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Plans (9) 1 I., b 28'-0° ,l ! S,c> 511111.172.:Z'1 -01.511111.172.:t4V , CITY_t JAN OF 1T0IG2013IRp .. .. _. ._ .. _ Al .. .. .. .. .. .. .. .. .. D _ ::...:G DIVISION ■ 4 6:12 A2 �3� 6:12 ti A _ H S26 • .....6:112 • cot7 �: / / N • " " " le e? T I i I ;m 1 i 4 3 NI T• T " T _c? M T r `r _T et S B LD 1 T 0) I 2 • BE,�JNGWALL I • s I I '4:1Z €w HU 26 i 1 HUS26 .. co C2 .. 14:12 3:12 .. B2 HAND CUT Nr 61 .- 0! ._ t \ 9'-1" 11'-0" -I 8'-2" j 20'-10" 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES 01/09/13 PLACEMENT O TRUSSO USS CA CULATIONSA D PROJECT TITLE.' ENGINEERED STRUCTURAL IN 'l REVISION-1: DRAWINGS FOR ALL FURTHER J-1428 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEEROF RECORDm eru b RESPOONSSIBBFORALL FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING � 'L I / J-1428 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLTRUSS '; COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. v i , r r , , CompuTrus, 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 TPIMITCA 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). so PFS C N `� 0� 1. s:� r ss ' OREGON . 1777 T7* '. OP;' 4x IONA.'E EXPIRES 1231/13 ExP�tRS 6f10/1 IIIIIIIIIIIIIII This design prepared from computer input by_ PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF 7f1&BTR; TRUSS SPAN 28'- 0.0' ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I 2x4 KDDF 1&BTR Ti, T2 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does' not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, considered for this design. Enclosed, Cat.2 Ex LL = 25 PSF Ground Snow (Pg) p.B, MWFRS Connector plate prefix designators: interior zone, load duration factor=l.6 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. M,M20HS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. Truss designed for wind loads in the plane of the truss only. T 14-00 14-00 T M-3x6 M-3x6 M-4x6 M-3x6 M-3x6 M-3x6 M-3x6 ill M-3x6 M-3x6 M-3x6 M-3x6 M-4x8+ co„— 1 M-4x8+ O Of- I zj',, ,,,,,,,,,,imilli/iiiiimzzz rill,,/7i/„iiii-,,,,, /7iiii,,iiiiii,l7z,zi/2",,,,,ii/7ii�TJnI izzmii,ina,,,,, /,,,,i iiiziu,,,zz/ii�i,,,,zz z,zz,,,,,,,, ,,,,,,iii.,/zz,a/,/zz, ,,,zz ,,,z/zizi iai ->'O 5 M-3x6(S) yy y 14-00 14-00 i, 1, 1-00 28-00 ),1-00 JOB NAME : J- 1428 STONE BRIDGE - Al ....\4%. Scale: 0.2819 �, '. ci 6 r”iN6— .� „,: WARNINGS: GENERAL NOTES,unless otherwise noted: i j + 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: Al 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 f'� S N 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 °"i Li u continuous sheathing such as plywooding(TC)and/or drywall(BC). ,,,>."`' `e r9� DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing requimredeed + 24 where shown + 24x4:3 }"26. ,1 r� 4.No load should be appFed to any component until after all bracing and 4.Installation of truss is the responsibiFty of the respective contractor. " SEQ. : 5403595 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: 358052 design bads be appFed to any component. and are for"dry condition"of use. A it 1 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 d 1 i G f fabrication,handling,shipment and installation of components. necessary. S`( Rr fr L gaol 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes locatedadeqonne drainage is of truss,sa. rt t'yfA I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 8 Plates shall bewith both faces of and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide joint center lines.9. 'y 0 Digits indicateinsizetplate tdIn inches. -EXP1RE3 � $ .+ MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic cas er f ldesign helves see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII ThiPACsIFdICeLsiUMBERgn prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 9=(-563) 1653 2- 3=(-2214) 837 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3= -158) 263 9.10=(-404 1156 4- 9=( -307) 220 WEBS: 2x4 KDDF STAND 3- 4=(-19366610- 8=(-578) 1643 9- 5=( -78) 643 LOADING 4- 5=(-1787) 571 5-10,1 -91) 633 TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1778) 580 10- 6=( -301234 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1954) 699 7- 8=(-2088) 760 TOTAL LOAD = 42.0 PSF 7- 8=( -25) 35 LET INS: 3-01-07 2-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -187/ 1381V -150/ 140H 5.50" 2.21 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 28'- 0.0° -162/ 1263V -150/ 140H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 18'- 8.0" Allowed = 1.354" MAX TL DEFL = -0.274" @ 18'- '8.0' Allowed = 1.806" MAX HORIZ. LL DEFL = 0.033" @ 27'- 6.5" 14-00 14-00 MAX HORIZ. TL DEFL = 0.051" @ 27'- 6.5" T This truss does not include any time dependent 2-10 4-02 7-00 7-00 5-02 1-10 deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 12 intended use of this component. 6.00 L/ M-4x6 \I 6.00 NOTE:Design assumes moisture content does 4 not exceed 19% at time of manufacture. 5 f� uu� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=l.6 M-1.5x4 ,M-1.5x4 M-3x63 \ / M-3x6 001011 ii c:' o� 2- 9 M-3x8 M-2.5x4 M-2.5x4 M-4x6 M18HS-3x18(S) ), y y /, 9-04 9-04 9-04 y ), 1' 12-00 16-00 y 28-00 Q OPE` JOB NAME' J- 1428 STONE BRIDGE - A2 Scale: 0.2177 ' A A R ,c." •°� °z. fili i �_� r WARNINGS: GENERAL NOTES,unless otherwise noted: YIr ", '' . 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 r3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the h �^tp� /-�G truss designer or truss engineer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / at) 3. e+" 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`J«s''�s: - '<:fd' ,ckGJ ^"� DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). }` r DATE: 1/9/2013 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 2A249 + `1g 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor yq�,1 r 'iV SEQ. : 5403596 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, 44 • F t design loads be applied to any component. and are for"dry condition"of use. „ r� o r] 6.Design assumes full bearing at all supports shown.Shim or wedge if ,"�t"a�tt. TRANSiyI : 358052 5.Comp tion,has no,shipmentploverandassumesno responsibility for the necessary.gq drainagep p ed • ant)/I fabrication,handling, and installation of components. 