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Plans "sraai> -&f2f� " I cG/7? $1-i SGtI4iGetr/c..iV/C( ` 4T-0" _ T-0" 1 14'-0" 15'-10" 10'-2" 4� , , c_ ` ` J M N J N W A W N \ \ I 11. FJ1 l� I i : , 1 _,_._IL II I Ii 1 Al SJ1 - �I All ao w c FJ2 I-�. N N _�, - SJ2�,� b �-I =\. M�MEk 1 I ,�'rl l �;q J3` ' '' - �■ IIl'' �1 II \ FJ- 1I11111i1.1:_'[ 1 IN 1SJ1 ._._�_ilMi_IMMOice I-_I _Il�I�II Ir�1"I3 J1 �1 I ..J i , �_ - SJ2 J2 -, > ' ' I,J3 i ,i\ I ,,0141 .—- SJ3 1 .. ' cs, ____ v J4 — Rit ,w41,11/2" a2J3 pr J2 - _ t, cn O J1 ol/ 1 I G1 A w / IJ , A 1 J1 w A � ) J2 a ;! CD IJ G2 3A , rn CI\4 \N 11i Ai■ •• — J3 . LK31.11 lir ^ J4 CJ1 ,I1 I r--: J5 low CJ _ �� G3 (5) .41 J6 A Cd'3a 4��" I1► •• .. .. DJ7 CJ4 i� N _ . . J6 U �' CJ5 - JI , r J5 6' CJ4 1- H �1 I J4 A liar I� I CJ3 - �N ook m- --- J3 CJ2 - F N� , - J2 _ FS 2 __al - _ Atli ii I III ,l' I I FSI 1!Sr 'PI F III�IL / IIIiiiAI�I"I�I�I�Ii�V .1. -,�;'- I�I�I�\ It t CO OPN ' N ? c.../c- I CO jw� w `'516" 4'-6f 16'-2" I ; //:/NGampuTrus, inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'and 10' o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown ++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). —No. viASr `` Mr 4 , , cos t; r . OREGOfl ito Mai ' i j 0,5q,,.. w `r inn , " ?..i. '''. EXPIRES 12/3 /13 EXPIRES 6110/13 t ,. IIIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2- 8=(-153) 736 2- 3=(-1465) 761 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=(-518) 753 8- 6=(-153) 736 8- 4=( 0) 329 WEBS: 2x4 KDDF STAND 3- 4=(-834 210 5- 6=(-1465) 761 LOADING 4- 5=(-834 209 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-518 753 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -61) 90 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 OVERHANGS: 30.0" 30.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -182/ 894V -65/ 65H 5.50" 1.43 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 14'- 6.0" -182/ 894V -65/ 65H 5.50" 1.43 KDDF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS, 16= M1Tek 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 osf) uplift at 24 °oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.129" @ 7'- 3.0" Allowed = 0.679" MAX TL DEFL = -0.135" @ 7'- 3.0" Allowed = 0.906" MAX LL DEFL = -0.087" @ 17'- 0.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ 17'- 0.0" Allowed = 0.333" MAX HORIZ. LL DEFL = 0.007° @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 0.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 7-03 7-03 shall verify that this parameter fits with the f 1" '( intended use of this component. 1-11-01 5-03-15 5-03-15 1-11-01 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 4.00 M-4x6 4.00 system and components and cladding criteria. � 4 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, I I Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 1 I Y 3.0" M 2.5x4 s,,S-l3 PR(. A- M-2.5x4 3 5 - GINE ,k oe ft„, 7 i q$ :yli m O� 0 O II II O o' 1 2►- 8 g6 7 OR, OW `< M-3x6 M-1.5x4 M-3x6 ' C{ ' Cx'n, 'l''26 ., C"► y �_.A.JOV�• ) ,/, y 7-03 y 7-03 ), y y yX#'4 5. 13#11 . 2-06 14-06 2-06 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - Al Scale: 0.3593 ' " ` vi ''- WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,;rT and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: Al truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1' 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. : 5251535 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 bads be applied to any component. and are for"dry condition"of use. _ fj A L TRANS I D: 344961 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 fs necessary. f ,,7/r./ 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 11111101111111111111TPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center liche. v._. 9.Digits oincide size of platein inches.. MiTek USA,lnc./CompuTfus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-06-00 GIRDER SUPPORTING 27-09-00 FROM 10-00-00 TO 14-06-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOADS AS GIVEN. LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -60) 90 2- 7=( -628) 4966 7- 3=( -450) 110 BC: 2x8 KDDF #1&BTR WEBS: 2x4 KDDF STAND; LOADING 2- 3=(-5452) 712 7- 8=( -636) 4994 3- 8=( -178) 1130 3- 4=(-6176) 832 8- 9=( -990) 7252 8- 4=( -450) 3678 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6172) 834 9- 6=(-1002) 7362 8- 5=(-1614) 248 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 6.0" V 5- 6=(-8064) 1106 5- 9=( -194) 1752 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V BC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 321.9)+DL( 238.9)= 560.8 PLF 10'- 0.0" TO 14'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 30.0° 0.0" ADDL: BC CONC LL+DL= 3497.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -447/ 2811V -78/ 62H 5.50" 4.50 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 6.0" -636/ 4658V -78/ 62H 5.50" 7.45 KDDF ( 625) 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ( 2 ) complete trusses required.[1] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.044" @ -2'- 6.0" Allowed = 0.250° 9" oc throughout 2x4 top chords, CO MAX TL DEFL = -0.050" @ -2'- 6.0" Allowed = 0.333" (2) rows @ 6" oc throughout 2x8 bottom chords, HANGER BY OTHERS TO APPLY MAX LL DEFL = 0.043" @ 7'- 3.0" Allowed = 0.679" 9" oc throughout webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.203" @ 7'- 3.0" Allowed = 0.906" MAX HORIZ. LL DEFL = -0.010' @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 14'- 0.5" NOTE:Design assumes moisture content does 7-03 7.03 not exceed 19% at time of manufacture. i 1' T 1' Design conforms to main windforce-resisting 4-02-01 3-00-15 3-00-15 4-02-01 system and components and cladding criteria. T f ' f I Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 4.00 M-4x6 J 4.00 interior zone, load duration factor=1.6 4.0" 4 .r--.( M-2.5x4 I M-3x4 3"0" 411/4 M-5x16 t P iQ �- A A40.44., -> 1C f- 1 2x 7 CO."- 8 9 7 '-8 �o co tri •ii � .. 4000, M-1.5x4 M-8x10 M-2x10 M-7x14 `a OR!t N y - 2,B r� , y y .1- 3497# y y '4,JO � 7,/ r i- 4-00-05 3-02-11 3-02-11 4-00-05 y J.'. y A 2-06 14-06 WEDGE REQUIRED AT HEEL(S). 1 * . - � AN 4140J, - JOHN Ig, JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - A-GIRD ° ,� "', ,fa Scale: 0.3940 WARNINGS: GENERAL NOTES,unless otherwise noted: x 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: A-GIRD and Warnings before construction commences, and approval is the responsibility of the building designer,not the �. 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at '' 'r DES. BY: LJ stability bracing must be designed by designer of complete structure. o.c.and at 10'o.c.respectively unless braced throughout their length by e DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 3.2z 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. : 5251536 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: 344961 design loads be applied to any component. and are for"dry condition"of use. 6. c��^yA: T 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if ION L+ fabrication,handling,shipment and Installation of components. necessary. /I�• 7.Design assumes adequate drainage is provided. i r r r. v 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 t "'¢- f ,.r1 IIIIII VIII VIII VIII VIII IIIA VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-06-00 HIP 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=( -61) 90 2- 7=(-386) 2143 7- 3=( 0) 268 BC: 2x6 KDDF #15BTR 2- 3=(-2359) 444 7- 8=(-393) 2139 7- 4=(-3) 13 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2143) 386 8- 5=(-384) 2151 4- 8=( 0) 266 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5.(-2368) 442 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF b'- 0.0° TO 6'- 0.0" V 5- 6=( -61) 90 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 6.0" V BC LATERAL SUPPORT<= 12"OC. UON. TC UNIF LL( 50. 0)+DL( 14.0)= 64.0 PLF 8'- 6.0" TO 14'- 6.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL 250.0)+DL( 70.0 c 320.0 LBS @ 6'- 0.0" 0'- 0.0" -272/ 1439V -74/ 74H 5.50" 2.30 KDDF 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0) +DL( 70. 0)= 320.0 LBS @ 8'- 6.0" 14'- 6.0" -272/ 1439V -74/ 74H 5.50" 2.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Des ft at 24 "oc spacing.I OVERHANGS: 30.0" 30.0" REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. rt r r t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" C,CN C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" M,M2bHS ,M18HS,lj16 = MiTek MT series MAX LL DEFL = -0.079" @ 6'- 0.0" Allowed = 0.679" MAX TL DEFL = -0.120" @ 6'- 0.0" Allowed = 0.906" MAX LL DEFL = -0.087" @ 17'- 0.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ 17'- 0.0" Allowed = 0.333" MAX HORIZ. LL DEFL = 0.014" @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.024" @ 14'- 0.5" 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. 5-11-11 2-06-10 5-11-11 NOTE:Design assumes moisture content does (( not exceed 19% at time of manufacture. 12 320# 320# 12 Design conforms to main windforce-resisting 4.00 D 4.00 system and components and cladding criteria. M-4X6 M-7X8 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, interior, one,2, adp.u, ionRS, interior zone, load duration factor=l.6 M-3x6 M-3x6 �"�" �`'�� ` $ A 110 111 ittior o ae A n A t . i o� 1 2� 7 8 �5 6 . M-2.5x4 M-1.5x440 O* 5-06-12 3-06-04 5-05 �� /� J, y 1, J' EkPIRES 6/3011 2-06 14-06 WEDGE REQUIRED AT HEEL(S). 2-06 N.JOHN JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - AH1Sale: D.3643 ►A itt WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review . Truss: AH 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the +' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at `�"' 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length b i el DES. BY: LJ stability bracing must be designed by designer of complete structure. P ly g ( y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. k% a SEQ. : 5251537 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. �C, TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necessary. assumes WI bearing at all supports shown.Shim or wedge it • c+ fabrication,handling,shipment and installation of components. ry /1441/1Z 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 1111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.9" Design conforms to main windforce-resisting BC: 2x4 KDDF#1&BTR SPACED 24.0° O.C. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. WEBS: 2x4 KDDF STAND LONDIOG Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone,Enclosed, Cat.2 lExp. B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 _ LL = 25 PSF Ground Snow (Pg) NOTE:Design assumes moisture content does OVERHANGS: 30.0" 0,0" not exceed 19% at time of manufacture. 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 M,M20HS,M18HS,I16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TO - P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. 7-01-15 T T 12 4.00 L-- 5 —/ 4 0 ,— M-5x6 0 3 co CO �T i- 1 2► 6► : dot 'Elf s tt 'Pk ) I '.4 M 3x6 1:Gt jNR:Iti b. cli 2-06 6-00 1-01-15 PROVIDE FULL BEARING:Jts:2,6,4,51 X ES, 613011 ' ‘cP i f°:assIEN JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - AJ4 ' U `0 1 Scale: 0.5430 41 �r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: AJ4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resistingelements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at f. p ry 2'o.c.and at 10'hin respectively unless braced throughout their length by �.-r,„ DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �1 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. 'd�p SEQ. : 5251538 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, IS design loads be applied to any component and are for"dry of use. 'gp�tRR��ptt TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes condition"bearing at all supports shown.Shim or wedge if VItl CIIA fabrication,handling,shipment and installation of components. Decessary. r j .r7// p 7.Design assumes adequate drainage is provided. 7 1 q( f 1 41UL 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 111141111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-19718(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-10-00 HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 21 -61) 90 2- 8=(-500) 2542 8- 3=( -2) 449 h BC: 2x6 KDDF #1&BTR 2- 3=((-2776) 562 8- 9=(-663) 2840 8- 4= -390) 214 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2542) 500 9- 6=(-500) 2542 4- -390)9=I 214 x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4. 5= -2542) 500 9- 5= -2) 449 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-2776) 562 IC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL((((( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 10.0" V 6- 7=( -61) 90 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 9'- 10.0' TO 15'- 10.0' V BC UNIF LL 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: BRACING UON. FOR TC CONC TC CONC LL( 250.0)+ DL(70.0)= 320.0 LBS @ 9'- 10.0" CATIONSL00'- 0.0" -300/AC1551V -70R/ACTIO 3.50' 2.48N KDDFP(C625) 15'- 10.0° -300/ 1551V -70/ 70H 3.50" 2.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 30.0" 30.0" REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) 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 = -0.087" @ -2'- 6.0' Allowed = 0.250° M,M25HS,MIBHS,M16= MiTek MT series MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.081" @ 9'- 10.0" Allowed = 0.762' mai MAX TL DEFL = -0.131" @ 9'- 10.0° Allowed = 1.017" MAX LL DEFL = -0.087" @ 18'- 4.0" Allowed = 0.250" MAX TL DEFL = -0.100° @ 18'- 4.0" Allowed = 0.333" MAX HORIZ. LL DEFL = 0.020° @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.032° @ 15'- 6.5" 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. 5-11-11 3-10-10 5-11-11 NOTE:Design assumes moisture content does 5-11-11 1-11-05 1-11-05 5-11-11 not exceed 19%at time of manufacture. T j320# T 4320# T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 V M 4X6 M-4x6 1 4.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, lot 1 401, 00 _.1.111011111111111111111111111111111111111111111111111111111111111111011b.. Enclosed, Cat.2 Exp.B, MWFRS, 3 M-2.5x4 5 interior zone, load duration factor=l.6 kil M-3x6 M-3x6 � I , 8,_ 1 2K- 6 s =mss M-2.5x4 M-2.5x4 vG `b y y y y A. .IUV -t /i7 5-06-12 4-08-08 5-06-12 > 1, ), y xpci 5/3011 2-06 15-10 WEDGE REQUIRED AT HEEL(S). 2-06 p,.30.11* '1 JOB NAME: STONEBRIDGE J - 1467 RH PLAN 279-OPTION-3 - BH1 '17 i� �t Scale: 0.3576 y°' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: BH 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. ,v'=� 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at f -�r .�, DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). 2424 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing requiredaired where shown++ 4SEQ. : 5251540 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y *( , 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 appfed to any component and are for"dry condition"of use. TRANS I D: 344961 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 L fabrication,handling,shipment and installation of components. Design as. 7/1 /a 7.Ptat s assumes adequate ne drainage is opruss,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 center CM:IOW/HI IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines ry 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2- 9=(-473) 1195 9- 3=(-13) 198 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1325) 569 9-10=(-486) 1119 9- 5=(-89) 170 WEBS: 2x4 KDDF STAND; 3- 4=( -279) 334 10- 7=(-473) 1195 5.10=(-89) 170 2x4 DF STAND A LOADING 3- 5=( -995) 194 10- 6=(-13) 198 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -995) 194 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=( -279) 334 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=(-1325) 569 7- 8=( 61 90 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED $ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -228/ 950V -81/ 81H 3.50" 1.52 WOOF ( 625) OVERHANGS: 30.0° 30.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 10.0" -228/ 950V -81/ 81H 3.50" 1.52 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 P MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.100" @ •2'- 6.0" Allowed = 0.333" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.034" @ 7'- 11.0" Allowed = 0.763' MAX TL DEFL = -0.055" @ 7'- 11.0" Allowed = 1.017" MAX LL DEFL = -0.087° @ 18'- 4.0" Allowed = 0.250" MAX TL DEFL = -0.100' @ 18'- 4.0" Allowed = 0.333" 7-11 7-11 MAX HORIZ. LL DEFL = -0.009" @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.014' @ 15'- 6.5" 5-06-12 2-04-04 2-04-04 5-06-12 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 6-00 6-00 intended use of this component. T •1' T T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 4.00 M-2.5x4 a 4.00 Design conforms to main windforce-resisting HM-4x4 system and components and cladding criteria. 