'1. 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 4.., It A } Truss: SJ L2 and Warnings before construction commences. building component.Applicability of design parameters and proper » .¢ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,* {✓?' 2.Design assumes the top and bottom chords to be laterally braced at Q 3.Additional temporary bracing to insure stability during constructionr 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 s 2 DATE: 7/19/2013 ybuilding designer. continuous sheathing such as plywoodgheathing(TC)and/or drywall(BC). 3 s' the overall structure is the responsibility of the 3.2x Impact bridging or lateral bracingrequired 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. : 5599620 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. ;> TRANS I D: 374054 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 q @e 43 fabrication,handling,shipment and Installation of components. necessary. •'R 7.Design assumes adequate drainage is provided. `f 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 VIII)Ell VIII VIII 1111 VIII VIII 110 IIII TPI VJlCAin SCSI,copies of which will be fumishetl upon request. git coincideiitwith jointacenter lines. 9.Digits indicate size of plate in inches. } L+ MiTek USA,Inc./CompuTrus Software 7.6.4-SP5)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 77 2,,f/3