7,Design assumes adequate Is provided. 4 6.This design is furnished subject to the 1eflimitationsurset forth by S.Plates shall be located on both faces of truss,and laced so their center � ;,j0,.;;S„imiiiiiiis IIIIII VIII NMI!VIII 11111 11111 IIII II TPI/WTCA in BCSI,copies of which will be furnished upon request. y IDigit indicate si efof plate inrin�ches. W MiTek USA,Ir1C./CompuTruS Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by- PACIFIC LUMBER LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 41-05-00 FROM 0-00-00 TO 19-00-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR 28-00-00 GIRDER SUPPORTING 29-04-00 FROM 19-00-00 TO 28-00-00 1- 2=(-19638 2724 1- 8= •2325 16848 8- 2= BC: 2x8 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ( ) ( ) ( -450) 3666 11- 6=(-1356) 207_. WEBS: 2x4 KDDF STAND; 2- 3=(-16467) 2289 8- 9=(-2313) 16740 2- 9=(-2457) 342 6-12=( -300) 2430 2x4 KDDF #1&BTR A 3- 4=(-12618 1752 9-10=(-1998 14448 9. 3=( -642) 5076 LOADING 4- 5= -12618) 1752 1D-11= -1920 13818 3-10=S-4875 684 TC LATERAL SUPPORT<= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=�-15711) 2196 11-12=(-2118( 15141 10- 4=1-1455) 10971 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 28'- 0.0" V 6- 7=(-17739) 2496 12- 7=(-2127) 15213 10- 5=(-3924) 570 BC UNIF LL( 492.7)+DL( 355.0)= 847.8 PLF 0'- 0.0" TO 19'- 0.0" V 5-11=( -513) 4029 BC UNIF LL 0.0)+DL( 20.0 = 20.0 PLF 19'- 0.0" TO 28'- 0.0" V Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BC UNIF LL 341.7)+DL( 232.3)= 574.0 PLF 19'- 0.0" TO 28'• 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,N20HS,M18HS, 16 = MiTek MT series 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' -1716/ 12423V -153/ 153H 5.50" 19.88 KDDF ( 625) ( 3 ) complete trusses required. 28'- 0.0" -1495/ 10823V -153/ 153H 5.50" 17.32 KDDF ( 625) Join together 3 ply with 16d Common nails staggered at BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9° oc in 1 row s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' )( 5" oc in 2 row ss) throughout 2x8 bottom chords, XX 9" oc in 1 row((a) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.186° @ 9'- 4.5" Allowed = 1.354" MAX TL DEFL = -0.313" @ 9'- 4.5" Allowed = 1.806" MAX HORIZ. LL DEFL = 0.051" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 27'- 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 14-00 14-00 T intended use of this component. I 5-02-05 4-05-12 4-04 4-04 4-05-12 5-02-05 +2x4 web brace required. Laterally brace to roof diaphragm. 12 T I I I T 12 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 V M-6x8 6.00 6.0" Design conforms to main windforce-resisting 4 .,(--4" system and components and cladding criteria. v� I� Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-3x6 interior zone, load duration factor=1.6, 5.6" M 3x6 Truss designedor loadsind truss only. M-3x6 A M-3x4 , M-8x10 M-7x10 ,,(( 1 o 1 'oJ� L c° i 'o i', all gin ' in� o 118 a7 M-3x10 M-6x10 M-7x10 7x10M- M-3x8 M-7x8(S) y 1, y 1, ), y 5-00-09 4-04 4-07-08 4-07-08 4-04 5-00-09 y y 16-00 12-00 y 28-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : J-1428 STONE BRIDGE - A-GIRD 4, w �4 1'1 ' Scale: 0.2010 "t'r � L.e (1 ' 13 j >�„ WARNINGS: GENERAL NOTES,unless otherwise notedi r I , o • •i {, - 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 2 1.. Truss: A-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 " OR' 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 drywali(BC). ' ,,fit , DATE: 1/9/2013 No toad assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ?A243 }^' a A 4.No load shouldarebem applied to any comtime shouldnt untafter all beater h and 4. idgingInstallation contractor.anythan assumes trusses are to be used in non-corrosivea environment, TRANS I D: 358052 design loads be applied to any component and are for"dry condition"of use. A ryi 4 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 • s� `'F V S f P" necessary. + ONA _ �, rt/ fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. ( '4 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 / f , [ t 6/30/1 I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.4-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) , )�/ MINI This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -57) 64 2-6=(-88) 135 6-3=(0) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -333) 235 6-4=(-88) 135 3-4=(-338) 238 WEBS: 2x4 KDDF STAND LOADING 4-5=( -51) 57 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 8.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 459V -139/ 143H 3,50" 0.73 KDDF ( 625) veica or equal at non-structural 9'- 1.0" -70/ 466V -139/ 143H 5.50° 0.75 KDDF ( 625) vertical members (uon). RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,CI8,CN18 (or no prefix)) == CompuTrus, Inc BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,U16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 4-06-08 MAX LL DEFL = 0.000" @ 9'- 9.0" Allowed = 0.067" 4 06-08 MAX TL DEFL = -0.001" @ 9'- 9.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.093° @ 2'- 5.1" Allowed = 0.442" 4-06-08 5-02-08 MAX IC PANEL TL DEFL = -0.083" @ 2'- 5.1" Allowed = 0.662" T MAX HORIZ. LL DEFL -0.001" @ 8'- 7.5" 12 M-3x6 M-3x6 MAX HORIZ. TL DEFL = 0.001" @ 8'- 7.5" M-4X6 N14.00 This truss does not include any time dependent 3410" 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. 4000�11111111-1.5x4 ® NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, M 1.5x4 interior zone, load duration factor=l.6, Truss designed for wind loads 41. in the plane of the truss only. M 3x6 ~ Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-3X6 permissible at inlet board areas only. II M-3x6 _.� ., ooh 4.