4 M-4x6 im M-4x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp,B MWFRS, 6 interior zone, load or=1.6 Vi ROPE' M 3x6 M 3x61::?.,‘ �� iI cof- o - rz o �� 1 2 10 - .7 8 �o OR'elk t3Yb +`"' M-2.5x4 M-2.5x4 g - >'26r'� - 1.J©' '`�' ;r7l�`0 5-06-12 4-08-08 5-06-12 y y y y xpIRr S 6/3011 2-06 15-10 2-06 Z JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - BH2 Scale: 0.3335 ,z, lipi , ' . IA WARNINGS: GENERAL NOTES,unless otherwise noted: �i of :' ^Z' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 4 Truss: BH2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the +"s 2.2x4 compression web bracing must be installed where shown+ truss designer or truss engineer., 2.Design assumes the top and bottom chords to be laterally braced at ,� t, ° DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by �" stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ y�, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ( 4I SEQ. : 5251541 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. A design loads be applied to any component. a,' ae tt 8.Design assumes full bearing at all supports shown.Shim or wedge if 1' 'Ay. TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 1 necigsnary. ss 9 drainageprovided. </• /fl°"_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate is 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 1IIIII IIIII IIIII IIIII IIIII IIIII(III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. fines cndae with jont aeninr che. ( " , y :� 9.Dieiss oncsiili de size ot cn to nes. MiTek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) IIIIIIIII0IIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.9" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. 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 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TOTAL LOAD = 42.0 PSF Enclosed, Cat.2 Exp.B, MWFRS, LETINS: 2-00-00 2-00-00 interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL NOTE:Design assumes moisture content does Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. not exceed 19% at time of manufacture. C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M2lHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 7-09-15 T 12 4.00 5 —/ 4 0 i) en 0 M-5x6 c0 3 0 co o�co Pc� � , ; � �1N�c � z , A- yi 1 2r=• 6� - ►li .. M-3x6 40 OR' CaNc ), y I.jg 2-06 6-00 1-09-15 PROVIDE FULL BEARING;Jts:2.6.4,5f XPIR 6/3011 ,In Ole JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - BJ4 ,.- } `," C,? Scale: 0.5101 41 .A� WARNINGS: GENERAL NOTES,unless otherwise noted: d ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review A Truss: BJ 4 and Warnings before construction commences, and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. a > 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by £ r - stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. 1A SEQ. : 5251542 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, ib +f 1. design bads be applied to any component. and are for"dry condition"of use. .B i A TRANS I D: 344961 6.Design assumes full bearing at all supports shown.Shim or wedge if ION AL CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. j r 1 7.Designlaesassumes atedadequate drainage is provided., / iFri_i+ - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center " �'t 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincideicatwith joint center lines. 9. lines indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LOADS AS GIVEN. 20-00-00 HIP SETBACK 4-06-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-00-00 GIRDER SUPPORTING 27-01-00 FROM 0-00-00 TO 10-00-00 1- 2=(-13491) 2337 1-10=(-2142) 12411 10- 2=( -738) 4632 6-15=(-5328) 912 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-12411) 2142 10-11=(-2967) 16584 10- 3=(-5208) 1029 15- 7=( -552) 3555 BC: 2x6 KDDF #1&BTR 3- 4=(-17226) 3069 11-12=(-3555) 19713 3-11=( -495) 3150 7-16=(-6147) 1158 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-20058) 3600 12-13=(-3744) 20736 11. 4=(-3105) 603 16- 8=( -594) 3579 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-20298) 3633 13-14=(-3744) 20736 4-12=( -219) 1683 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 6.0" V 6- 7=(-15378) 2814 14-15=(-3546) 19647 12- 5=( -849) 180 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 81.2)+DL( 22.8)= 104.0 PLF 4'- 6.0" TO 15'- 6.0° V 7- 8=( -9726) 1770 15-16=(-2700) 14652 13- 5=( -39) 606 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 6.0" TO 20'- 0.0" V 8- 9=(-10584) 1935 16- 9=(-1770) 9726 5-14=( -546) 138 BC UNIF LL( 0.0)+DL( 32.5)= 32.5 PLF 0'- 0.0° TO 20'- 0.0" V 14- 6=( -426) 3186 BC UNIF LL( 313.5)+DL( 213.2)= 526.8 PLF 0'- 0.0' TO 10'- 0.0" V NOTE: 2x4 BRACING AT 24°OC UON. FORBEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 131.2)+DL( 36.8)= 168.0 LBS @ 4'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO CONC LL( 131.2)+DL( 36.8)= 168.0 LBS @ 15'- 6.0" 0'- 0.0" -1081/ 6577V -50/ 50H 5.50" 10.52 KDDF ( 625) ADDL: BC CONC LL( 1792.9)+DL( 1219.1)= 3012.0 LBS @ 12'- 0.0" 20'- 0.0" -781/ 4408V -50/ 50H 5.50" 7.05 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Design checked for net(-5 usf) uplift at 24 "oc spacing"I M,M2OHS,M18HS,M16 = Mulek 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.230" @ 10'- 0.0" Allowed = 0.954" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.540" @ 10'- 0.0" Allowed = 1.272" -ti- ( 3 ) complete trusses required. MAX HORIZ. LL DEFL = 0.049" @ 19'- 6.5" Join together 3 ply with 16d Common nails staggered at MAX HORIZ. TL DEFL = 0.082" @ 19'- 6.5" A „ , 9" oc throughout 2x4 top chords, ** HANGER BY OTHERS TO APPLY CONC. LOADS EQUALLY )00( 9" oc throughout 2x6 top chords, LOAD(S) NOTE:Design assumes moisture content does (2) rows @ 6" oc throughout 2x6 bottom chords, TO AL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE not exceed 19% at time of manufacture. 9" oc throughout webs. THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. Design conforms to main windforce-resisting system and components and cladding criteria. 4-05-11 11 00 10 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4-05-11 Enclosed, Cat.2, Exp.B, MWFRS, T f 1' 1' interior zone, load duration factor=1.6 4-05-11 1-02-09 2-02 2-01-12 2-01-12 2-02 1-10-08 3-09-12 T 168# T ' T f ' 168$ 12 12 v 4,00 4.00 M-5x8 M-5x8 �� M-3x8 M-3x6 M-3x8 M-3x6 M-3x8 } 4fCI ":( li) 3 4 5 6 7 d T2 _ _ iia ".; t ek. I' / 7x10 J _ - - CjR. et �� 1 lo 11 12 13 �' 14 15 16 g °' 413 M-7x10 M-3x8 M-3x6 M-7x8 M-1.5x4 M-7x8 M-3x6 M-3x8 ' -4Y°2 6,°°° C J• y y y y 43012#** y y y iNi ,A St kA'` j 3-09-12 2-02 2-02 1-10-04 1-10-04 2-02 2-02 3-09-12 � ( y WEDGE REQUIRED AT HEEL(S). y EXPIRE 20-00 X49 p,.3C?t :1t JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - CH1 sale: 0,3428 �," ' , , a '., WARNINGS: GENERAL NOTES,unless otherwise noted: .. .a 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review A Truss: CH1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ stability bracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stabili 9 9 P continuous sheathing such as plywood sheathing(1C)and/ordrywall(BC). 2424a DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5251544 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. 0 [ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, jsta�p4 design loads be applied to any component. and are for"dry condition"of use. "VI'Y/yi,� TRANS I D: 344961 5.CompuTms has no control over and assumes no responsibility for the 6.necessary.Dassumes full bearing at all supports shown.Shim or wedge if 1 f f fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. i - 'r l/" �c.,er 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 (IIIII 11111 IIIII 11111 IIIA 11111 11111 1111 IIII TPIANiCA in BCS(,copies of which will be furnished upon request. Digs indicate withizjointcenter liche 9.Digits coincide size of plateo inches.. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • IIIIIIIIIIIIIII This design prepared from computer input by s PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. Design conforms to main dicladdinrcriterig LL( 25.0)+DL( 7,N) ON TOP CHORD = 32.0 PSF system and components and cladding-resisting criteria. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 30.0" 0.0" TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Connector plate prefix designators: Enclosed, Cat.2, Exp.B, MWFRS, C,CN,C18,CN18 (or no prefix) = LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6 p 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.> BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 v 2-00 T T 3 —/ 2 6 •v 0 o I T 0 A- 1 4►� ►�5 M-2.5x4 5)PRQ,E yally 3-00 ORe 1-11-08 t �` >' 6,' .•' o y 2 os y 4-06 y i ° ,J©' ` �-,IZt�r`,r- 'PROVIDE FULL BEARING:Jts:4,3,5I * - /3011 1k ,,+Vi A . 0 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - CJ1 Scale: 0.5954 A ) 1, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review d ' Truss: CJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 52515454.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, J TRANS I D: 344961design loads be applied to any component. and are for"dry condition"of use. ION At 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1, IV fabrication,handling,shipment and installation of components. necessary. p1� 7.Designlaesassumes adequate one dthifac a is provided. I9'/i' 6.This design is furnished subject to the limitations set forth by 8.lines shall belocatedthjoi n both faces of truss,and placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ... IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24R0ASE C 1.15 system and components and cladding criteria. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF interior zone,Enclosed, Cat.2 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF � p,B, MWFRS, OExEx duration factor=l.6 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2.00-00NOTE:Design assumes moisture content does - LL = 25 PSF Ground Snow (Pg) not exceed 19% at time of manufacture. OVERHANGS: 30.0" 0.0" 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 psf) uplift at 24 "oc spacing. M,MD HS,I1RHS (or no prefix) = riepuTrus, Inc - M,M2�HS,MIBHS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 '1 12 4.00 L- 2.5x4 0 oil 3 m. ,- ,- ,- A- co Aco o MIN o M-3x6 _ c' v % � ok 40 OR.'R' tN 2-06 4-06 4 .� V /2fe'`l. PROVIDE FULL BEARING:Jts:2,4,51 EXPIRES 6/3011 N. -4ii 11, vu , vi = . JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - CJ2 Scale: 0.6762 ++1F� lilt A " WARNINGS: GENERAL NOTES,unless otherwise noted { �1. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ..`+ �+ and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: CJ 2 truss designer or truss engineer. , f/ 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `�," DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2.4243 DATE: 7/26/2012 CompuTws assumes no responsibility for such bracing. 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. C T SEQ. : 5251546 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,rt design loads be appled to any component. and are for"dry condition"of use. IcaA TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Designs assumes toll bearing at all supports shown.Shim or wedge if //41e N ry tt 12, . . fabrication,handing,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 _ 111171611111111 III 1111111 1110111111 IIIII 111111 TPI A In BCSI,copies of which will furnished upon request g (ines Digits indicde ate size oint of plate inrinches cente10. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) M-.._,__,„ e IIIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 esign assumes moisture content does BC: 2x4 KDDF #16BTR SPACED 24.0" D.C. not not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12'OC, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. LETINS: 2-00-00 2-00-00 TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6,0, ASCE 7-05, OVERHANGS: 30.0" 0.0" Enclosed, Cat.2 Exp.B, MWFRS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load duration factor=l.6 Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN C18 CN18 (or no prefix = CompuTrus, Inc M,M26HS,fl18HS,1I16= 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 psf) uplift at 24 "oc spacing.) 5-11-11 T 12 4.00 5 —/ 4 1 M-5x6 ') r 3 ' n o N 1 2► M 3x6 6 �>Gtt�i k., q AL 1 x�' f + 'if 1. 40, OR= .N , ,° l'4-26 a ., y y ,) y -fil1 _". ,' rA 2-06 4-06 1-05-11 • �_. A. JRA` -) 4 .: Hi ff (PROVIDE FULL BEARING;Jts:2,6,4,51 EXPIRES 6/3011 • B 1 1.4%. � JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - CJ3 Scale: 0.5996 `" ,1 �' ?r "ya WARNINGS: GENERAL NOTES,unless otherwise noted: `t °'. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: CJ 3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. /�,, 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at p ry permanent -:,t. DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by t 2 j „ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 ` DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.Zr Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5251547 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 TRANS I D: 344961 design loads be applied to any component. 6. afor fullditinof tat all supports 5.CompuTrus has no control over and assumes no responsibility for the Designbearing shown.Shim or wedge if % ( L fabrication,handling,shipment and installation of components. 7Dnecessary. 7/741/a ,�»t ,„ 6.This design is tumished subject to the limitations set forth bya Design assumes adequate drainage is provided. f 7'(17 /fes, I VIII(VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be ice st on both faces of truss,and placed so their centertiZtraininilliall TPIM?CA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF M168TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12°0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 30.0" 24.0" LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l,6 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 M,M2OHS,MI8HS, 16= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) 7-11-11 '1 12 4.00 V 6 5 4 ' v I M-5x6 �' o 3 r') 0 04 _ 1 a.5 cocz, I o� 1 2x 7x ..' ' `� r M-3x640 OR ea ' a.. ' )"'26 '\ • CUA, y y F/4,feli2, 2-06 4-06 (PROVIDE FULL BEARING:Jts:2,7,4.5I 3-05-11 EXPIRES a J 1/.QJ ,' JOB NAME:: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - CJ4 Scale: 0.5134 +rI} lilt �0 .„, • WARNINGS: GENERAL NOTES,unless otherwise noted: ` 1.Bulkier and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review .111.1?Truss: CJ 4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the . 2.2x4 compression web bracing must be installed where shown+. buss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at e#•r,"¢ J 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424 DATE: 7/26/2012 CompuT us assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ C� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 251548 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, �tpt design loads be applied to any component and are for"dry condition”of use. SZ 1 AL 96.Design assumes full bearing at all supports shown.Shim or wedge if 1 TRANS I D: 344961 5.CompuT us has no control over and assumes no responsibility for the necessary. 1 rut'j fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111121 TPVWTCA in BCSI,./ copies of which will be 7.6.4(1 upon request nes. 9 (Digits indicate sizines coincide withe of platet inrinches MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND 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 Design conforms to main windforce-resisting TOTAL LOAD = 42.0 PSF system and components and cladding criteria. LETINS: 2-00-00 2-00-00 OVERHANGS: 30.0" 5.0" LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed, Cat.2 Exp,B, MWFRS, Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. interior zone, load duration factor=l.6 - C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' 9-11-11 12 7 4.00 L- 6 g 5 4 v C M 5x6 3 d c.:3fit' OP 4, " e e, k`,. s c, tom,j�/ A- 1 2=� 8►� ,lor.� M-3x6 c.. rc C 4)"'irk _26+'4, {1 , . JO'-\ y y y y 2-06 4-06 5-05-11 EXPIRES 5/30/1 'PROVIDE FULL BEARING;Jts:2,8,4,5,6J JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - CJ5 440' x + Eke/Scale: D.443, - t ,ti f , WARNINGS: GENERAL NOTES,unless otherwise noted: fl ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 1,' Truss: CJ 5 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+_ truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at "'-• = DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ( � .'" _ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3. Impact bodging or lateral bracing required where shown++ ggg SI� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. . EQ. : 5251549 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: 344961 6.Design assumes full bearing at at supports shown.Shim or wedge if S Aa t 5.CompuTrus has no control over and assumes no responsibility for the necessary. �j r ^�I ONAL" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7 %Y'1 j l� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "" ' 1111111 11111 IIIII 11111 1111 11111 11111 IIII IIIITPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-08-00 HIP 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=( -61) 90 2.11=(-1126) 5157 2- 3=(-5742) 1275 2x6 KDDF #1&BTR T2 2- 3=(-5742) 1275 11.12=(-1981) 7805 3-11=( -238) 1276 BC: 2x6 KDDF #1&BTR LOADING 3- 4=i-6427) 1414 12-13=(-1981) 7805 11- 4=( -42) 935 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5= -6082) 1344 13- 9=(-1126) 5157 11- 5=(-1983) 734 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6= -7936) 1900 5-12=( 0) 286 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 125.0)+DL 35.0)= 160.0 PLF 8'- 0.0" TO 19'- 8.0" V 6- 7=(-6082) 1344 12- 6=( 0 286 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 19'- 8.0" TO 27'- 8.0" V 7- 8=(-6427) 1414 6-13=(-1983 734 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 27'- 8.0' V 8- 9=(-5742) 1275 7.13=( -42 935 4 9-10=( -61) 90 13- 8=( -238) 1276 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 8- 9=(-5742) 1275 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL466.7)+DL( 130.7)= 597.3 LBS @ 19'- 8.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 30.0" 30.0" REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -583/ 3019V -90/ 90H 5.50" 4.83 KDDF ( 625 27'- 8.0" -583/ 3019V -90/ 90H 5.50" 4.83 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.328' @ 13'- 10.0" Allowed = 1.337" MAX TL DEFL = -0.537° @ 13'- 10.0" Allowed = 1.783" MAX LL DEFL = -0.087" @ 30'- 2.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ 30'- 2.0" Allowed = 0.333" MAX HORIZ. LL DEFL = 0.086" @ 27'- 2.5" MAX HORIZ. TL DEFL = 0.140" @ 27'- 2.5' 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. 11-08-10 7-11-11 Design conforms to main windforce-resisting T 7-11-11 ' T . system and components and cladding criteria. 3-05-02 4-06-09 3-08-04 4-04-03 4-04-03 3-07-13 3-07-15wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 56 f 1' Enclosed, Cat.2, Exp.B, MWFRS, T T 597.30# .30# 12 interior zone, load duration factor=1.6 12 MHS-7x10 MHS-7x10 v 4.00 4.00 M-3x8 M 3x8 . 5 6 af M 3x8 37 M 3x8 PROP, litiiitiiii1.1h �„ fok c M-5x10 M-5x10 � ` oie4 ,-u.4,. o D' - - ,, 13 =-y 0 ->o o s o.� 2g M-3x10 11 12 0.25" M-3x10 ,irl/' } TT�'i ej MHS-7x10(S) .k. Y I. 7 26r .,� 7-02 6-08 6-08 7-02 T/' ',� ��cil, , 2-06 27-08 EXPIRES 6/3011 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - DH1 Scale: 0.2360 �r Rx `4 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 it �0 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,. , ., Truss: DH 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the olfrot 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. F 3.All lateral force resisting elements such as temporary and permanent 2,Design assumes the top and bottom chords to be laterally braced at r x*� 2'o.c.and at 10'o.n,respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f!.1.. w, DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. 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. ,ag 24243 SEQ. : 5251551 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, s ,,��yy,.., design loads be applied to any component. and are for"dry condition"of use. (�`-'1sI TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 8.DesignSTa necessary. assumes full bearing at all supports shown.Shim or wedge if R r t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ._ { _9 - S'Ot'f t 1.T 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 /t' 1 r TPI/VJTCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate inrnche. I '4" - 111111111111111111111 9.Digits indicate size of plate in inches. ». MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-08.00 GIRDER SUPPORTING 27-01-00 FROM 10-00-00 TO 27-08-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOADS AS GIVEN. LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15684) 2172 1- 8=(-1989) 14409 1- 2=(-15684) 2172 5-11=( -567) 4536 2x6 KDDF #16BTR T2 2- 3=(-17865) 2469 8- 9=(-1995) 14436 8- 2=( -438) 126 11- 6=( -36) 537 BC: 2x8 KDDF #16BTR LOADING 3- 4=(-16872) 2325 9.10=(-2781) 19953 2- 9=( -396) 2952 6-12=( -171) 1581 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-16470) 2256 10-11=(-2781) 19953 9- 3=( -588) 4665 6- 7=(•17823) 2469 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 8.0" V 5- 6=(-17436) 2397 11-12=(•2253) 16287 9- 4=( -3438) 510 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-17823) 2469 12- 7=(-2262) 16380 10- 4=( -360) 3006 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 313.5)+DL( 233.2)= 546.8 PLF 10'- 0.0" TO 27'- 8.0" V 4.11=( -3885) 585 ADDL: BC CONC LL+DL= 3427.0 LBS @ 8'- 0.0° BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24°OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -899/ 6517V -79/ 79H 5.50' 10.43 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 27'- 8.0" -1178/ 8540V -79/ 79H 5.50° 13.66 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF 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 osf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r- ( 3 ) complete trusses required. MAX LL DEFL = -0.189" @ 13'- 10.0" Allowed = 1.337" - Join together 3 ply with 16d Common nails staggered at MAX TL CREEP DEFL = -0.645" @ 13'- 10.0° Allowed = 1.783" 9" oc throughout 2x4 top chords, /V V\ 9" oc throughout 2x6 top chords, MAX HORIZ. LL DEFL = 0.045" @ 27'- 2.5" (2) rows @ 6" oc throughout 2x8 bottom chords, MAX HORIZ. TL DEFL = 0.101" @ 27'- 2.5" 9" oc throughout webs. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY Design conforms to main windforce•resistin TO AL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE system cod components and cladding criteria. CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. 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 8-11-11 9-08-10 8-11-11 4-06-11 4-05 4-10-05 5-06-04 3-09-01 4-06-11 12 12 4.00 L MHS-7x10 MHS-7x10 4.00 M-3x8 3 , 4 , 5 M-3x10 M-3x10 s .........„.ioillIlIllifrlhiiiiiiiiiiii M-7x16 M-7x16 cO� IL141 �O O O I ' I - O • O 8,- 1 x 8 r"� 9 10 1' co 11 12 - 7 -,8 M-1.5x4 M-8x10 0'25 M-8x10 M-1.5x4 M-10x12(S) )- y �y3427#** y y 1, y .. 4-04-15 3-09-01 5-08 5-08 3-09-01 4-04-15 .PROk 27-08 • -,,,r9 'GINC, C7t. .) .0oixt ,,E 'Ili JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - DH2 ' 0 div Scale: 0.2904 yk, y,,0�, ESN `E tgyyfr- rr�44' WARNINGS: GENERAL NOTES,unless otherwise noted: 41) s �'� 't,✓ )^"261"*l <' .' � 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 ~' 1� ' 't*°•*. Truss: DH2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the -i 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. f•',, wt (''�1rts'�~'� 2.Design assumes the top and bottom chords to be laterally braced at ° " �✓ r`/ / 3.All lateral force resisting elements such as temporary and permanent 5 'P t DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #24 • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r fir DATE: 7/26/2012 ompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ •�. 242A3 EXPIRES t lFt 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the respobe use of the respective contractor. "7+ SEQ. : 5251552 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 bads be applied to any component and are for"dry condition'of use. ,744:4,7140.A �(`t��rA TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if sJ1�r'i ji. necessary. �g( f fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. G` 7 1 e.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 11111111111111111111TPINVTCA in SCSI,copies of which will be furnished upon request. it coincide with jointcenter lines. /^' 9.Digits indicate size of plate in inches, y j / , MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'• 8.9" NOTE:Design assumes moisture content does TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 not exceed lass at time of manufacture. BC: 2x4 KDDF#1&BTR SPACED 24.0° 0.C. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 30.0" 0.0" interior zone, load duration factor=1.6 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 M,M20HS,M18HS,1116 = 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 psf) uplift at 24 "oc spacing.) 13-08-15 T T 6 , 12 5 la 4.00 0 4 i o N ''- .. M-5x6 3 . qtr t . i ph 4 ��r 11 R e/14 1 2 7 0,.,,,:42;0-..?f r I M-3x6it J rY4. iz- 1 .1 J. J, XPIRES 6/3011 . 2-06 8-00 'PROVIDE FULL BEARING:Jts:2,7,4,5,6) 5-08-15 O 0. JOB NAME : STONEBRIDGE J - 1467 RH PLAN 279-OPTION-3 - DJ7 Scale: 0.3654 i {*‘It jr �` WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review f Truss: DJ 7 and Warnings before construction commences. end approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer.2.Design assumes the top and bottom chords to be laterally braced at �a= DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent ` stabile bracin must be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty 9 9 9 P continuous sheathing such as plywood sheathing(TC)and/or dywail(BC). All24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 9' 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. : 5251553 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 bads be appled to any component and are for"dry condition"of use. Opp t TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I v Ar necessary. / /1 fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. 1- ty 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointf ain inches. +.".. AFI/3' 9.Digitsindicate with of plate in rachet. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by m PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 4.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2- 9=(-266) 1059 2- 3=(-1759) 881 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -513) 744 9- 8=(-392) 1031 4- 9=( -194) 166 - WEBS: 2x4 KDDF STAND 3- 4= -1175 329 . 5=( 0 347 LODING 4- 5=�-1001) 273 9- 6=( -152) 168 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1000) 278 7- 8=(-1225) 479 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1149 436 TOTAL LOAD = 42.0 PSF 7- 8=( -22) 0 LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 30.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -198/ 1044V -75/ 57H 5.50" 1.67 KDDF 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc 17'- 4.5" -95/ 730V -75/ 57H 5.50" 1.17 KDDF ( 625) M,M2OHS,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 itsf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087° @ -2'- 6.0° Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0° Allowed = 0.333° MAX LL DEFL = -0.076" @ 4'- 3.1" Allowed = 0.823" MAX TL DEFL = -0.113" @ 4'- 3.1" Allowed = 1.097° MAX HORIZ. LL DEFL = 0.014" @ 16'- 11.0" MAX HORIZ. TL DEFL = 0.022" @ 16'- 11.0" 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 8-09 8-07-08 intended use of this component. T f NOTE:Design assumes moisture content does 1-11-01 2-04-09 4'1 f -05-06 4-05-06 2-03-03 1-10-15 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 4.00 L M-4x6 4.00 .0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0,.0� Enclosed, Cat.2, Exp.B, MWFRS, -i interior zone, load duration factor=1.6 Iv a M 1.5x4 3.0" M-1.5x4 4 ,P M-3x4 3 " M-2.5x4 `? GINE" . • ,- co� -/o � k o '/- 1 2 g �, *. -/0 o ; OR' e a 8 M-3x6 M-3x8 M-3x6 - 4,2/41,` = 26 - "a go y y y ^.JOP 7I7 ; to 8-09 8-07-08 y y y RES 6/3011 2-06 17-04-08 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - El ' `` ,,,, C3 Scale: 0.3264 oh 4 * j s WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review .%` Truss: E 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2n4 compression web bradng must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,.e.1-:),d,,_$ a,�- DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywooding(TC)and/or drywall(BC). 2.4243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. 0 SEQ. : 5251555 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: 344961 design loads be appled to any component. and are for"dry condition"of use. ION AL,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r { IONA , fabrication,handling,shipment and installation of components. necessary. / �%f 1 7.Design assumes adequate drainage is provided. Y 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 11111111111111111111111 TPI WTCA in SCSI copies of which will be furnished upon request. git coincideicwith jointcenter inches.9.Digits indicate size of plate in inches. �(� 3 MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-04-08 STUB HIP 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=( -61) 90 2- 8=(-507) 2891 3- 8=(-82) 605 BC: 2x6 KDDF #1&BTR 2- 3=(-3229) 589 8- 9=(-575) 3215 8- 4= 0) 261 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3413) 590 9- 7=(-548) 2828 8- 5=5.10) 39 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3233) 563 5- 9= 0) 239 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-3397) 595 9- 6= -33) 429 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 9'- 6.0" V 6- 7=(-3180) 621 BC LATERAL SUPPORT <= 12°OC. CON. TC UNIF LL( 50.0)+DL( 14.0). 64.0 PLF 9'- 6.0" TO 17'- 4.5" V BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 17'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24°OC UON. FOR TC CONC LL( 466.7)+DL 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL466.7)+DL) 130.7)= 597.3 LBS @ 9'- 6.0" 0'- 0.0" -305/ 1970V -87/ 70H 5.50" 3.15 KDDF ( 625) 17'- 4.5" -210/ 1664V -87/ 70H 5.50' 2.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 30.0" 0.0' REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for nett-5 psf) uplift at 24 "oc soacing.� ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connectorplateprefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" 9 MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" M,M2OHS,N18HS (16 no MiTek prefix) = CompuTrus, Inc MAX LL DEFL = -0.109" @ 8'- 0.0" Allowed = 0.823" M,M20HS,M18HS, 16 = MT series MAX TL DEFL = -0.168" @ 8'- 0.0" Allowed = 1.097° MAX HORIZ. LL DEFL = 0.024" @ 16'- 11.0" MAX HORIZ. TL DEFL = 0.039" @ 16'- 11.0" 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 7-11-11 1-06-10 7-10-03 intended use of this component. 1' T T T NOTE:Design assumes moisture content does 3-09-07 4-02-04 1-06-10 4-02-04 3-07-15 not exceed 19%at time of manufacture. 597.30#4597.30# T ' Design conforms to main windforce-resisting 1P 12 system and components and cladding criteria. 4.00 L- a 4.00 M-5x8 M-7x8 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 4 interior zone, load uration factor=1.6 5 M-1°5x4 M-1.5x4 3 6c'.i PROP • M 4x6 /e .'',GIII4F4. C7 M 3x8 ti iii 4 CO A �o" � i' �, y_ o� 1 A o ra/ M-3x8 M-2.5x4 '' ), ), y k ' A J C 2, t r la 7-05 2-09-12 7-01-12 y y )' EXPIRES WWI 2-06 17-04-08 WEDGE REQUIRED AT HEEL(S). JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - EH1 • " ✓} Scale: 0,3505 _ , + WARNINGS: GENERAL NOTES,unless otherwise noted: ,� •�"", I" 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review A and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: E H 1 truss designer or truss engineer. f 2.2x4 compression web bracing must be installed where shown+. ."t 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at f r;"f - DES. BY: LJ stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 17 o.c.respectively unless braced throughout their length by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 224243 DATE: 7/26/2012 ompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ p�,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q 413 SEQ. : 5251556 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: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if11 a necessary. f pfd JJ 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /' `+/ i Z'41..a.s.13: ' - 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 TPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincideinictwith joint tecenter lines. + 9.Digitssndsize of plateeinches.. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 3.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -20) 21 1-6=(-242) 578 1-2=(-715) 324 _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-658 287 6-5=(-242) 578 6.3=( 0) 271 WEBS: 2x4 KDDF STAND 3-4=(-658 287 4-5=(-715) 324 LOADING 4-5=( -20) 21 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 515V -41/ 41H 5.50' 0.82 KDDF ( 625 1,1W 118,CN18 (or no prefix) = CompuTrus, Inc 12'- 3.0" -71/ 514V -41/ 41H 5.50" 0.82 KDDF ( 6253 M,M2t�HS,MIBHS, 16 = MiTek M 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.' , 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 = 0.036" @ 10'- 5.2" Allowed = 0.567° MAX TL DEFL = -0.060" @ 6'- 1.5" Allowed = 0.756" MAX HORIZ. LL DEFL = -0.006" @ 11'- 9.5" MAX HORIZ. TL DEFL = 0.008" @ 11'- 9.5" 6-01-08 6-01-08 T "i 4' This truss does not include any time dependent 1-10-15 4-02-09 4-02-09 1-10-15 deformation for long term loading (creep) in the total load deflection. The building designer T T shall verify that this parameter fits with the 12 12 intended use of this component. 4.00 V X14.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting 3 4.00" 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, I I interior zone, load duration factor=1.6 M-2.5x4 3.0" M-2.5x4 4 GO 401/4, 00 iste, ops- 1=> - 6 x....,5 tt,/ <CA oi ,iii M-3x6 M-1.5x4 M-3x6 "c. ' 1 f - ' OR'tION cb 6 J, ,'� ' 6-01-08 12 03 yr f; i=F y' " 41 Ott Niatik JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - F1 Scale: 0.4780 lit „n " WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review T 1' Truss: F1 and Warnings before construction commences. and approval Is the responsibility ppengierof the building designer,not the 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at -r DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathinggr such las bpywgoequired where sand/ordrywall(BC). ^ 24243DATE: 7/26/2012 CompuT us assumes no responsibility for such bracing. 3.c2xo 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. : 5251558 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 bads be applied to any component, and are for"dry condition"of use. TRANS I D: 344961 ttF^ip� 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 'f*..rtvL fabrication,handling,shipment and installation of components. necessary. f,.., 7.Design assumes adequate drainage is provided. ezzieutztammo 1' t ,a' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,.- IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-03.00 HIP 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=(-1830) 316 1- 5=(-273) 1646 5- 2=( 0) 206 BC: 2x6 KDDF #1&BTR 2- 3=(-1646) 273 5- 6=(-278) 1640 5- 3=(-6) 21 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1833) 314 6- 4=(-271) 1648 3- 6=( 0) 195 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL(( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 3.0" TO 12'- 3.