�# i � o 0 o� 6 �4 2'-' M-1.5x4 J, y y 4-06-08 4-06-08 0-09 9-01 0-08 y",J o'i '.M► �� PRQp,i, JOB NAME: J - 1428 STONE BRIDGE - 81 Scale: 0.3595 v , . ,. tri x rs WARNINGS: GENERAL NOTES,unless otherwise noted: fi� 4;,)a } v ,it 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: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the Yg ( p} 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. '`fi 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/:',1'z M d,+' 2'o.c.and at 10'o.c.respectively unless braced throughout their length b , ' p" DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)andlorheir le l(BC). X42$3 ( 4 i ( DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ p J `'M 4`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. *All r ,V/1 �'*8:.7 SEQ. : 5403598 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O Lr t design loads be applied to any component and are for"dry condition"of use. A - t.� 1/ 8.Design assumes Tull bearing at all supports shown.Shim or wedge if �' yvt TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the necessary. tYY WW1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /J trimater#^}®t 3- 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 �," '', ', E11T"zF "^ 111111111111111111111111111111111111 111111 TPek U A inSCSI,copies of which will r furnished upon request. 9.DigitsMines coincide micaindicate size of plate oint tin erinches. EXPIRES MiTek USA,Inc./CompuTrus Software+7.6.4-SP2(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 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" TC: 2x4 KDDF #1&BTR IRC 2009 MAX MEMBER FORCES 36R/5-3/C0) 205 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-3=( 339) 86 5-4=(-88) 136 5-3=(0) 205 SPACED 24.0" O.C. )) WEBS: 2x4 DFSTAND; A; 3-4=(-340 231 5-4=(-88) 136 2x8 KDDFDF SB LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' BC LATERAL SUPPORT <= 12'OC. DON. 0'- 0.0" -78/ 500V -141/ 143H 3.50" 0.80 KDDF ( 625) OVERHANGS: 12.0" 0"0" LL = 25 PSF Ground Snow (Pg) 9'- 1.0" -51/ 388V -141/ 143H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Designnet(-5 ) upliftpacing. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, checked for osf at 24 "oc C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002° @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 4-06-08 4-06-08 MAX TC PANEL LL DEFL = -0.095° @ 2'- 5.1" Allowed = 0.418" MAX TC PANEL TL DEFL = -0.085" @ 2'- 5.1" Allowed = 0.626" 12 M-4x6 12 MAX HORIZ. LL DEFL = -0.001" @ 8'- 7.5" MAX HORIZ. TL DEFL = 0.001" @ 8'- 7.5" 14.007 4°0" N 14.00 This truss does not include any time dependent AC 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 Sc not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration actor=1.6 RE x o o alll x A- �o M-3x6 M-1.5x4 M-3x6 1 1' y 0-08 9-01 WEDGE REQUIRED AT HEEL(S). r JOB NAME: J- 1428 STONE BRIDGE - 62 .a sQ pi � Scale: 0.4165 '�" t �� ,� . °' jj ,3 " j iirs' WARNINGS: GENERAL NOTES,unless otherwise notedi 4, �. ! c.*, p rf 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review re S «.. Truss: B2 and Warnings before construction commences. and approval Is the responsibility of the building designer,not the 401 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. r2 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at vr ±� 't'1 ` 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 drywall(BC). /rrl ' `t 4 „�Dj ' DATE: 1/9/2013 CompuTms assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ s, R }' r t( S �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' EQ. : 5403599 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 Wads be applied to any component and are for"dry condition"of use. i^' !fYi TRANS I D: 358052 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v7 7 rt / necessary. f.�'tf A fabrication,handling,shipment and Installation of components. 7. _ 7.Designlaesassumes adequate drainage t rsa J �} / 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center / t./ t S s . 4 rf O 1111111111111$1111111 TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincidediatwith joint center ache 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) EXP i / IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 19'- 7.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=i-560) 632 1- 7=(-296 284 2- 7=(-255) 354 SPACED 24.0" O.C. 2- 3= -477) 497 7. 8=(-208 120 7- 3=(-249 359 BC: 2x4 KDDF S 3- 4=I.208) 261 8- 9=(-130 120 3- 9=(-306) 331 WEBS: 2x4 KDDF STTANANDR D LOADING 4- 5=(•286) 379 9- 5=(-154) 122 9- 4=(-311) 387 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -71) 86 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -89/ 579V -117/ 89H 5.50° 0.93 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.5" 0/ 72V -209/ 60H 132.00" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.7" -100/ 684V -97/ 230H 132.00" 1.09 KDDF ( 625) Unbalanced live loads have been 19'- 7.5" -90/ 458V -69/ 165H 132.00" 0.73 KDDF ( 625) - considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS, 16= MiTek MT series MAX LL DEFL = 0.018" @ 4'- 9.9" Allowed = 0.408" MAX TL DEFL = -0.016" @ 6'- 6.8" Allowed = 0.544" 9-09-12 9-09-12 MAX LL DEFL = 0.002" @ 20'- 7.5' Allowed = 0.100" T MAX TL DEFL = -0.003" @ 20'- 7.5" Allowed = 0.133" 4-11-04 4-10-08 4-10-08 5-11-04 MAX HORIZ. LL DEFL = -0.005' @ 19'- 7.1" MAX HORIZ. TL DEFL = -0.005" @ 19'- 7.1" 12 M-4X6 12 This truss does not include any time dependent [77deformation for long term loading (creep) in the 4 14.00 N14.00 total load deflection. The building designer 3 .0" shall verify that this parameter fits with the M-3x6 P{ Mx6 intended use of this component. +2x4 web brace required. Laterally brace to roof diaphragm. il e° NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. M 1.5x4 stol Design conforms to main windforce-resisting system and components and cladding criteria. 