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL0.0)+DL 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 3.0" V 0'- 0.0" -122/ 965V -57/ 57H 5.50" 1.54 KDDF ( 625) 12'- 3.0" -122/ 965V -57/ 57H 5.50" 1.54 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 3.0" 'COND. 2: Design checked for net(-5 osf) uplift at 24 "on soacing.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. MAX LL DEFL = -0.040° @ 5'- 10.5" Allowed = 0.567" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.063" @ 6'- 4.5" Allowed = 0.756" M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.009" @ 11'- 9.5' ** For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.015" @ 11'- 9.5" 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 5-10-03 0-06-10 5-10-03 intended use of this component. T 326# NOTE:Design assumes moisture content does 12 12 not exceed l9� at time of manufacture. 4.00 V 320# 1 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 M-7x8 Wind: 110 mph, h=25ft, TCDL=4.2 BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, �IWFRS, _ interior zone, load duration factor=l.6 M-3x4 M-3x4 P cow 'o 00 ofit co L o 1 44 k, lot o� ** 1 5 6 4** u1 i t M-2.5x4 M-1.5x4 (1 6 5-05-04 1 06 04 5-03-08 7/14,/0-, 12-03 WEDGE REQUIRED AT HEEL(S). EXPIRES : �� . \c' I - JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - FH1 Sala: 0.4679 � Q� WARNINGS: GENERAL NOTES,unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review +" - Truss: FH 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 1, 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,e1-'.:' fi DES. BY: LJ stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.such tivey unless braced throughout their lenggth by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ?4243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A Atria 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. : 5251559 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t design bads be applied to any component. and are for"dry condition"of use. ,*1##^^aaaarr tt TRANS I D: 344961 5.Com ulcus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if yi" Sts}'t P necessary. t eI fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i. i�lA' 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 IA13111111 ., Mill IIIII IIIII IIIII Et IIIII IIII IIII TPI WTCA in BCS(copies of which will be furnished upon request. lines coincide with joint center che. Y 9.Digits ndsize of plateein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) A IIIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. LETINS: 1-06-08 1-06-08 TOTAL LOAD= 42.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.6, !MFRS,OVERHANGS: 30.0" 0.0" interior zone, load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I — M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 T 1' 12 4.00 li M-2.5x4 4 3 1/.110 r A th r0 o 0 o Cs PFO 1 22 ‹:- ��5 d,<°. 6'6> M-3x6 , ''G1 e�'+ . rr -100,1 V, 1 ; 0P, Na, y y y ? r 2-06 'PROVIDE FULL BEARING:Jts:2,4,51 6-00 4' 1::::'4; :-.2.36if 7 r* -,... t 3011 JOB NAME: STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - FJ1 '' 0, ,.�. Scale: 0.6473 441 i WARNINGS: GENERAL NOTES,unless otherwise noted: .' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: FJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the c>>. 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at p ry permanent DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by t° _ stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24^sd3 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ -lit 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 0 , r+. SEQ. : 5251560 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 bads be applied to any component. and are for"dry condition"of use. C.)) TRANS I D: 344961 6 Design assumes full bearing at all supports shown.Shim or wedge if S pprr tt 5.CompuTrus has no control over and assumes no responsibility for the necessary. 7/1 /1k ,.., d�`A�° fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 l' /�ii 6.This design is furnished subject to the Imitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center .', I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in in vas. 10. �j MiTek USA,IDC./CompuTrus Softwafe 7.6.4(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 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 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TOTAL LOAD = 42.0 PSF Enclosed, Cat.2 Exp.B, MWFRS, LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" 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 osf) uplift at 24 "oc spacing. C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 T 12 4.00 1— M 2.5x4 irA 3 v 11104 , A- co c. 0 III V FRO 1 2►� ►�5 '�. �"+� i .. ,',, 6"1 M-3x6 L , ()R'es y * y 2-06 PROVIDE FULL BEARING;Jts:2,4,5 6-00i ;/if' EXPIRES 613011 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - FJ2sale; 0.6348 ` t ,A IA ., WARNINGS: GENERAL NOTES,unless otherwise noted: " 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review A Truss: FJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f P/ "`' DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 21243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ cr SEQ. : 5251561 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, STE t �a design loads be applied to any component and are for"dry condition"of use. x I�p TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if n fabrication,handling,shipment and installation of components. +/--rt, P a.Design assumes adequate one drainagehfcis truss, a _ 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 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ainrnche. y 9. Digitsincidindicate of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r JIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19%at time of manufacture. WEBS: 2x4 KDDF STAND LONDIOG Design conforms to main windforce-resistin TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF g g BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. LETINS: 2-00-00 2-00-00 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, OVERHANGS: 30.0" 0.0" interior zone, load duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. (COND. 2: Design checked for net(-5 ps) uplift at 24 "oc spacing.) M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-11 T 12 4.00 4 -/ I M-2.5x4 `r 3 0 0 N f Co CD o '-J PRO,, M-3x6 } -ma (1it1.f z 43 pow t- - OR' tooN et . & " cgb 26.� 2-06 PROVIDE FULL BEARING:Jts:2,5,41 6-00 4" J OV EXPIRES 613E 11 . JOB NAME: STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - FJ3 - 4''' Scale: 0.5973 ' " WARNINGS: GENERAL NOTES,unless otherwise noted: • , 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ��`ry1T•.w' ", Truss: FJ 3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the aR 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at �,, 3.All lateral force resistingelements such as tem ra andpermanent a DES. BY: LJ Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t '' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. - be4.In Impacto bridging tus is lateral responsibility ityorequired where shown++ ,•may 4.No load shouldrm ale can to any comtime shouldnt untafterdall bracing and 4.Design ass of es r is the to be the on-costive contractor. "t" ISIVOI tf SEQ. : 5251562 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, •. design loads be applied to any component. and are for"dry condition"of use. C.P TRANS I D: 344961 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 f f ' NAL fabrication,handling,shipment and installation of components. necessary. j t 7.Design assumes adequate drainage is provided. 1__tq0 / , 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 t I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,M, IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" NOTE:Oesign assumes moisture content does TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 not exceed 19%at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING 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 TOTAL LOAD= 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=8.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2, Exp,B, MWFRS, " LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 23.7" 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 osfl uplift at 24 "oc soacing.l M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-11 T 1' 12 4.00 5 0 v c'%) M-5x6 0 3 C"') 0 o qtr ,� •. ! 1 2►� 6►� . .. $_ M-3x6 =.. f R! I of 0- `•')'"26 ° 1`C I y y y y ,JOTIN�` 1x` 1`1 2-06 6-00 1 11 11 EXPIRES 6/30/1 , 'PROVIDE FULL BEARING;Jts:2.6.41 .44 °I/ Eli wC, ` JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - FJ4 Scale: 0.5134 �t �'' "' WARNINGS: GENERAL NOTES,unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review # - and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: FJ 4 truss designer or truss engineer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24 Ai DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown-i--1- 4. SEQ. : 5251563 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. 4la ,4„,0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ti^q�,} y design loads be applied to any component, and are for"dry condition"of use. 'ION L TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6,necessary.n assumes full bearing at all supports shown.Shim or wedge if //141/1/2 _' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. / 15 t 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 IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPIlWTCA in BCSI,copies of which will be Nmished upon request. git coincidetwith joint ain nche. + 9.Digitss ndsize of plate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .«-. 6 IIIIIIIIIIIIIII This design prepared from computer input by „ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.8" TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24,0" 0.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND 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 Design conforms to main windforce-resisting TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 system and components and cladding criteria. LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, OVERHANGS: 30.0" 6,9" Enclosed, Cat.2, Exp.B, MWFRS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load duration factor=l.6 Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 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 psf) uplift at 24 "oc spacing.] 9-11-11 . ( !,: 1:::!::5*6 1' T 12 6 NI- 3 4.00 ii 11 M-5x6 3 co �� [}F k co gOa m w 2�►— 7►. OR�. t , . M 3x6 ", ' ° `?"26, ` C . N4 ' ' y y y 2-06 6-00 !PROVIDE FULL BEARINGJts:2,7,4,5] 3-11-11 EXP€RA, `3011 ;' 1 O ri� JOB NAME : STONEBRIDGE J - 1467 RH PLAN 279-OPTION-3 - FJ5 Scale: 0.430311 ' WARNINGS: GENERAL NOTES,unless otherwise noted: i,,, �1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: FJ 5 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be instated where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by , x continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ( ) • ,_gg 24243Y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ++ ,'!'"o J SEQ. : 5251564 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: 344961 design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if J, TONAL fabrication,handling,shipment and installation of components. necessary. '1�r/I' 7.Design assumes adequate drainage is provided. i((J4' 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III NI ill 11 111 IIIII IIIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �( 9.Digits indicate size of plate in inches. M MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.5" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING 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 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TOTAL LOAD = 42.0 PSF Enclosed, Cat.2 Exp.B, MWFRS, LETINS: 1-05-00 1-05-00 LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 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 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 1-10-03 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ` BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4.00[.--- M-2.5x4 M-2.5x4 —/ '' co 1 CO 0 o CO Ill101°..°1° 1- 0 0 111111.11.11111.1 M-3x6 .,'aGINE' . kt 101,11V,, I `i ., ill 4" 264a y y //). . -, /Pel ! 1-10-08 2 , ` (PROVIDE FULL BEARING:Jts:1,4,31 EXPIRES ° 131/1 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - FSJ1 r 0 Scale: 0.7728 4N ijfr 4' rte' WARNINGS: GENERAL NOTES,unless otherwise noted: " 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: FSJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at r r,� DES. BY: LJ stabil bracingmust be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. (��,� SEQ. : 5251566 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, bbp�^ya� t design loads be appfied to any component. and are for"dry condition"of use. ''IONAl+ TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry f,,11 + ` 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 11111111111111111111111 TM/WI-CA in BCSI,copies of which will be furnished upon request. git widicat with joint ain che. �.. 9.Digitssindicate size of plateein inches.lin . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by ., PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.5" TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 8188TR SPACED 24.0" O.C. not exceed 19% at time of manufacture. • WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT<= 12"OC. UON. LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF LETINS: 1-05-00 1-05-00 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,8CDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 0.0" 23.7° interior zone, load uration factor=1.6 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 soacing.l - M,M2OHS,1118HS,I116 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 3-10-03 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T T 12 4.00 I'— 4 —/ M-5x6 3 v co r 0 111100 o 1► 5$ .C3 ' C7fi M-3x6iN, .. 04,.. tt •4 _ OR' eliN 10 26,°' ) 1-10-08 1-11-11 �'i"JC -) j PROVIDE FULL BEARING:Jts:1,5.3 4, EXPIRES /30/1N. . J O ac W r 1 JOB NAME : STONEBRIDGE J - 1467 RH PLAN 279-OPTION-3 - FSJ2 a Scale: 0.6405 �+ ,js� ' r ' r } # WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: FSJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ar _ 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by # s/= h -4 stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2$24a^ DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ •r_g,, �1 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. l' -I S.� SEQ design loads be applied to any component. and are for"dry condition"of use. SIO �r s TRANS I D: 344961 6.Design assumes full bearing at all supports shown.Shim or wedge if j. IONAY 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. ' 1 1Gf IIIIII IIIII IIIII IIIII IIIII IIIII IIII)IIII III) 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. �j MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 3.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -344) 167 1-6=(-668) 2164 1-2=(-2068) 600 4-5=(-2141) 631 SPACED 24.0" O.C. 2-3=(-2147) 593 6-7=(-472) 1514 2-6=( -323) 226 BC: 2x4 KDDF STANDR# ;2 A LOADING ( -3-4=(-2123) 588 7.5=(-656) 2120 6-3=( -67) 650 2x6 KDDF# WEBS: 2x4 KDDF STAND; 4-5= 234) 125 3-7=( -60) 616 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 7-4=( -293) 215 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 r LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -158/ 1186V -92/ 90H 5.50" 1.90 KDDF 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc 27'- 3.5" -158/ 1187V -92/ 90H 5.50" 1.90 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. COAD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.108" @ 9'- 1.0" Allowed = 1.319" MAX TL DEFL = -0.177" @ 9'- 1.0" Allowed = 1.758° MAX HORIZ. LL DEFL = 0.040" @ 26'- 10.0" MAX HORIZ. TL DEFL = 0.064" @ 26'- 10.0" 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. 13-09 13-06-08 Design conforms to main windforce-resisting T system and components and cladding criteria. 6-09 7-00 7-00 6-06-08 (Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 1--- M-4x6 v 4.00 interior zone, load duration factor=1.6 4.0" 3 ,,(-'f 11111111110 0PR P. M 3x4 4 M 3x4 G ' C3 M-1.5x4 M-1.5x4 �" ilkst I r o @' -,,,- OV- lr rn I o� **1 6 7 ** -oma = .° ..4)26,\ M-5x8 0.2M 5x6(S 5 M-2.5x4 M-5x8 ` ¢ J( 7/1//t 8-10-08 EXPIRES 6/301 9-01 9-04 ° 1, 1, 27-03-08 N. It i f 'v 0 - JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - G1 Scale: 0.2633 at } t, A " WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: G1 and Warnings before construction commences, and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at ,?(ey,- 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ r sv 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. : 5251568 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, CC.p�^}p�p design bads be appled to any component. and are for"dry condition"of use. 1 SteNf'41d 6 Design assumes fug bearing at all supports shown.Shim or wedge if -* TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,,r r` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. AULY 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 111111111111111111111 lPl/VyTCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center che. i 9.Digits ndsize of plate in inches.lin . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'• 6.5' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2- 7=(-591) 2246 2- 3=(-2682) 1010 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2- 3=( -709) 475 7- 8=(-447) 1543 3- 7= -359) 230 WEBS: 2x4 KDDF STAND; 3- 4=((-2208 537 8- 6=(•636) 2144 7- 4= -26) 693 2x6 KDDF #2 A LOADING 4- 5= -2150) 564 4- 8=( -63) 617 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -234) 124 8- 5=( -296) 218 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2166) 609 TOTAL LOAD= 42.0 PSF P BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 30,0' 0.0" LL = 25 PSF Ground Snow ( g) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -242/ 1500V -110/ 90H 5.50" 2.40 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 27' 6.5" 156/ 1198V -110/ 90H 5.50° 1.92 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087° @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333° MAX LL DEFL = -0.120" @ 9'- 4.0' Allowed = 1.331" MAX TL DEFL = -0.193" @ 9'- 4.0" Allowed = 1.775" MAX HORIZ. LL DEFL = 0.042° @ 27'- 1.0" MAX HORIZ. TL DEFL = 0.067" @ 27'- 1.0" 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. 14-00 13-06-08 6-10-03 '( Design conforms to main windforce-resisting 7-01-13 7-00 6-06-08 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 M 12 Enclosed, Cat.2 Exp.B, MWFRS, V 4x6 4.00 4.00 interior zone, load duration factor=1.6 4.0" 4 ‘(--4' SD F lIllIllir' %M-4x4 M-3x4 1N L7 ‘, 44.11111;1' V 'a M-1.5x4 -1.5x4 ( " �`:.i�_ o� A �� } 'eliN 2 7 , 8 �� ' M-4x6 0.25" M-5x86 0 ' b C- M 2.5x4 M-5x8(S) joy‘,� *� 'rile/,`:?. y y y 9-04 9-04 8-10-08 6/3011; y 2-06 y7-06-08 y JOB NAME: STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - G2 sir. , 'et 0 Scale: 0.2344 WARNINGS: GENERAL NOTES,unless otherwise noted: G2 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ♦♦♦ Truss: G2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the rx' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '- j continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 242 �3 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 52515694.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, 'Qti TRANS I D: 344961 design loads be applied to any component. and are for"dry condition"of use, c �r 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 ` 07 zAL fabrication,handling,shipment and installation of components. necessary. ! 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. / '1‘1111f2, 1111111111111111111 8 Plates shell be located on both faces of truss,and placed so their center 1 TPI/WTCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. Fr Y MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 0.FFor basic connector platetdesign values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.0" IRC 2009 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -233) 125 1-6=(-651) 2100 1.2=(•2119) 625 4-5=(•2119) 625 SPACED 24.0" 0.C. 2-3=(-2100) 581 6-7=(-466) 1491 2.6=( -296)) 216 BC: 2x4 KDDF STAND3-4=(-2100) 5B1 7-5=(-651) 2100 6-3=( -60� 619 WEBS: 2x4 KDDF STAND; LOADING 4.5=( •233) 125 3-7=(( -60 619 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 7.4=( •296) 216 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 SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -157/ 1178V -90/ 90H 5.50" 1.88 KDDF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc 27'- 1.0" -157/ 1178V -90/ 90H 5.50" 1.88 KDDF ( 625) M,M2OHS,M18HS,I116 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IRC 2009. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci 9.) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.094" @ 13'- 6.5" Allowed = 1.308° MAX TL DEFL = -0.153" @ 18'- 2.5" Allowed = 1.744° MAX HORIZ. LL DEFL = 0.039" @ 26'- 7.5" MAX HORIZ. TL DEFL = 0.063" @ 26'- 7.5" 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. Design conforms to main windforce-resisting 13-06-08 13 06-08 T system and components and cladding criteria. T 6-06-08 7-00 7-00 6-06-08Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, � T Enclosed, Cat.2 Exp.B, MFRS, 12 interior zone, load duration factor=1.6 12 M-4x6 -14.00 4.00 I/ 4.0" 3 ,(--4' uu M-3x4 M-3x4 45/ s M-1.5x4 � �, 1 �, . . M 1.5x4 i t M A -/r OFA' M-5x8 0.25" M-2.5x4 M-5x8 . �, ,`ll J:? M-5x6(S) y ), y 8-10-08 y Xf'&F 13411 8-10-08 9-04 y y 27-01 �.3t? j 4 4" w `° r JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - G3 Scale: 0.2533 +►� f WARNINGS: GENERAL NOTES,unless otherwise noted: y y. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review P' y Truss: G3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at t`e; 4 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOADS AS GIVEN. LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-2147) 305 1-5=(-285) 1937 5-2=( -148) 1585 BC: 2x8 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2-3=( -82) 101 5-6=(-276) 1846 2-6=(-2065) 299 LOADING 3-4=( -7) 6 6-3=( -115) 79 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 Connector plate prefix designators: TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN (or no prefix) = CompuTrus, Inc 0'- 0.0" -136/ 985V -67/ 94H 5.50" 1.58 KDDF ( 625) M,M25HS,M18HS,M16 = MiTek MT series COLL = 25LL PSF G1657.0 Snow (Pg) 8'- 0.0" -291/ 2074V -67/ 94H 5.50" 3.32 KDDF ( 625) ADDL: BC CONC LL+DL= 1657.0 LBS @ 5'- 0.0" ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 730.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. MAX LL DEFL = 0.016" @ 4'- 2.0° Allowed = 0.354" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.078" @ 4'- 2.0' Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" 4-03-13 3-04-07 0-03-12 MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" T f NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 4.00 i - Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 4 Wind: 110 mph, h=25ft, TCDL=4,2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-3x8 v 0 CO M-3x4 m all ,co Z9. 1�� 5 6 -/ q s°"' GIN 0 M-3x10 M-5x10 �ti■Oy $ R •i. Y.... dor T �GR •N ', , �1657# lir730# , - )"26." ,,�Q 4-02-01 3 09 15 .. PONA ` / 8-00 ?fz'r//. 401 JOB NAME: STONEBRIDGE J 1467 RH PLAN 279-OPTION-3 - G GIRD `A4110,4. Scale: 0.5113 t A WARNINGS: GENERAL NOTES,unless otherwise noted: t �" 1,Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review rprf i.' Truss: G GIRD and Warnings before construction commences, and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. • _• 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at ? ;, -',- DES. BY: LJ Po ry permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r f'( ,- stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 1A 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. +rt1-.j SEQ. : 5251571 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L i TRANS I D: 344961 design loads be appled to any component 6.Designand are for assumes fulldition"bearin of at all supports • tit 5,CompuTrus has no control over and assumes no responsibility for the0 shown.Shim or wedge if ' ONAL fabrication,handling,shipment and installation of components. necessary. t 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /f 4C7 i` I III PI IIIII IIIII Ill IIIII IIIII IIII ill Plates shall be located on both faces of truss,and placed aetheircenter TPI/WTCA in SCSI,copies of which will be furnished upon request. 9.Digit coincideits ictwith jointplatecenter in inches. EXPIRES l' 4 J MiTek USA,InC./CompuTfus Software 7.6.4(1 L)-E 10.For basic connectoe size r plte design values see ESR-1311,ESR-1988 ;`( (MiTek) w-�.o-,....w. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LOADS AS GIVEN. 27-09-00 GIRDER SUPPORTING 8-00-00 FROM 18-00-00 TO 27-09-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF82/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 3=(-4544) 572 11.12=0 ( -496) 4084 4080 13-12=( -138) 996 16-19=( -134) 1056 1760 2x6 KDDF #1&BTR T2 2-LOADING 3- 4=(-5046) 660 12-13=( -860) 6418 12- 4= -106) 1174 9-17= 0) 368 BC: 2x6 KDDF #1&BTR LL = 25 PSF Ground Snow (Pg) 4- 5=(-4746) 618 13-14=(-1082) 8000 12- 5= -2180 310 9-10= -6828 940 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF '- 0.0" TO 27'- 9.0" V 5- 6=(-6550) 872 14.15=(-1082) 8000 5-13= -116) 1178 BC UNIF LL( 0.0 +DL( 20.0). 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-8974) 1220 15-16=(-1204) 8812 13- 6=(-1854) 262 IC LATERAL SUPPORT <= 12'01. UON. BC UNIF LL75,0 +DL(71.0)= 146.0 PLF 18'- 0.0" TO 27'- 9.0' V 7- 8=(-6902) 940 16-17= -828) 6038 14- 6=( 0) 170 n BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-7322) 1004 17-10=( -828 60606-15=( -222) 1254 ADDL: BC CONC LL+DL= 2074.0 LBS @ 17'• 6.0° 9-10=(-6828) 940 15- 7=( -144) 1492 7-16=(-2452) 338 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -357/ 2440V -90/ 74H 5.50" 3.90 KDDF ( 625 OVERHANGS: 30.0° 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 27'• 9.0° -478/ 3497V -90/ 74H 5.50° 5.59 KDDF ( 625) ** For hanger specs. - See approved plans ' ( 2 ) complete trusses required.Join together 2 ply with 16d Common nails staggered at GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Connector plate prefix designators: 9" oc throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CM,M2 HS,l1BHS (or16 no eprefix) = CompuTrus, Inc M� 9" oc throughout 2x6 bohout 2x6 ttomochords, MAX TL DEFL = -0.050" @ -2'- 6.0° Allowed = 0.333" M,M2�HS,MIBHS, 16 = MiTek MTseries AA 9" oc throughout webs. MAX LL DEFL = 0.102" @ 14'- 0.0" Allowed = 1.342° MAX TL CREEP DEFL = -0.460" @ 14'- 0.0" Allowed = 1.789" **HANGER BY OTHERS TO APPLY MAX HORIZ. LL DEFL = -0.026° @ 27'- 3.5" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.070" @ 27'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 7-11-11 12-00-10 7-08-11 interior zone, load duration factor=1.6 T '1 ' '1 3-09-11 4-02 2-04-09 3-07-12 3-07-12 2-04-09 4-02 3-06-11 12 12 4.00 4"00 v M-5x8 M-4x6 M-2.5x4 M-3x8 M-3x6 . 5 6 7 T21_- mem M-3x8 M-2.5x4 M-4x6 M-3x6 \ o/- AMai LI MP; -/co 8,-- 1 2 12 13 14 v� 15 16 17 *10 o M-1.5x4 M-3x8 M-2.5x4 0°25 M-7x8 M-3x8 M-1.5x4 M-7x8(S) )12074#** y y y y 3-07-15 y 3-06-01 y 3-05-12 y 3-04-04 y 3-04-04 3-05-12 3-06-01 3-04-15 t,�G P ork- ,` y 2-06 y 27 os y -- t -- 3 OH Cr�n*1 , ,. t ,01.. JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - GH1 Scale: D.2615 ' 'a b w. +" �` . ` , �'�,OR"tik WARNINGS: GENERAL NOTES,unless otherwise noted , 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �Ita* ..r�r Truss: GH1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the r?` gP,a A til,..,V j 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 7 i°i 'tr 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at "/"8,. ! 2'o-c-and at 10'o.c.respectively unless braced throughout their lenggth by p f✓,,.« DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 6/30113 DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 2A243 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. : 5251572 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 tar"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ,'+jt-,�lyt p q TRANS I D: 344961 5.CompuTms has no control over and assumes no responsibility for the necessary. tt++SS rrt�L , fabrication,handling,shipment and installation limitations of components. 7.Design assumes adequate drainage is provided. �/1 •/t' - AIMINAll 8.This design is furnished subject to the k llatioons set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,i//"' ? e' N' 111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. y linescoincide indicatein sizelof plate inoint rinches. ' MiTek USA,InC./COrnpuTfus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 9.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 3=( -61) 90 2- 0=(-635) 2067 2- 9=(•27) 1045 BC: 2x4 KDDF N168TR SPACED 24.0" O.C. 2- 3=( -623) 1 594 9-10=(•615) 2238 3- 9=( -97) 182 WEBS: 2x4 KDDF STAND 3- 4=(-2181) 538 10- 8=(-634) 1970 9- 4=( 0) 369 LOADING 4- 5=(-2024) 488 9- 5=( -297) 158 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1994 515 5-10=( -304) 136 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2149) 568 6-10= -5) 360 TOTAL LOAD= 42.0 PSF 7- 8=( -191) 87 10- 7=) 0) 219 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL =25 PSF Ground Snow (Pg) 7- 8= -2037) 646 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -223/ 1469V -86/ 67H 5.50' 2.35 KDDF ( 625) OVERHANGS: 30.0" 0.0" 27'- 9.0" -156/ 1165V -86/ 67H 5.50" 1.86 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN C18,C18 ((or no prefix)) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 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 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250' MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.126" @ 14'- 0.0" Allowed = 1.342" MAX TL DEFL = -0.208" @ 14'- 0.0" Allowed = 1.789" MAX HORIZ. LL DEFL = 0.044" @ 27'- 3.5" MAX HORIZ. TL DEFL = 0.071" @ 27'- 3.5" 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. 9-11-11 8-00-10 9-08-11 Design conforms to main windforce-resisting system and components and cladding criteria. 4-06-12 5-04-15 4-00-05 4-00-05 5-02-05 4-06-06 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, T T .' T f .' . Enclosed, Cat,2, Exp.B, MWFRS, 12 12 interior zone, load duration factor=l.6 4.00 E M-4x64 M-2.5x4 6M-4x6 --------J 4.00 ego 5 ,)PRQCp %M-4x4 3 M-3x4 l' lAl M 1.5x4 • 'i -1 � A "5x4 i �� i O {} cbt 2 10 8 ** --/O v , M-4x6 M-3x8 M-3x6(S) M-3x8 M-5x8 26 � 1 Com} b + a *- 9-05 9-02 9-02 - , '17 li. y y y 12-00 15-09 EXPIRES 6/3011 y ,1 ,J- 2-06 27-09 N, 30.44p 3 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - GH2 , Scale: 0.2324 y. U '' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: GH2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !r - <' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5251573 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. C,�*''''),,,VONAL TRANS I D: 344961 6.Design assumes full bearing at all supports shown.Shim or wedge if k,^tNpA 5.CompuTrus has no control over and assumes no responsibility for the Vt'r y,, fabrication,handling,shipment and installation of components. ncessary. t': 7.Design assumes adequate drainage•is provided. f 1 viz ' .. # ,'. � 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 7P 1111111 1111111111 VIII VIII 1111111111111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.0 Digits indicate sizeof plate in inches. 10. , J �° MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E For basic connector platedesign values see ESR-1311,ESR-1988(MiTek) „"„ • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 9.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2-11=(-691) 2067 2- 3=(-2610) 1196 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=( -630) 594 11.12=(-890) 2238 3.11=) -77) 182 WEBS: 2x4 KDDF STAND 3- 4=(-2181) 756 12-10=(-782) 1970 11- 4= -16) 369 LOADING 4- 5=( 0) 0 11- 6= -297) 237 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2024) 699 6-12= -304) 205 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1994) 724 8-12=( -28) 360 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 12- 9=( 0) 219 8- 9=(-2149) 784 9-10=(-2037) 796 NOTE: 2x4 BRACING AT 24"OG UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -191) 103 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 30.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -286/ 1469V -126/ 45H 5.50" 2.35 KDDF ( 625 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 27'- 9.0" -221/ 1165V -126/ 45H 5.50" 1.86 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc [COND. 2: Design checked for net(-5 psf) uplift at 24 'inspacing.) M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.133" @ 10'- 0.0" Allowed = 1.342" MAX TL DEFL = -0.208" @ 14'- 0.0° Allowed = 1.789" MAX HORIZ. LL DEFL = 0.044" @ 27'- 3.5" MAX HORIZ. TL DEFL = 0.071" @ 27'- 3.5" 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 11-11-11 4-00-10 11-08-11 intended use of this component. 4-06-12 5-00 2-04-15 2-00-05 2-00-05 2-04-15 4-09-06 4-06-06 NOTE:Design assumes moisture content does f 1' , , ' 1 f f f not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10-00 9_09 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, 12 12 interior zone, load duration factor=1.6 4.00 i M-4x6 5 7 M-4x6 a 4.00 4 M-2.5x4 & tj)PRJfi 46 - 1' 11 K '-M-4x4 -3x4 ;�� ,,X $.4 s 3 - ' 'i M-1.5x4 � , � it M-1.5x4 s d M-4x6 M-3x8 M-3x6(S) M-3X8 M-5x8 � � _ 6'' '� J, ,J, y y �4",9 / �''` PS /3QI1 15-09 9-05 9-02 9-02 y y y X . 12-0o y y J, 2-06 27-09 Scale: 0.2195 '` r� JOtf4' ;JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - GH3 WARNINGS: GENERAL NOTE5,unless otherwise notedBuilder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters sho .Review and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: GH3 truss designer or truss engineer. /i 2.2xll compression web bracing must be installed where shown+, 2.Design assumes the to and bottom chords to be lateral) braced at - DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2 0.9.and at 10'o.c.respectively unless braced throughout their length by "" stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2,424. DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ yy„. SEQ. : 5251574 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. �=1,F'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t design loads be applied to any component. and for"dry condition"of use. pp�ttRR�AA t TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.and arenecessary. 8assumes full bearing at all supports shown.Shim or wedge it (� _l tJs $aL. fabrication,handling,shipment and installation of components. ry 14^1 (F ` P Po 7.Design assumes adequate drainage is provided. litimilim G' ` 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches. + 9.Digitssonicde size of plate in lines. MITek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .....�....,...„,. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC * LUMBER SPECIFICATIONS 27-01-00 GIRDER SUPPORTING 8-00-00 FROM 0-00-00 TO 12-00-00 TC: 2x6 KDDF #1&BTR; LOADS AS GIVEN. LOAD DURATION INCREASE = 1.15 (Non-Rep) IRC 2009. MAX1MEMBER FORCES 1 3020) 414=1100 2x4 KDDF #1&BTR TI 1- 2=(-2492) 330 B- 8=( •100) 148 1- 1=(-3020) 414 10- 4=( -98) 1344 BC: 2x6 KDDF #1&BTR 32-- 3=(-2374 312 8- 9=( -962) 6888 1- 8=( -420) 3222 4-11= -3376 474 LOADING 3- 4= WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-4872) 666 10-11=(-1104) 7980 8- 3=7980 8- (-4906) 704 376 15-12=I-5128) 1606716 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 1'- 0.0" TO 27'- 1.0" V 5- 6=( -52) 54 11-12=( -652) 4690 3- 9=( -118) 1520 12- 6=( -174) 8 TC LATERAL SUPPORT 24"OC. UON. BC UNIF LL( 75.0)+DL 71.0)= 146.0 PLF 0'- 0.0" TO 12'- 0.0" V 9- 4=( -998) 138 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL0.0 +DL( 20.0) = 20.0 PLF 12'- 0.0" TO 27'- 1.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL( 789.3)+DL( 536.7)= 1326.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED AUDI: BC CONC LL( 789.3)+DL( 536.7)= 1326.0 LBS @ 26'- 0.0" 0'- 0.0" -415/ 3012V -69/ 88H 5.50' 4.82 KDDF 625) 27'- 1.0' -473/ 3427V -69/ 88H 5.50" 5.48 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 psf) uplift at 24 'oc spacing.] C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS ,M18HS, 16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.177" @ 14'- 6.9" Allowed = 1.308' ** For hanger specs. - See approved plans **HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.419' @ 14'- 6.9" Allowed = 1.744^ ( 2 ) complete trusses required. CO: LOADS) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.041" @ 26'- 9.5' Join together 2 ply with 16d Common nails staggered at MAX HORIZ. TL DEFL = 0.068" @ 26'- 9.5' NOTE:Design assumes moisture content does 9" oc throughout 2x4 top chords, 9" oc throughout 2x6 top chords, (2) rows @ 9" Sc throughout 2x6 bottom chords, not exceed 19% at time of manufacture. 9' oc throughout webs. 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, 3-00-03 24-00 13 Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 3-00-03 5-02-12 6-03-15 6-03-15 6-02-03 12 4.00 v + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-4x6 M-7x8(S) M-3x8 0.25" M-3x8 M-1.5x4 -M-4x4 3 k _} 5 6 M + - + to 0 0; o 0 0 C -I o -, j "' f-- ** - -f- �__' ,i_ -/ 9 12 7 M-1.5x4 8 M-2.5x4 0.25" 11 M-3x6 M-7x8 ** M-4x12 M-7x8(S) y y ,1- j1326,** * �1326)e* 2-02-08 6-03-15 6-00-07 6-00-07 6-05-11 y ' U PROF' 27-014 • . 5'i '4:., JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - HH1N.�JOH*,� ` : lk Scale: 0.3032 i; al. ; WARNINGS: GENERAL NOTES,unless otherwise noted: .,' l'tt 4 `/4 L,f 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j ,� �^� { 1 r Truss: HH 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the t a TM}t.i, ;` Q? •' . 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ( I +� `S. 2.Design assumes the top and bottom chords to be laterallybraced at �'1. p_•- 26 3.All lateral force resisting elements such as temporary and permanent ,� '# ^p+'". DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty `C» stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i '.'[J,�y t, ^ar"'y: DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ ! v,, rx, h F� /f j 1, ' �]c c C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /1, I .6 . 11111 SEQ. : 525 1 575 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. „q2.4243r `y>) TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility/or the 6.Design assumes full bearing at all supports shown.Shim or wedge if r�} �q., fabrication,handling,shipment and Installation of components. necessary. Q `-Vj - - 8.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequatelocatedon drainagecis ptosed. a IN IIIII IIIII IIIII IIIII IIIII Ill IIII III a.Platescoincidee hjoint both centerknees of truss,and placed so their center 1 , , TPI/WTCA in BCS(,copies of which will be furnished upon request, fines with joint lines. 9.Digits indicate size of plate in inches. t• �` �f"7qr- MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ff tr ' �1 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -915) 338 8- 9=( -90) 102 8- 1=(-1146) 400 5.12=( -874) 242 2x4 KDDF#1&BTR T1 SPACED 24.0" O.C. 2- 3=( 0 0 9-10=(-652) 2513 1- 9=( -357 1165 12- 6=( -8) 488 BC: 2x6 KDDF #1&BTR 2- 4=( -869 323 10-11=(-694) 2932 9- 2=( -2 121 6-13=(-2273) 585 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2544 766 11-12= -694) 2932 9- 4= -1786 489 13- 7=( -170) 100 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2128 592 12-13= -470) 2074 4-10= 0 350 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -52) 55 10- 5=( -421) 60 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 11- 5=( 0) 229 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES ) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -210/ 1132V -109/ 88H 5.50" 1.81 KDDF ( 625 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 27'- 1.0" -167/ 1143V -109/ 88H 5.50" 1.83 KDDF ( 625) - ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C M M2OHS,l18HS (16 = MiTekprefix) = CompuTrus, Inc MAX LL DEFL = -0.131" @ 14'- 6.9" Allowed = 1.308" M,M20HS,M18HS, 16 = MT series MAX TL DEFL = -0.221' @ 14'- 6.9" Allowed = 1.744" MAX HORIZ. LL DEFL = 0.031" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.052" @ 26'- 9.5" 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 5-00-03 22-00-13 intended use of this component. T -1T NOTE:Design assumes moisture content does 2-04-04 2-07-15 3-02-12 6-03-15 6-03-15 6-02-03 ( not exceed 19%at time of manufacture. f '1 ' Design conforms to main windforce-resisting system and components and cladding criteria. 3-00-08 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 12 4.00 V 3 M-7x8(S) M-4x6 M-3x8 M-1.5x4 M 3x4 2 M 4x6 y.2�5" 6 7 � QPtU + 1- ,ti' �e _ 4 - s cq ° CO VIM �f- ** I 10 '� 11 12 19 ,t, 9 0"25" M-2.5x4 M-3x8 "`L- „ _I r. A, M 1.5x4 M 2.5x4 ,O � ' /1'/e M-3x10 M-7x8(S) ,J ' ti y 2-02-08 y 6-03-15 y 6-00-07 y 6-00-07 y 6-05-11 y EXPIRES613011 1, J, 27-01 N.3OJj 4. • w art C3 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - HH2 Sale: 0.2713 " WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor shouts be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Al if+* Truss: HH2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bosom chords to be laterally braced at t G"j;,- DES. `,- 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 16'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 8 gy 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. "^Lt SEQ. : 5251576 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. 3 Rr a\ 6.Design assumes full bearing at all supports shown.Shim or wedge if �'' # F'yT��` TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1 y 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r t' 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111cazzotimmluxmliffigi VIII VIII VIII VIII VIII(III(III TPI/kU Ain BCS(,copies of which will re 7.6.4(1 L)-E furnished upon request. MITek Uy (Digit indiines cde ate sizeloi nt plate inr lines.. 16. .� _ �. SA,InC.Inc./CompuTrus SoftwaFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #1&BTR NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24REASE = 1.15 not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. LOADING 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 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-11 T 12 4.00 L • M-2.5x4 v 3 N- 0 CM CO Mr1111011111.1.1°1° {�.CD 7-Ro, all CD � 9, GINE + ,.. 1 2►� ��5 ': `�4 M-3x6 ,, lik dir 1�R' , '''%:;',;:74:-'2640 1, 1- y "i, J0 r 7i,,/-e. 2-06 'PROVIDE FULL BEARING:Jts:2,4,5I 8-00 EXPIRES 613011. JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - HJ1 k NY ',0 Cit Scale: 0.5492 " 1 .14 4 # CI WARNINGS: GENERAL NOTES,unless otherwise noted: �� -z 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review . Truss: HJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the t 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ? DES. BY: LJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by P xf ; stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ • /�y,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tit SEQ. : 5251577 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, mTEW design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 344961 6.Design assumes full bearing at a8 supports shown.Shim or wedge if S"{p^f 5.CompuTrus has no control over and assumes no responsibility for the c"a �.+ t..,1 401..:, necessary.^j f; ` 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 shell be located on both faces of truss,and placed so their center 1 111111 11111 11111 11111 11111 II 1111 II11 IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. tines coincideicatwith joint center licher. _Iy. µ ■► 9.Digits indicate size of plate in lines.. �j A �i �Y '. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0° NOTE:Design assumes moisture content does IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING ) LL( 25.0 +DL 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD= 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2 Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc l M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-11 T 12 4.00 li v of M-2.5x4 0 3 M GO'O. cep PROP' CO ' i (i , 1 2 5x ' _.: +. ,r a M-3x6 4 0 ' x'26.4' 3 ,: y y A.,4{) ,'71. `1. I 2-06 PROVIDE FULL BEARING;Jts:2,5,41 8-00 EXPIRES 6/30/1 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - HJ217.4 Scale: 0.5367 1,1 ,: . WARNINGS: GENERAL NOTES,unless otherwise noted. Vir if * - 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: HJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at 1•l,} DES. BY: LJstability bracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^,e.4!2••• DATE: 7/26/2012 - CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5251578 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 design loads be applied to any component. and are for"dry condition"of use. 7A#.+ TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6'Design e necessary. assumes full bearing at all supports shown.Shim or wedge if J fabrication,handling,shipment and installation of components. ry t / I g s p Po 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 iallimilli 11111111111111111111111 TPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. u i 9.Digitss o oclde size of platein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC .. LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 esign assumes moisture content does not BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF g BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDLLETINS: 2-00-00 2-00-00 =4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, ?MFRS,OVERHANGS: 30.0" 0.0' interior zone, load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IOC 2009 AND IRC 2009 NOT BEING MET. 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 psf) uplift at 24 "oc spacing,' 10-00 T 12 4.00 V 0 0 M 5x6 .c .GINE.F soot els O j)l 1 o� I .# 2 M 3x6 6 x , QR' �.N 0 `0'26,1 C )' y 2-06 8-00 2-00 EXPIRES 6/30/1 . (PROVIDE FULL BEARING:Jts:2,6,4,5J ps,.JOHN • JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - HJ3 , . C) Scale: 0.4291 ,iii WARNINGS: I y G.ThRAu Ns design uis otherwisefrnoted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: HJ 3 and Warnings before construction commences, and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY' LJ 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at '. stability bracing must be designed by designer of complete structure. 2'o.c,and at 10'o.c,such ativ ly unless braced throughout their length by 0:4 2dJ continuous sheathing such as plywoodsheathing(TC)ereand/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ qtitSEQ. : 52515794.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. U AY.I fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L TRANS I D: 344961 design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if SiC,1AA fabrication,handling,shipment and installation of components. necessary. j_ 7.Design assumes adequate drainage is provided. i /f/1/7- 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 1111111 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPINfTCA in BCSI,copies of which will be furnished upon request. lines co with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 87 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-7=(-73) 515 2-3=(-1238) 757 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-526 759 7.8=(-76) 510 7-4= 0) 232 WEBS: 2x4 KDDF STAND 3-4=i-575 197 4-8= 565) 75 LOADING 4.5=(-117 123 8-5= -180) 127 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -7 6 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF - TOTAL LOAD= 42.0 PSF L LETINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) OCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 30.0° 0.0" 0'- 0.0" -179/ 777V -87/ 129H 5.50" 1.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 6.0" -52/ 441V -87/ 129H 5.50" 0.71 KDDF ( 625 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 soacing.� L M,M20HS,M18HS, 16= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.059" @ 1'- 10.0' Allowed = 0.479" MAX TL DEFL = 0.076" @ 1'- 10.0" Allowed = 0.639" MAX HORIZ. LL DEFL = 0.004" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 10'- 0.5' 1-11-01 3-05-11 4-09-08 0-03-12 This truss does not include any time dependent T f 1' '1 deformation for long term loading (creep) in the total load deflection. The building designer 12 M-1.5x4 shall verify that this parameter fits with the 4.00 V 5 6 intended use of this component. X 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. M-2.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, 4 Enclosed, Cat.2 Exp.B, MWFRS, w interior zone, load duration factor=1.6 calmo I p cm v M-2.5x4 3 ':}PR P6, co/- 'd, roc f '3. r� o �, i �' 1 2►� 7 III ��g 6. �.. M-3x6 M-1.5x4 M-2.5x4 ORfelI 5-03 5-03 t%i41l-: y y yXf'ik 5 /3011 2-06 10-06 JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - I1 Scale: 0.431E ` 0 "f WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review :A Truss: I1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at t�` 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,„ ,- 4.3 DATE" 7/26/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ Yy„ , 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. "^1.,t eeee` SEQ. : 5251580 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, gg.dd design loads be applied to any component. and are for"dry condition"of use. v7tYt 8.Design assumes full bearing at at supports shown.Shim or wedge if ii=m7,41/ _TRANS ID: 344961 5.CompuTrus has no control over and assumes no responsib lity 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 center(IIIIIIIIII IIIII IIIII IIIII IIIII IIIIIIIIIIIII TPI/WTCA in BCS(,copies of which wiil be tarnished upon request. nes. 9.(Digis ines iincid a sizee with toi plate innt rinches. il MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) •, IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-06-00 MONO HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1.00 on- TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NRe q BC: 2x6 KDDF #1&BTR ( p) 1.2=( -61) 90 2-5=(•199) 1164 5-3=(•267) 229 WEBS: 2x4 KDDF STAND; 2-3=(-1310) 240 5-6=( -61) 61 5-4=(-191) 1199 -, 2x4 DF STAND A LOADING 3-4=(-1164) 197 4-6=(-838) 293 LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF '- 0.0° TO 6'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TO UNIF LL( 100.0 +DL( 28.0)= 128.0 PLF 6'- 0.0° TO 10'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0" TO 10'- 6.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -213/ 1100V -74/ 68H 5.50" 1.76 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10'- 6.0" -250/ 934V -74/ 68H 5.50" 1.50 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 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 oaf) uplift at 24 "oc spacing.( OVERHANGS: 30.0" 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TLcL/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" Connector plate prefix designators: MAX TL DEFL = -0.100"00 @ -2'- 6.0" Allowed = 0.333" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.069' @ 6'- 0.0' Allowed = 0.479" M,M2OHS,M18HS, 16 = MiTek MT series MAX TL DEFL = -0.098" @ 6'- 0.0' Allowed = 0.639° MAX HORIZ. LL DEFL = 0.003" @ 10'- 4.3" MAX HORIZ. TL DEFL = 0.005" @ 10'- 4.3° This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 5-11-11 shall verify that this parameter fits with the 4-06-05 intended use of this component. 12 320# f NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 4.00 L' M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 =M-4x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 Enclosed, Cat.2 Exp.B, MWFRS, interior zone, toad duration factor=1.6 0 M-3x6 v 0 CU l + Witp =M-4x4 M-1.5x4 `• +,_ dr WEDGE REQUIRED AT HEEL(S). QR' iN cb CLy"26 ° " ''' 5-06-12 4 11 04 . .�O � ,• / J, y y r/Ur//2. 2-06 10-06 EXPIRES 6/30/1 QtAi JOB NAME : STONEBRIDGE J- 1467 RH PLAN 279-OPTION-3 - IH1 v '�I!1 + .' Scale: 0.4693 411 I '�!�R 1t,0 WARNINGS: GENERAL NOTES,unless otherwise noted: ♦� ^ 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: IH1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the r{R 2.204 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by `i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : 52515814.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ra. sO non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, �t++dd design loads be appBed to any component. and are for"dry condition"of use. TRANS I D: 3449616.Design assumes full bearing at all supports shown.Shim or wedge if jftPP^ttpp�� 5.CompuTrus has no control over and assumes no responsibility for the necessary. . IONAL fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7/ale(fr' 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 n4, 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate in inches. t MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,.,W.........,. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-6=(-45) 348 2-3=((-1176)) 761 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52323) 200 759 6-7=(-66) 55 6-4 6-4=( -172) 161 WEBS: 2x4 KDDF STAND LOADING 4-5=(-348) 144 5-7= -441) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -179/ 789V -72/ 94H 5.50" 1.26 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 10'- 6.0" -51/ 428V -72/ 94H 5.50" 0.68 KDDF ( 625) 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. LET INS: 2-00-00 0-00.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 30.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" Connector plate prefix designators: MAX LL DEFL = -0.196" @ 1'- 10.0" Allowed = 0.479" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.191° @ 1'- 10.0" Allowed = 0.639" M,M2OHS,M18HS, 16= MiTek MT series MAX HORIZ. LL DEFL = 0.002" @ 10'- 4.3" MAX HORIZ. TL DEFL = 0.003" @ 10'- 4.3" 7-11-11 2-06-05 This truss does not include any time dependent T deformation for long term loading (creep) in the 1-11-01 6-00-10 2-06-05 total load deflection. The building designer f f T ' shall verify that this parameter fits with the intended use of this component. 12 M-4x6 NOTE:Design assumes moisture content does 4.00 V not exceed 19% at time of manufacture. 4 M-2.5x4 5 Design conforms to main windforce-resisting system and components and cladding criteria. de 1 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=l.6 0 M-2.5x4 0 3 0 co °° 0 r � z 42 illf�', ° IIS�II ' td,/ 4" CD 11.1.1.11.....11.11.1...........11111.....M.112....„. 1 2' � 6 ►�7 'tt'.loi, { 3 ..An M-3x6 M-2°5x4 M-1°5x4 , OR' rN 00 " ° - 3.26,° J, 1, 2-11-04 y 7-06-12 4, JO\ If{j;` y y 10-06 y 2-06 EXPIRES 6/3011 . P► ? 1Il JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - IH2 Scale: 0.456E ,'` WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: I H 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. ,� / = 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bosom chords to be laterally braced at 1 tt1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24$4 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ , SEQ. : 5251582 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, �^s�r t design bads be applied to any component. and are for"dry condition"of use. VI'vAA.L. 6.Design assumes lull bearing at all supports shown.Shim or wedge if //1,41//! j a TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the necessary. f Z�Y11 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 11111111111311111 TPINYTCA in BCSI,copies of which will be tarnished upon request. Digs cindicat with jof pt ate nr che. 9.Digitssindicate size of plateetinches. MiTek USA,InC./CompuTruo Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r IIIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0" IC: 2x4 KDDF #1&BTR IRC -6MAX MEMBER FORCES 4W2-D3F).1176) LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 2.) -61)490 2- 8=( -62) 348 2- 4=(•-174) 775 WEBS: 2x4 KDDF STAND 2- 3=(-524 759 7- 8=(-105) 51 7- 4=( -174) 175 LOADING 3- 4=(-413) 213 7- 6=( -118) 466 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 6- 8= -441) 254 BC LATERAL SUPPORT <= 12"OC. UON. 4- 6=(-348) 160 DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground 0'- 0.0' -183/ 789V -112/ 94H 5.50" 1.26 KDDF ( 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 6.0" -103/ 428V -112/ 94H 5.50" 0.68 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LETINS: 2-00-00 0-00-00 OVERHANGS: 30.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 9-11-11 0-06-05 MAX TL DEFL = -0.100' @ -2'- 6.0" Allowed = 0.333" M,M2OHS,M18HS,M16= MiTek MT series 1 f f MAX LL DEFL = -0.192" @ 1'- 10.0" Allowed = 0.479" MAX TL DEFL = -0.187" @ 1'- 10.0" Allowed = 0.639" 1-11-01 5-07-11 2-04-15 0-06-05 MAX HORIZ. TL DEFL = 0.003' @ 10'- 4.3" 8-00 This truss does not include any time dependent T T deformation for long term loading (creep) in the 12 total load deflection. The building designer 5 shall verify that this parameter fits with the 4.00 intended use of this component. M 4x6 NOTE:Design assumes moisture content does 4 M-2.5x4 not exceed 19% at time of manufacture. 6001 Design conforms to main windforce-resisting system and components and cladding criteria. {--I 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 U, M-2.5x4 3 c, 0 00co �� - O PFP(7� M-3x6 M-2.5x4 M-1.5x4 �' � ► 1� ' '(DR' SN, } 26.' itt y y 7-06-12 7'Iwo 2-06 2 os y 10-06 EXPIRES 6/30113 ,,,,1 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - IHS q- � Scale: 0.4473 i '4 WARNINGS: GENERAL NOTES,unless otherwise noted: f !�1y '4�;)i i*tel 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: I H3 and Wamings before construction commences. and approval is the responsibility of the building designer,not the , 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. r t 3.All lateral force resisting elements such as temporary and permanent 2,Design assumes the top and bosom chords to be laterally braced at fi=t R.=t DES. BY: LJ stability bracing must be designed by designer of complete structure. 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). 24 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown++ '44. k S /� 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. EQ. : 5251583 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 appled to any component, and are for"dry condition"of use. tri a� TRANS I D: 344961 6.Design assumes full bearing at all supports shown.Shim or wedge if r jl' NAL 5.CompuTrus has no control over and assumes no responsibilityfor the necessary. J fabrication,handling,shipment and installation of components. t14/ a#'�f p 6.This design is furnished to the limitations set forth by7.Designlaesassumes adequate one drainagehc is truss,a. f 1 Lr 111111 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII g subject 8.Plates shall be located both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. Digs coincidendcwith joint center nche. �� ;(}tt ,{9.Di its indicate size of late in inches. ,fir' / MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 4.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at ti me of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,8CDL=6.0, ASCE 7-05, LETINS: 1-04-09 1-04-09 Enclosed, Cat.2 Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l,6 OVERHANGS: 30.0' 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET,CICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2 HS,l18HS (16or =nMiTek prefix) = CompuTrus, Inc ` M,M21)HS,MIBHS, 16= MTseries BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 12 4.00 V M-2.5x4 4 3 v 0047 A. o CO 0 1- -I— o I I /— —V 1 2>-<— �C 5 • ., Pop M-3x6 ° 4: ,Iiii tt 1 `arik OR' N . .� _ y i: ,' �'26r"'= y y �, 2-06 4-04 LPRWIDE FULL BEARING'Jto:2,4.51 ' 14"JONA' . 1'`% l%` EXPIRES 6130/1 N. IlAt JOB NAME : STONEBRIDGE J -1467 RH PLAN 279—OPTION-3 — IJ1 Sala; 0.709, klik " xty ,,. WARNINGS: GENERAL NOTES,unless otherwise noted. (%%"'✓.}_IIII 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review '3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ," Truss: IJ1 truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown t. 2.Design assumes the top and bottom chords to be laterally braced at �" �' 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d 1i t• . DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �y.,� SEQ. : 5251584 4.Na load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 4b 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, p+ design loads be applied to any component. and are for"dry condition"of use. V i �a A TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessary.a stomas full bearing at all supports shown.Shim or wedge if t 1 jj fabrication,handling,shipment and installation of components. ry +`i t ''' , 1 P e.Designlaesassumes adequate on drainage istrus,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 11 111 111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. Digitssgit coincide with joint center tein lines. " 9. in ncdtsize of cinches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) —..µ,__,_ IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBERSPECIFICATIONSKDD #18STRTRUSS SPAN E 4.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DUSPAIED INCREASE = 1.15 not exceed 19%at time of manufacture, BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. , WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT <= 12"OC. UON, LOADING Design conforms to main windforce-resisting LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and claddingcriteria. DL ON BOTTOM CHORD = 10.0 PSF Y P TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 30.0" 0.0" LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: C,CN C18 CN18 ((or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,A116= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 T 12 4.00 V 0 M-2.5x4 ') 3 v /- ,- co iiii00,00 ,- p 0 mil oLIM ,__ 1 2_` PROPE M 3x6 5 r9 t ° '(it 4:3N �, fR'tfiN ti , y y y '''` ' '26,' '' ;Ute, 2-06 4-04 o �PROVID F B AKIN•:Jts•2 4 5I ,' Joh 'fir t ft?. .. .. t r. lf', . EXPIRES6/3011 I JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - IJ2 Scale: Q.67,6 ` ` �t A , , WARNINGS: GENERAL NOTES,unless otherwise noted: ?n 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �'" Truss: I J 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 3°A" .,' continuous sheathing such las cing urewhere s and/or drywall(BC). 426 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.co 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. ,r«y",I SEQ. : 5251585design loads be applied to any component. and are for"dry condition"of use. 0/4„p.) 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, vv TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge it V*{ NAL necessary. I/,f l i J f „, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f /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 1111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.ForDigits indicate size of plate in inches. �j tR, MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) - IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 4.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19%at time of manufacture. BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING 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 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2 Exp.B, !MFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.CICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) la M,M2 HS,l10HS (16or no MiTekprefix) = CompuTrus, Inc M,M2�HS,MIBHS, 16 = MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-04 T 12 4.00 I✓ -2"5x4 0 3 0 cm 11111001111111 ,T; co cD cDII M 3 x 6 , '' GINE."'Ki /rr kirit. f i .IRR` 6 0- , OR°eiN i .. +.11°x `26, 2-06 4-04 :‘. 4\C7/41/2.. (PROVIDE FULL BEARING;Jts:2,4,5) EXPIRES 61301 1 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - IJ3 sale; D.659, � ` ` - c WARNINGS: GENERAL NOTES,unless otherwise noted: v 1 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �f' Truss: I J 3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the Of 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. a":',. 3.All lateral force resisting elements such as temporary and permanent 2 Design assumes the top and bottom chords to be laterally braced at ,r'p, 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE• 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 11 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. c4� �'' SEQ. : 5251586 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, ii design loads be applied to any component and are for"dry condition"of use. ,¢, vjt"( 1A' TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.Designailillirli2111111 necessary. assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ! t ( p Po 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 TPIM?CA In BCS(,copies of will be fupon request. lines coincide with joint center lines. 111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIII(III(III9. Forb indicatenplate MiTek USA,Inc./CompuTrus copies of which Software fumished ishe1 L)-E 10. basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC .4,- LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #188TR LOAD DURATION INCREASE NOTE:Design assumes moisture content does 1.15 not exceed 19%at time of manufacture. WE: 2x4 KDDF # ANTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND .111 TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 1-06-04 1-06-04 Enclosed, Cat.2, Exp.B, MFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0° Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CIor plate ((or no prefix) = Com uTrus, 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 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 T T 12 4.00 I "' M-2.5x4 4 3 I 40 T 2X 2%> 5 z' M 3x6 'bit, , } OR aN eb 5 %).-20 . Q 2-06 'PROVIDE FULL BEARING:Jts:2.4,5b 8-00 II 4°11 2t14,/r7 3r hr .1 011 , wnrit ' - JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - J1 Scale: 0.5617 , Ai , WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �g Truss: J1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ✓ 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at ;^= DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r e;"1.....: stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 2x4243 4.No load should be applied to any component until after all bracing and 4.InstaItation of truss is the responsibility of the respective contractor. isivx SEQ. : 5251588 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 bads be applied to any component. and are for"dry condition"of use. CC.Ft TRANS I D: 344961 6.Design assumes full beating at all supports shown.Shim or wedge if C1�^3�} t 5.CompuTms has no control over and assumes no responsibility for the 4"INNL fabrication,handling,shipment and installation of components. Design ass r f r 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 t I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide w th joint center lines 9.Digits indicate size of tate in inches. ifi MiTek USA,Ir1C./CompuTfUS SOftWafe 7.6.4(1 L)-E 10.For basic connector plaate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19%at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2, Exp.B, MWFRS, - LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek Mt series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 12 4.00 1---- 4 --/ M-2.5x4Iti 3 v tp PROA-$.,,. 00 0 �S Kt °✓ 1 2y � I M-3x6 dow�� OR' esN 2-06 'PROVIDE FULL BEARING:Jts:2,4,5 8-00 EXPIRES 6/3011 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - J2 Sale: D.5492 " ; .lib �" ''.��G`� WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review '�,{ and Warnings before construction commences. and approval is the responsibility of the building designer,not the ,�Y,.y Truss: J 2 truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at *t-'f �, 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14249 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ��yy., SEQ. : 5251589 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',�^•i,7r 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, C�+.p design loads be applied to any component. and are for"dry condition"of use. Vy TRANS I D: 344961 5.CompuTrus has no central over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if n f !vAl necessary. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. =' 7 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 IIIII 11111 1011 VIII IIIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be famished upon request git coincideictwith jointcenterche. r=Niiy 9.Digitssindicate size of platein inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) y 14 i . IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1,15 not exceed 19% at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. L WEBS: 2x4 KDDF STAND LOADING 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 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.C18,CN18 (or no prefix) = CompuTrus, Inc C,CN 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. M,M2bHS, M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-11 12 4.00✓ v M-3x6 M-2.5x4 0 rA' 3 i` csi to priorE,, �� 1 2.1-11. ►�5 � 1f r .rir' Ot" N eb '0 0-26 '. 0: 1, ), ,1 .JO\ )Illi . . 2-06 'PROVIDE FULL BEARING:Jts:2.4,5I 8-00 EXPIRES "6/3011 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - J3 Scale: 0.5492 ,' " -,t, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 1 { Truss: J3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assuroes the top and bottom chords to be laterally braced at DES. BY: LJ stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 P 2x ous sheathing such as plywoodsheathing(TC)ereand/or drywall(BC). qq 24243 DATE• 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+. 