1111 M-3x60 Wind: 110 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M 3x6 Enclosed, Cat.2 Exp.B, MWFRS, M-1"5x4 M-1.5x4 interior zone, load duration factor=1.6, M-3x6 F ; M-3x6inuthedplanneeoffthewtrussoonly. i , M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M 3x6 chord. Insure tight fit at each end of let-in. M-1.5x4 M-3x6 permissiblemust inletcut boardwith areas only. are 2t F1.4t. Ali iLi I3x6-3x6 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, _ 7 1 M-4x6 B M-4x6 y y 1, y ,1 6-06-12 2-07-13 3-10-03 6-06-12 .1 1, J, 19-07-08 1-00 N.J O �f,0 PROpp' JOB NAME: J-1428 STONE BRIDGE - Cl `` >i ''� � - Scale: 0.2035 �"l (4V <<+ Ok WARNINGS: GENERAL NOTES,unless otherwise noted: . r ' r 1.Buckler and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review {� pT Clnd Warnings before construction commences. and approval is the responsibility of the building designer,not the t Truss: 1 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. R f 3.All lateral tome resisting elements such as temporary and permanent 2-Design assumes the tap and bottom chords to be laterally braced at �J'" �` 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 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). f Z' "' . x " '"r�? i hS ,<"' DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown++ A /4242 + 7 _ r� 4.No load should be spitted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,i"xy ,} ,1,-y 5';,r SEQ. : 5403600 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^.0 r 05 f/A CAA,' design loads be applied to any component. and are for"drycondition"of use. {'E V ;, 1 j��+}' TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ssumes Tull bearing at all supports shown.Shim or wedge ifs„�k e /' fabrication,handling,shipment and installation of components. necessary. k,d7Y Ct+�i��t 44 p 7.Design assumes adequate drainage is provided. ( /i i L)t.#iJt-1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ! /f +.' ..` E+�aT 6-°+ 3 IIIIII VIII VIII VIII VIII VIII VIII IIII III) TPI/WTCA in BCSI,copies of which will be furnished upon request. lines codicat with joint center lines. �� 9.Digits indicate size of plate to inches. EXPIRES ;' MiTek USA,InC./CompuTrus Software+7,6.4-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1IIIII1111I III This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 19'- 7.5' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1068) 882 1- 7=(-444) 585 2- 7=)-246) 332 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(( -959) 734 7- 8=(-286) 392 7- 3= -244) 510 WEBS: 2x4 KDDF STAND; 3. 4= -957) 721 8- 5=(-431) 583 3- 8= -220) 507 2x8 DF SS A LOADING 4- 5=(-1069) 883 8- 4=(-247) 308 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -7186 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 OVERHANGS: 0.0" 12,0° LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -112/ 1001V -288/ 288H 5.50" 1.60 KDDF ( 625) I Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 19'- 7.5" -139/ 1123V -288/ 288H 5.50" 1.80 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2' Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9-09-12 9-09-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T MAX LL DEFL = 0.029" @ 6'- 6.8" Allowed = 0.935° 4-11-04 4-10-08 4-10-08 4-11-04 MAX TL DEFL = -0.034" @ 6'- 6.8" Allowed = 1.247° MAX LL DEFL = 0.002" @ 20'- 7.5" Allowed = 0.100' MAX TL DEFL = -0.003° @ 20'- 7.5" Allowed = 0.133" 12 12 M-4x6 MAX HORIZ. LL DEFL = -0.011° @ 19'- 2.0" 14.00[77N14.00 MAX HORIZ. TL DEFL = 0.012' @ 19'- 2.0' 34.0" This truss does not include any time dependent *q j 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 system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, i,,,, Enclosed, Cat.2 Exp.B, MWFRS, M-1.5x4 M-1.5x4 interior zone, load duration factor=1.6 _. A o� �/' ,y co o.-- 1.` 7 8 ' 5 -/o M-3x6 M-2.5x4 M-2.5x4 M-3x6 y 1, 1, y 6-06-12 6-06 6-06-12 i, ), 1, 19-07-08 WEDGE REQUIRED AT HEEL(S). 1-00 x.10,14,j s . r,0 PROP- JOB NAME: J- 1428 STONE BRIDGE - C2 Scale: 0.2327 ti, ° vi ''� ' E.4' 4,)1,;i WARNINGS: GENERAL NOTES,unless otherwise noted (� s.3 ,�,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 ) `` Truss: C2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the t�ry 2.2x4 compression web bracing must be installed where shown+, miss designer or truss engineer. ,* ;11'".3 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at i'� Qy - p ry permanent ' ;,✓ DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q# • stability bracing must be designed by designer of complete structure. e1 ,a continuous sheathinggr such l acingoe sheathing(TC)s and/or drywall(BC). . 4},. DATE: 1/9/2013 CompuT us assumes no responsibility for such bracing. 3.2x Impactbridging or lateral bracing required where shown++ 24 ,�.fj ,, ` 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. h jr/ -'- �• SEQ. : 5403601 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 0 `ftt r /A ��ryry 3 =� " design loads be applied to any component. and are for"dry condition"of use. *}`J C) q j TRANS I D: 358052 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 ^.��rt /r necessary. QN t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ( {A )g, EXPIRES613011 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 d ,', t/' 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, git dclde with jointcenternche. 9.Digits indicate size of plate in inches. $'i I 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 LUMBER SPECIFICATIONS 11-00-00 GIRDER SUPPORTING 41-03-08 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=) -528) 268 5-6=i-284) 230 5-1=(-3696 578 3-7=(-606) 4780 284 WEBS: 2x4 KDDF STAND; LOADING 3.4=(-3804) 586 7-4=I-518) 2254 6-2=2228 ) -158 620 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 6-3=(-3206) 446 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 0.0" V BC UNIF LL( 491.1)+DL( 354.0)= 845.1 PLF 0'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT v= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -806/ 4858V -390/ 284H 5.50" 7.77 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 11'- 0.0" -710/ 5142V -390/ 284H 5.50" 8.23 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IQOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I M,M20HS,M18HS,M16= MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. J� 2 complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 P q MAX LL DEFL = -0.045" @ 5'- 9.7" Allowed = 0.504" Join together 2 ply with 16d Common nails staggered at MAX TL DEFL = -0.076" @ 5'- 9.7" Allowed = 0.672" 9" oc in 1 rows throughout 2x4 top chords, XX7" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 10'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.006" @ 10'- 6.5" This truss does not include any time dependent deformation for long term loading (creep) in the 1-02-04 9-09-12 total load deflection. The building designer ,' ,' ,( shall verify that this parameter fits with the 1-02-04 4-05-11 5-04-01 intended use of this component. '( '/ '1' '( +2x4 web brace required. Laterally brace to roof diaphragm. 12 12 NOTE:Design assumes moisture content does VM-4x6 not exceed 19% at time of manufacture. 14.00 N 14.00 4.0" Design conforms to main windforce-resisting M-3x8 2system and components and cladding criteria. P Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, I Enclosed, Cat.2, Exp.6, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -3x8 CO C. l AIL M18HS-12x18 r ro M-1.5x45 6 M-3x10 MSHS-9x18 WEDGE REQUIRED AT HEEL(S). * * * J. 1,02-04 4-07-07 5-02-05 y 11-00 p,,,IQH*, . " PR / , JOB NAME : J -1428 STONE BRIDGE - C-GIRD i / 0 '"1' 4' ' Scale: 0.1876 ' "'' tt,7 <4. ;lli '�; `C ,>t 'r• +. WARNINGS: GENERAL NOTES,unless otherwise noted: +�� *� � .- "� r'` � . 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: C-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. ,& a P�+diiJF.. 2.Design assumes the top and bottom chords to be laterally braced at 1tart $7DES. 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 `) 4'20 k stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). "+ f {;�. Y'^. DATE 1/9/2013 CompuT us assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ P4243 l}_ �3 iv 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. • 'y SEQ. : 5403602 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 a ( Q mpact0 I loads be applied to any component. and are for"dry condition"of use. i i� /; rt TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if p necessary. AL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J il.q f t t y 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 d 1 /, ALL EXPIRES 6! L73 l ,;.. 111111 IIIII IIIII IIIII 11111 IIII IIIII IIII ill TPI/WTCA in BCSI,copies of which will be furnished upon request lines indicate with jointpcenterteche. .. w �� 9.Digits indicate size of plate in inches. i MiTek USA,InC./COr11puTrun Software+7.6.4-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111011111 _ LUMBER SPECIFICATIONS 20-10-00 GIRDER SUPPORTING 20-09-08 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -26) 30 7- 8=(-1326) 9568 1- 7=( -210) 54 10- 4=( -158) 1546- BC: 2x6 KDDF SS 2- 3=(-10262) 1410 8- 9=(-2052) 14822 7- 2=(-10340) 1436 4.11=( -5060) 706 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-15124) 2082 9-10=(-2072) 14996 2- 8=( -450) 3730 11- 5=( -448) 3720 TC LATERAL SUPPORT<= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 4- 5=(-10280) 1412 10-11=(-2072) 14996 8- 3=( -4918) 692 5.12=(-10362) 1440 BC LATERAL SUPPORT<= 12"OC. UON. $ TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 10.0" V 5- 6=( -26) 30 11-12=(-1330) 9588 3- 9=( -166) 1620 12- 6=( -204) 54 BC UNIF LL( 234.9)+DL( 179.7)= 414.6 PLF 0'- 0.0" TO 20'- 10.0" V 9- 4=( -16) 136 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN C18 CN18 or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,A18HS,II16 = MiTek M7 series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -688/ 4986V -39/ 39H 5.50° 7.98 KDDF 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'• 10.0" 688/ 4986V 39/ 39H 5.50" 7.98 KDDF S 625) Join together 2 ply with 16d Common nails staggered at 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc soacing.I XX 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.281° @ 8'- 6.1" Allowed = 0.996" MAX TL DEFL = -0.472° @ 8'- 6.1" Allowed = 1.328" MAX HORIZ. LL DEFL = 0.059" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.099° @ 20'- 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. NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 14-00 Enclosed, Cat.2 Exp.B, MWFRS, 6-1 0 interior zone, load duration factor=1.6, 4-01-05 4-01-05 4-03-01 f4-03-01 4-01-05 inuss thedesiplaneed offor thewind trussoonly. f f T T f M-1.5x4 $ M-41 210 $ M-3x8 $ M-4x10 M-5x6(S) $ M-4x10 $ M-1.5x4 4 5 6 0 . o + - 1= = I- { - + 0 > O PRO,, CD cm l T7 I _ _ I _ _ - Cd l./f 4 A �- V� V� ISI ;4_ LI V V < 'i/ j�' C 7 8 9 10 11 - '' 12 '( ".4 M-6x10 M-6x8 M-4x6 M-3x6 M-6x8 M-6x10 M18HS-7x14(S) ' '�• <. y y y 0 ' `f}` 6. '' Ut z 4-04-13 4-01-05 3-11-09 y 11-09 4-04-13 6-10 , ° jr\ ii.r I 14-00 y y EXPIRES WW1 20-10 04tiv JOB NAME: J- 1428 STONE BRIDGE - D-GIRD 'v '` 1 Scale: 0.3216 '1 I ci t� •' 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 ?" Truss: D-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. Ra'^ 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 : v1 p'{ ;'„` continuous sheathing such as plywooding(TC)and/or drywall(BC). ... DATE: 1/9/2013 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. "7^ ip 05c, SEQ. : 5403603 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: 358052design loads be applied to any component. and are for"dry condition"of use. { t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if ,. tON fabrication,handling,shipment and Installation of components. necessary. (ff i '/This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. I 11111 11111 VIII III VIII VIII III MI IIIIby 8.Plates shall be located on both faces of truss,and placed so their center 6. r°' TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center tines. ,� 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.4-SP2(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 LUMBER SPECIFICATIONS TRUSS SPAN 41'- 3.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I IC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does 2x4 KDDF TBTR T1, 73, T4 SPACED 24.0" D.C. not exceed 19% at time of manufacture. BC: 2x4 DF q13BTR 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 Design 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, Unbalanced live loads have been , one,2or considered for this design. LL = 25 PSF Ground Snow (Pg) inteEnclorised zone, � p.B, ionRS, OadEx duration factor=l.6, Truss designed for wind loads Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Tn sse esage of ore tndss adsy. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, M M,M2OHS,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GM-1x2able Gable end truss on continuous bearing wall UON.AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. or equal typical at stud verticals.Refer to CompuTrus gable end detail for complete specifications. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 18-01 23-02-08 ( 14-04-12 8-11-12 f 8-09-12 8 09 12 f f 12 -4x6 12 6.00I/ M-3x6 aM-3x6 J 6.00 M-3x64111141% M-3x6 M-1.5x4 .0k M-3x6 M-3x6 M 3x6 M-3x6 M-3x6 M-3x6 M-3x6(S) A.... M-3x6(S) 11,1s M-3x6 M-3x6 s M-3x6 • M-3x6 c M-3x6- r M-3x6 M 3x6 -4- M-3x6 2.5x4 00 v �O 03 0) A- O M-3x6(S) M-3x6(S) y y y 10-00 y 19-03-08 12-00 PR( fi 41-03-08 • N. 1 1 f. 'cS' 4,9 JOB NAME: J- 1428 STONE BRIDGE - El / "il 146-4 k Scale: 0.1890 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 i .; ,tio ,.„ Truss: El and Warnings before construction commences. and approval is the responsibility of the building designer,not the rriyt1qq 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. :Jr1x 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,. s. _sNl 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,A; " ',„ a 4 ,NCI "� DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or dein len(BC). ` }' " `— DATE, 1/9/2013 ompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ -q,) 4, f t !. `,. 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. __,, }} tia" SEQ. : 5403604 5.Design assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than 9 ,rI T 7 design loads be applied to any component and are for"dry condition"of use. �}d 6.Design assumes full bearing at all supports shown.Shim or wedge if "'�'�y[YirB „ TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for thenecessary. Lll[ (��yF f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i =1 tt € ' Qy�w„tE.7#-1- 6.This design is furnished subject to the limitations set forth upo by 8.Plates shall be located on both faces of truss,and placed so their center 1 t Aa '� 1» I lit 11111 II 11111 IIIII IIIII IIIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. nes. y linescoincide ncid indicate size/oint of plate inrinches. 111111 yr MiTek USA,Inc./CompuTrus Software+7.6.4-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i IIIIIIIIIIIIIII This design prepared from computer input by- PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 41'- 3.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 7 BC: 2x4 KDDF #1&BTR 1- 2=( -99) 129 9-10=(•540) 1726 1- 9=( -157) 177 12- 6=( -456) 143' WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-2251) 650 10.11=(-585) 1941 9- 2=(-2516) 694 6.13= 0) 276 2x6 KDDF #2 A 3- 4=(-2042) 644 11-12=(-660) 2258 2-10=( -8) 480 13- 7=( -51) 125 LOADING 4- 5=(-2041) 644 12-13=(-742) 2647 10- 3=( -97) 140 7- 8=(-3084) 830 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2765779 13- 8=(-803) 2775 3.11=( -371) 133 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3184) 875 11- 4=( -239) 1421 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -279) 186 11- 5=( -955) 271 - M-2.5x4 where shown; Jts:3,5-6,10,12-13 LL = 25 PSF Ground Snow (Pg) 5-12=( -32) 724 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, IncLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,I116 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -238/ 2081V -243/ 232H 5.50' 3.33 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 41'- 3.5" -240/ 1998V -243/ 232H 5.50" 3.20 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.170° @ 25'- 11.0" Allowed = 2.019" MAX TL DEFL = -0.257' @ 25'- 11.0" Allowed = 2.692" MAX HORIZ. LL DEFL = 0.077" @ 40'- 10.0" MAX HORIZ. TL DEFL = 0.115" @ 40'- 10.0" 18-01 23-02-08 This truss does not include any time dependent 9-01-11 8 11 05 8 11-05 14-03-03 deformation for long term loading (creep) in the T total load deflection. The building designer 6-02-01 5-1a-09 6-00-05 5-10-15 5-04'03 5-09-05 5-09-01 shall verify that this parameter fits with the T intended use of this component. 12 12 NOTE:Design assumes moisture content does 6.00 L---- M-4x6 6.00 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 4 'f'( system and components and cladding criteria. A Wind: 110 mph, h=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp,B, MWFRS, - interior zone, load duration factor=l.6 3 M-3x6(5) • A M-3X6(S) M-3x8 .M v` 7M-1.5x4 1 + . 44414414M-4x4 ,r co M-1.5x4 o CI) A ;�o * 9 10 wo11 -1-, 12 13 F* o M-4x6 M-3x8 M18HS-3x18(S) M-5x86 0 M18HS-3x18(S) y y y y )- y y 9-01-06 ,8-11-10 7-10 7-08-04 7-08-04 12-00 y y 10-00 19-03-08 y 41-03-08 JOB NAME: J - 1428 STONE BRIDGE - E2 .� � `. Scale: 0.1526 14" // t��y n� ,,,� 11+ :,,,7. WARNINGS: GENERAL NOTES,unless otherwise noted: lilt ,. 'i '�` - 1` ► .. 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 \ �; `. Truss: E2 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. �� _ x� DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be IateraHy braced at ltiii 7Y 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 Y continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 1/9/2013 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ( ) i � " } ' 243 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. z ,. SEQ. : 5403605 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���,�,, ,�'q design loads be applied to any component. and are for"dry condition"of use. 'S�"{ € �! • !'1 ,`j I D: 35 8052 6.Design assumes full bearing at all supports shown.Shim or wedge if V,,.. //'e- TRANS j 5.CompuTrus has no control over and assumes no responsibility for thenecessary. R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r f T�` a tryQ+ 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 t`.} Clf..! t 1 1111111111111111111111 TPINJTCA 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) M IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 41'- 6.