9 4.No load should be appied to any component until after all bracing and 4,Installation of truss is the responsibiity of the respective contractor. „ Oh CIAS SEQ. : 5251590 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. SAD NLATRANS I D: 344961 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 vtA+ necessary. /y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t (.ry/ 14 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 'IIIII IIIII IIIII IIIII III IIIII IIIII'III'III TPI/VJTCA in BCSI,copies of which will be famished upon request, lines dicawith joint centerches 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N16BTR SPACED 24.0" 0.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LONDIOG IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resistingsystem and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LETINS: 2-00-00 2-00-00 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, _ LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 30.0" 0.0' interior zone, load uration factor=l.6 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 M,M2bHS,M18HS,M16= Milek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-11 T 12 4.00 li v M-2.5x4 0 3 cj oo �� PFQpp o� I I �r "1N . [ 1 2�� 5Y 1 t 'fin V. x M-3x6 I 4, air OR' ofe . ' 4)-26,' ,0 y y 4) AS ,lC S ,. 2-06 (PROVIDE FULL BEARING;Jts:2,5,41 8-00 4' EXPIRES 613011 . JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - J4 Scale: 0.5367 ,N ` lit., ' , WARNINGS: GENERAL NOTES,unless otherwise noted: ;+? 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: J4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the vP 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ y 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibifty of the respective contractor. `C SEQ. : 5251591 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. t TRANS I D: 3449616.Design assumes full bearing at all supports shown.Shim or wedge ift 40NAL 5.CompuTrus has no control over and assumes no responsibility for the g M. Qt eA4, ;; " nesign as f j. f fabrication,handling,shipment and installation of components, f(41' Ir 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 1111111111111111III(III(III TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. K. y 9.Digits indicate size of plate in inches. a' WM MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" NOTE:Design assumes moisture content does ` TO: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. 1 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Ex B, MWFRS, OVERHANGS: 30.0" 0.0" interior zone, tExp oadduration factor=1.6 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 for no prefix) = CompuTrus, Inc M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9-11-11 '1 T 12 5 4.00 V 4 (A v 1-5x6 M 1 Q PRROfc s55 101ythl '. CSC o J e � I 1 2X 6>C ��Oil �W M-3x6 ,.,. �•' Y 26, - CJ' 1, ), I J, 2-06 8-00 1-11-11 EXPIRES 6/3011. !PROVIDE FULL BEARING;Jts:2,6,4,5I 4 *Ng It/PA JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - J5 Scale: 0.4556 V' `0, ' Q`�%' WARNINGS: GENERAL NOTES,unless otherwise noted: �yf * 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ad Truss: J5 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2o4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 'f'...11 _ DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4. load No should be applied to anycomponent until after all bracingand 4. e pp p of truss is the responsibility onsibik of the respective contractor. �y,, ft ty 71 SEQ. : 5251592fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. •tnSR TRANS I D: 344961 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 t _ t 7 ro i+ necessary. J > -fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage is provided. j�� F Fr C✓ ALA A IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 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 center37 7PI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center knee. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7° NOTE:Design assumes moisture content does TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.B, MWFRS, OVERHANGS: 30.0" 0.0° interior zone, load duration factor=1.6 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 M,M2GHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . ICQND. 2: Design checked for met(-5 psf) uplift at 24 °oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 - I 12 4.00 i '" 0 4 I A v I` . ''.av P R 0 `t.' M-5x63 u1, "� S`'�f1 Lt." 0. c:.� 1 2 6 x > 4, ''� . " 4)•"26,". CY M 3X6 - 4 ,' /' f= .i y 1, ), EXPiRES 6S/30/1 . 2-06 8-00 'PROVIDE FULL BEARING:Jts:2,6,4,5I 3-11-11 JOB NAME : STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - J6 " , �¢ Scale: 0.4107 +MI f" �+ WARNINGS: GENERAL NOTES,unless otherwise noted: t �'��'' ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ` Truss: J6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 'i 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY' LJ 3.All lateral force resisting elements such as temporary and permanent2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 4, 24243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 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. +�:;pI +SEQ. : 5251593 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, and are for"dry condition"of use. i k,)N t design bads be applied to any component. B.Design assumes full bearing at all supports shown.Shim or wedge if `'�{LfiTv ,L TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the necessary. , fr r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ?r 1 ! ,&" Z 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 11111111111111111111111 TPI/WiCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain che. Y 9.Digitssoncde size of tplate ein inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC ` LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' TC: 2x4 KDDF#1& on- BTR LOADS AS GIVEN. LOAD DURATION INCREASE = 1.15 NRe IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF#1&BTR ( P) 1-2=(-1751) 248 1.5=(-232) 1557 5-2=( -96) 1231 j SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2.3=( -85) 103 5-6=(•226) 1487 2-6=(-1642) 240 3.4=( -7) 6 6-3=( -123) 87 2x4 DF STAND A LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -114/ 825V -68/ 97H 5.50' 1.32 KDDF ( 625) 8'- 0.0° -188/ 1326V -68/ 97H 5.50" 2.12 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL+DL= 965.0 LBS @ 4'- 6.0" C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ADDL: BC CONC LL+DL= 514.0 LBS @ 6'- 6.0' ICOND. 2: Design checked for net(-5 9sf) uplift at 24 "oc spacing.) M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL MAX LLL DEFFLL = 0.0011DEFLECTION3" @ 3'- 11.0" 1LIMITS: -L 1.0""1.0lloweAllowed80 = d = 0.354" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.066" @ 3'- 11.0" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = •0.003' @ 7'- 6.5° 4-00-13 3-07-07 0-03-12 MAX HORIZ. TL DEFL = 0.009" @ 7'- 6.5" I I NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 4.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 4 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 i M-3x6 1 o M-3x6 A- . midi I MEI o o/- o Ilia SDARQPp , lifi M-2x10 M-5x8 qtr rM WEDGE REQUIRED AT HEEL(S). ' y 965# lir514# f t t C. .` J, 3-11-01 4 00 15 yc. �.e. Q Ay1X �7,. 8-00 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - K-GIRD Scale: 0.5116ill ,t )i " u WARNINGS: GENERAL NOTES,unless otherwise noted: toro 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: K-GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the ¢. 2.204 compression web bracing must be installed where shown+. truss designer or truss engineer. DES. BY° LJ 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure, 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ 24243 4.No load should be app5ed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5251594 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: 344961 design loads be appped 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 bearingat all supportswedge ifcaAG 9 shown.Shim or fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. /17 if'l i Z 4 z` 111111111111111 I 8.This design isfurnished sesbofct i the l be shet forthpby 8.Plates shall be located on both faces of truss,and placed so their center � �� TPIANlCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTfus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TOTAL LOAD = 42.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, OVERHANGS: 30.0" 0.0° interior zone, load duration factor=1.6 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinod M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 1--- 1-11-11 WEDGE REQUIRED All L( '' T A- O.' or o 11111111 o IMP ROPE M 3x6 , _' :''1464$'+, "« , /f,f ' + ANCHOR TO RESIST UPLIFT loii. �• . ,,,. t ; 40 cs°OR'' sN citgbf y 0 ``Y26.4' y y e }y,'a AN 2-06 2-00 ..Jv"',� --)t.#, ' (PROVIDE FULL BEARING;Jts:2,4.31 /1/W//?... (PIR S 6/3011 3 N. iii7 f# v f _ JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - SJ1 Scale: 0.6866 ■j/�' sill, " WARNINGS: GENERAL NOTES,unless otherwise noted' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: SJ 1 truss designer or truss engineer. z. 0's 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,1,{ 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 244243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ r4 , °t � SEQ. : 5251596 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, ' bb and are for"dry condition'of use. j; y 'ION A design loads be appled to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If /pi,/ 7'4 TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the necessary. /,✓4"/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 IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPI/VYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. w-. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19%at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. i WEBS: 2x4 KDDF STAND 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 , TOTAL LOAD= 42.0 PSF P Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2 Exp.6, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6 OVERHANGS: 30.0' 0.0" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN C18 C18 (or no prefix)) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,A116= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 12 4.00 E M-2.5x4 0 .4- ,- /- co/ nirilig0111 ,-- c.o Ali o IIll -/ 1 211110- 01111 M 3x6 50 C'liii, 1 .t t 1n i; OR .N eb 2-06 2-00 1-11-11 Af.JOVV" -)-4 ' [PROVID F B AK ;Jts 2 5 415 41IN ,? / /2, EXPIRES 0/30/1 I JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - SJ2 � T c Scale: 0.6683 h WARNINGS: GENERAL NOTES,unless otherwise noted: �+ 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: SJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be Installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;',',V.:.:, ., continuous sheathing such as plywooding( and/or drywall(BC). 234243 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing requiredaired wheree shown 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. Q SEQ. : 5251597 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 appied to any component and are for"dry condition"of use. t TRANS I D: 344961 5.Com uTms has no control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge it A 5.11177 ' P ppone li for the necessary. iii, r fabrication,handling,shipment and installation of components. J J i 7.Design assumes adequate drainage is provided. I t✓ s ,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines cocwith joint center lines. C 9.Digits indidicatate size of plate in inches. ii arl1�G��l_. MITek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" NOTE:Design assumes moisture content does TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING 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 TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LETINS: 2-00-00 2-00-00 Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0° 0.0" 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 psf) uplift at 24 "ox spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ` M,M20HS,M18HS,1116 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-11 1' - 12 4.00 t 4 -/ E M-2.5x4 v 3 0 1� N co c, _ .111111 SD PROP.e ' M 3x6 �. !1 1,,0 1. i 6 SO • • OFt' , I I y J 49„f Orr „r` 2-06 2-00 3-11-11 tr..fzr l=a. N.Jokti 'PROVIDE FULL BEARING:Jts:2,5,41 EXPRES 6/3011 JOB NAME : STONEBRIDGE J-1467 RH PLAN 279-OPTION-3 - SJ3 `" . Scale: 0.5997 4 ! 4 rVif, WARNINGS: GENERAL NOTES,unless otherwise noted: �•� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review R and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: SJ3 truss designer or truss engineer. 2,' 2.204 compression web bracing must be installed where shown+, 2.Design assumes the topand bottom chords to be laterallybraced Cl3.All lateral force resisting elements such as temporary and permanent g lf,.te " DES. BY: LJ stability bracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by stabili g 9 p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 242.- DATE° 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ �q�, SEQ. : 5251598 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. C�-SJR 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. S"tt a,r design loads be applied to any component t(� p TRANS I D: 344961 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 / YjR1u necessary. fry p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 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 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 7PI/VVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ainr nche. 9.Digits indicatee size of tplate ein inches. y MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° NOTE:Design assumes moisture content does + TC; 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 M BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND 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 LETINS: 2-00-00 2-00-00 TOTAL LOAD= 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6 OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix desi nators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. • C,CN,C18,CN18 (or no prefix M,M2OHS,M18HS, 16 = MiTek M series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0 7-03 T 12 4.00 r 4 —/ M-2.5x4 0 3 tj • A- co ,o PRoii, cS' c:, m alt{ 1 2� �5 fok ... J 1 M-3x6 ; c.,OR' c,N t, 0 Y'26,4' 0 l y 1, 1, -1.JO -) i/, 2-06 [PROVIDE FULL BEARING;Jts:2,4,5[ 8-00 EXPIRES 6/30/1 304, r JOB NAME : STONEBRIDGE J - 1467 RH PLAN 279-OPTION-3 - SPJ1 i/* IN �, c Scale: 0.5242 T WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Rewew i Truss: SPJ1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the . 2.2x4 compression web bracing must be instated where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at . R,;.. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f { stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 424 DATE: 7/26/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ S /1 4.No load should be appted to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, VISTEICY TRANS I D: 344961 design loads be appted to any component. and are for"dry condition"of use. ii15.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes full bearing at all supports shown.Shim or wedge if ` 0NAL necessary. 1 fabrication,handling,shipment and installation of components. fF'"" 7.Plates assumes adequate ne drainagehc is truss,a, i s 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 1111111 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPVWTCA in BCSI,copies of which wit be furnished upon request lines coincidewith joint center lines. .«.. /} / 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" NOTE:Design assumes moisture content does TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 not exceed 19% at time of manufacture. BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 Wind: 110lmph, h=25ft, TCDLExp.B4 2MBCDL 6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) OVERHANGS: 30.0" 0.0" interior zone, load duration factor=1.6 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 ' M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-00 1' 1' 12 5 -A 4.00 L yy 0 0 4 M-5x6 3 VD PROP ,, ., -1/4 / o p if i A- 1 2►� 6►� { ( ' 1k3 ' M-3x6 0 z ,Y'26." JOS'` 7/'i,.,--. 2-06 8-00 2-00 EXPIRE S /30/i , 'PROVIDE FULL BEARING;Jts:2,6,4,51 JOB NAME: STONEBRIDGE J -1467 RH PLAN 279-OPTION-3 - SPJ2Scale: 0.4544 " �'IF' . ° WARNINGS: GENERAL NOTES,unless otherwise noted: 2 },, 1.Builder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review V ,r" Truss: SPJ2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. e 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at �(?-, ,.% 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 7/26/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ j SEQ. : 5251600 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. b�f 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, - K.TP^yR�pt design bads be tippled to any component, and are for"dry bearing of use. `-'x'�.F;7 py,L. TRANS I D: 344961 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. assumes full baa ng at all supports shown.Shim or wedge if J J }} �3' fabrication,handling,shipment and installation of components. ry f? . 0�+' .. ;at ' p p 7.Design assumes adequate drainage is provided. j 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 centerinillilli`. I lit 11111 IIIII Pill IIIII IIIII'III'III TPVVViCA in BCSI,copies of which will be furnished upon request fines coincideintwith joint center liinches. / 9.Digits ndsize of platein ilines. -„„� MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 k r