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -99) 129 9-10=(-544 1737 1- 9=( -157) 177 12- 6=( -493) 152 SPACED 24.0" O.C. 2- 3=(-2266) 655 10-11=(-590; 1957 9- 2=(-2533) 700 6-13=( -19) 319 BC: 2x4 KDDF S3. 4=(-2062) 650 11.12=(-669) 2290 2.10=( -10) 486 13- 7=( -109) 140 WEBS: 2x4 KDDF STAND;AAD; LOADING 4- 5=(-2060) 650 12-13=(-759) 2704 10- 3= -101) 140 7- 8=(-3108) 816 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2807) 791 13- 8=(-840) 2904 3-11=( -367) 132 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3290) 905 11. 4=( -244) 1439 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -367) 234 11-15=- ( -980) 278 ** For hanger specs. See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-2.5x4 where shown; Jts:3,5.6,10,12.13 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -240/ 2093V -243/ 235H 5.50° 3.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 41'- 6.5' -242/ 2007V -243/ 235H 5.50" 3.21 KDDF ( 625 M,M2OHS,M18HS,M16= MiTek MT series '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 = -0.177" @ 25'- 11.0" Allowed = 2.031" MAX TL DEFL = -0.268" @ 25'- 11.0" Allowed = 2.708" MAX HORIZ. LL DEFL = 0.079" @ 41'- 1.0" MAX HORIZ. TL DEFL = 0.119' @ 41'- 1.0" 23-05-08 This truss does not include any time dependent 18 O1 f deformation for long term loading (creep) in the T T 1 4-06-03 total load deflection. The building designer 9-01-11 8-11-05 8-11-05 T shall verify that this parameter fits with the 6-02-01 5-16-09 6-00-05 1 5-10-15 5-09-03 5-09-05 6-00-01 intended use of this component. ,1 ,' T T i' '' NOTE:Design assumes moisture content does 1212 not exceed 19% at time of manufacture. 6.00 I/ M-4x6 6.00 Design conforms to main windforce-resisting 4.0= system and components and cladding criteria. 4 IN, Wind: 110 mph, h=3Oft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load uration factor=1.6 3 M-3x6(S) M-3x6(S) ` r �� M-3x8 r- M-1.5x4 1/k. . A ' , • M-4x4 1 +. v� ,M-1.5x4 0 cp co M,_ *.'9 10 11 12 13 8c* o M-4x6 M-3x8 M18HS-3x18(S) M-5x6 M18HS-3x18(S) y y ), ), 5 ), y 9-01-06 y8-11-10 7-,10 7-08-04 7-11-04 y 12-00 10-00 19-06-08 y 41-06-08py,,.J .n PROp JOB NAME: J-1428 STONE BRIDGE - E3 Sale: 0.1502 ` visit , u,.�� " * I ma 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 � %' *(,11, Truss: E3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the �1 truss designer or truss engineer. ''-9 ' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / „ t✓ rivit4 „ 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 ,.u. :` "..f ,� .. s. DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). e DATE: 1/9/2013 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 + "'" 6 s "" e q 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. b� dio SEQ. : 5403606 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, 'rj( i" a !CAV + design loads be appfied to any component. and are for"dry condition"of use. r�At �7V -" 1 f 91� 6.Design assumes full bearing at all supports shown.Shim or wedge if `^ ri°410NAL ^ TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1 10 V rs /{r t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j pt }tf ("' j3tiit 1. 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( I y A.A.' !'+i` i'$ 11111111111111111111111111111111111111111 TPek U A in BCSI,copies of which will r furnished upon request. y lines unciae sizwithe of plate oint in center 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) 13:Millagillial IIIIIIIIIIIIIII This design prepared from computer input by- PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 41'- 3.5" TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX 9) 109309 FORCES 4W57176=1130 1- 2=( •99 444 11-12=(-378) -12= -157) 176 13- 4=(-530) 216 BC: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1390 444 11-12=(-378) 1092 10- 2= -1599) 475 7-14= 0) 216 WEBS: 2x4 KDDF STAND 3- 4=( -972 377 12-13=(-248) 498 2-11=I -15) 173 8- 9=(-390) 284 LOADING 4- 5=( -969) 376 13.14=(-236) 253 11- 3=( 0) 252 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -44) 318 14- 9=(-235) 255 3.12=( -563) 189 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -41) 333 12- 4=( 0) 460 TOTAL LOAD = 42.0 PSF 7. 8=( -329) 240 12- 5=( -43) 507 LETINS: 0-00-00 2-00-00 8- 9=( -24) 35 5-13=(•1479 474 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 13- 6=( -359) 164 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -171/ 1421V -243/ 232H 5.50" 2.27 KDDF ( 625) 28'- 11.8" -232/ 2239V 0/ OH 5.50° 3.35 KDDF ( 625) 41'- 3.5' -81/ 385V -243/ 232H 5.50" 0.62 KDDF ( 625) ICOND. 2: Design checked for net/-5 oaf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.051" @ 11'- 11.9" Allowed = 1.415° MAX TL DEFL = -0.075° @ 11'- 11.9" Allowed = 1.886" MAX LL DEFL = 0.013° @ 39'- 7.7" Allowed = 0.581" 18-01 23-02-08 MAX TL DEFL = 0.013" @ 39'- 7.7" Allowed = 0.775" I I I MAX HORIZ. LL DEFL = 0.025" @ 40'- 10.0" 9-01-11 8 11-05 8-11-05 14-03-03 .11 MAX HORIZ. TL DEFL = 0.035" @ 40'- 10.0' 6-02-01 54-09 6-00-05 5-10-15 4-11-13 6-04-13 4-01-08 1-09-d7 This truss does not include any time dependent T '( T T 1 'r deformation for long term loading (creep) in the 12 12 total load deflection. The building designer 6.00 I/ HM-4x4 ' 1 6.00 shall verify that this parameter fits with the intended use of this component. 4.0" 4 '{`r NOTE:Design assumes moisture content does .4444 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting - M-2.5x s M -3x6 system and components and cladding criteria. M-3x6 S Wind: 110 mph, h=2Oft, 7COL=4.2,BCDL=6.0, ASCE 7-05, ( ) M-3X6(5) inteEnclrriorr zone,2loadpdurationRfactor=1.6 M-3x6 "" `� M-1.5x4 M-1.5x4 M-2,5x4 v 0 M-2,5x4 oco 0 Ch ** r �5 10 11 12 n, X13 1,4 9 ** o -M-4x4 M-2.5x4 M-3x8 M-3x6(S) M-3x8 M-1.5x4 M-3x8 C> M-5x6(S) y ), y y y J, y 9-01-06 y 8-11-10 , 10-10-12 6-06-09 5-09-03 y J, 10-00 11-03-08 20-00 y 41-03-08 !PROVIDE FULL BEARING;Jts:10,13,91 N. 30 --0PR0 JOB NAME: J-1428 STONE BRIDGE - E4 � yiv �� , ` Scale: 0.1516 'S frii ., tt.dip . `* 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: E4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the A* tip 2.2x4 compression web bracing must be Installed where shown+, truss designer or truss engineer. (�yyryry 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,+�: iJR-�f)'SV 4 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. {rF continuous sheathing such as plywoodaired sheathing(TC)and/or drywall BC. �,. �' DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. ( ) 24243 ' 4. Impact bodging is there)bracing required the where shownc ++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contracloc @�qy SEQ. : 5403607 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 `T STE0 .° design loads be applied to any component. and are for"dry condition"of use. fY ♦ f„ TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if a' * 4l !`/17 fabrication,handling,shipment and installation of components. necessary. 1 tY L+ _ 7.Designlaesassumesadequateonedrainageisf tuns, placed , }3 '• ' EXPRES '6/3011 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and so their center f i IIIIII IIIII IIII II II IIIII IIII IIIII IIII IIII TPI/WTCA In BCSI,copiespof which will be furnished upon request. lines9. coincide with joint centeri nes. (MiTek) � MiTek USA,Inc./CompuTrus UTrus Software 7.6.4(1 L-E 10.FFor basic connector plate platetdesign values see ESR-1311,ESR-1988 t IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 46'- 8.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2-13=(-179) 206 2- 3= -297) 297 11-12=)-393) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3=) -147, 205 13-14=(-363) 1127 4.13=( -374) 218 WEBS: 2x4 KDDF STAND 3- 4=( -203) 135 14-15=(-382) 1110 13- 5=(-1510) 395 LOADING 4- 5=( -255) 142 15-16=((-254) 505 5-14=( -16) 166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406430 16-17= -193) 256 14- 6=) 0) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -985) 3B6 17-12= -192) 258 6-15=( -576) 190 TOTAL LOAD = 42.0 PSF 7- 8=) -981) 384 15- 7=) -1) 473 LETINS: 2-00-00 2-00-00 8. 9=( -45) 317 15- 8=( -38) 514 LL = 25 PSF Ground Snow (Pg) 9-10=( -26) 332 8-16=(-1489) 481 OVERHANGS: 12.0" 0.0' 10-11=( -332) 252 16- 9v -359 164 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=( -24) 35 16-10=) -531) 188 Connector plate prefix designators: LIVE LOAD AT LOCATIONS SPECIFIED BY IRC 2009. 10.17=) 0) 217 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. - M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -89/ 351V -245/ 232H 5.50" 0.56 KDDF ( 625) 5'- 6.3" -163/ 1658V 0/ OH 5.50" 2.48 KDDF ( 625) 34'- 4.3" -237/ 2247V 0/ OH 5.50" 3.37 KDDF ( 625) 46'- 8.0" -82/ 386V -245/ 232H 5.50" 0.62 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.013" @ 1'- 8.4° Allowed = 0.227" MAX TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.303" 23-02-08 MAX LL DEFL = -0.051" @ 17'- 4.4" Allowed = 1.433" 23-05-08 MAX TL DEFL = -0.074" @ 17'- 4.4" Allowed = 1.911" T MAX LL DEFL = 0.013" @ 45'- 0.2" Allowed = 0.581" 14-06-03 8-11-05 8-11-05 14-03-03 MAX TL DEFL = 0.014" @ 45'- 0.2" Allowed = 0.775" 1-10(3-08-05� 6-00-05 5-16-09 6-00-05 5-10-15 4-11-13 6-04-13 �4-01-08k ) MAX HORIZ. LL DEFL = 0.026" @ 46'- 2.5" 1-09-07 MAX HORIZ. TL DEFL = 0.037' @ 46'- 2.5" 1 21 2 This truss does not include any time dependent M-4x4 MI6"o0 6.00 I/ deformation for long term loading (creep) in the 4.0" total load deflection. The building designer 7 ,"f, shall verify that this parameter fits with the °_� intended use of this component. M-2.5x4NOTE:Design assumes moisture content does M-3x6 not exceed 19% at time of manufacture. - M 3X6(S) M-3x6(5) Design conforms to main windforce-resisting M 1 5x4 system and components and cladding criteria. M-3x6 00, 0100,0000°\" Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-1"5x4 Enclosed, Cat.2 Exp.B, MWFRS, - interior zone, load duration factor=1.6 M-2"5x4 0 M-2"5x4 a + M-2.5x4 3 1 o 1 ) m ".. r a � 0 : C;) 0 2 1-113 14 15 -16 17 12 M-3x6 M-2.5x4 M-3x8 M-3x8 M-1.5x4 M-3x8 0 =M-4x4 M-3x6(S) M18HS-3x18(S) y , )' 1, y 1, y y 5-06-04 8-11-10 $-11-10 1,0-10-12 6-06-09 5-09-03 , 17-04-08 Y 10-00 19-03-08 y y 1-0046-08 'PRQVIDE FULL BEARINGkIts:2,13,16,121 *`I 'C 6', - , JOB NAME: J- 1428 STONE BRIDGE - E5 ,4. "w ip „ INf~ 0. Scale: 0.1216 li ✓, . txr '` , 141 M 1 { , WARNINGS: GENERAL NOTES,unless otherwise noted: "r�I.., 4' 'i -- 1' 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 ' )4 ' < and Warnings before construction commences. and approval is the responsibility of the building designer,not the iwor Truss: E 5 truss designer or truss engineer. P� 2.2x4 compression web bracing must be installed where shown+. 5.. Ol ' 414 2.Design assumes the top and bottom chords c be laterally braced at J... - f,,." $3 DES. BY" LJ 3.All lateral bracing resisting elementsdesigned suchydesigner as temporary or o and permanent ( (yam;`; 2'continuouso.c.and at 10'hie respectively as y unless braced throughoutnd/o their length). fs ':°, r stability must be by of complete structure. sheathing such as plywood sheathing(TC)and/or drywall(BC). ,° ? S}26 "1 « DATE: 1/9/2013 CompuT us assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ‘44) 24243 T,rr�� ' - SEQ. : 5403608 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y 4 f _u 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, ( " G`" .0,+! JO A i `+ cJ design loads be applied to any component. and are for"dry condition"of use. '�"7 V TRANS I D: 358052 5.CompuTrus has no control over and assumes no responsibility for the 6-nDecesn sary.assumes full bearing at all supports shown.Shim or wedge if ,+'Ir AAL fabrication,handling,shipment and installation of components. ry i'� � - 613011,- P P 7.Design assumes adequate drainage is provided. j I r i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / 1 d „ „"` ,,"►r, y„.F�i` ++^ TPI/W1-CA in SCSI,copies of which will be furnished upon request lines coindde with joint center lines. rr �G . 111111 IIIII 11111 11111 11111 11111 IIIII IIII IIII 9.Digits indicateionsizetplateadesign inches. MiTek USA,Inc./CompuTrus of s Software furnished L)-E 10.For basic connector values see ESR-1371,ESR-1888(MiTek)