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Plans /t.4, t'-1L- 00/6,) llOraC Sw -v-- Ok 21'-0" 1°-0 OVERALL HEELS r VERIFY ALL DIMENSIONS ' '' I I I I I II I I I II _l 1i11II1III 1 OSINIINISI �II `I \ i I ' I` I � 1 i 1 1 111 IL 1 IVNeRI I1011,110L II II1 1 o1 � LI 1/1�1 tf, I i..._ 1 1 N 101/2" °P I 1 11 AuiII 1o �1Z=14:12 i c? \ 14:12 B2 (2) co 81 11'-2" 21'-0" V‘ i-V ©Copyright CompuTrus Inc.2006 3UILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 'ROJECTTRUSS S AND TWESTLAND HOMES PLAN 3052-0 REVISION-1: DRAWINGSaFOR U_NEERED FUURTTHER WESTLAND HOMESPLACEMENT INFOR ING DESIGNER/ENGINEER FOR RECORD ' PM F UM ALAN. DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 3052-THE ASH / .G r ekEFT ESWNETO SCONNEERIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO .t y REVIEW AND APPROVE OF ALL -� I I�. C a hiP A N_'w 3E-LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �J 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. 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 TPI/VVTCA 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). es 12e R._ PROF$1W., '314: Cafr o " OREGON k'x'. r. a, ,r 77 } R. CP\v- istflLEXPIRES 12/3111 EX?iRES 6/10113 11111111111 r . a LUMBER SPECIFICATIONS TRUSS SPAN 25'- 8,0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacihx.' TC: 2x4 OF H11,BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 816BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Truss designed for wind loads in thelane of the truss only. BC LATERAL SUPPORT <= 12"OC, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF p Unbalanced live loads have been DL ON BOTTOM CHORD 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON, considered for this design. M•1x2 or equal typical at stud verticals. Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc complete specifications, 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-09-02 T 6-10-14 5-02-02 13-07 T —— — (— - -- — 6-10-14 -------------------- 12 3.00 M 5X6 12 NOTE: DESIGN ASSUMES SHEATHING2 7.00 TO ONE FACE. d- 0 CO M-3x6(S) i itS0 1 1. 0 — __ T- 4 6 M-3x6(S) )' y y y 12-00 13-08 y 1-00 25-08 y ,°30„1, A,.1,�1:- 1f- �.ft• ti`.,.,�NC�G"'g i• 'c".. JOB NAME : 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - Al 4Al f w 1 rf' ,(�1_': ,1 1, Scale; 0.3366 ! x ( } Rra.ae , WARNINGS: GENERAL NOTES,unless otherwise noted: +� 1 .� 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 + !") r ) r� Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer,not the F " �� 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. . ( , X17,d ^"„„ ,i DES. BY E E 3.All lateral It resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced al ///- 4k0'26,\74"(‘r ` 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 t K ^G rr ,.yw, ,,.,r,,r;f' >(`->v'1gl continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). _ -',ry �":. DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown r+ v r f f v v^�-t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. M.243� ,#� 3 f.J 1 .- SEQ. : 5224528 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, ,Rw+^r'' design loads be applied to any component, end ere for"tlry condition"of use. t}; TRANS I D: 342576 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 0 "IS (' ` t �+Jsr - t p'; vt .necessary.fabrication,handling,shipment and installation of components. 40Ay7.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 / / I f y 1111111111111111111111 III)VIII IIID IIII VIII ILII Ilei IIII IIII TPIn PTCA in BCSI,copies of which will be furnished upon request. Noes coincide with joint center lines, 1r j /j(G IIII 9.Digits indicate size of plate In inches. r CompuTrus,Inc.Software 7.6.3-SP2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) [, {�( and/or ESR-1311.ESR-1968(MiTek). , e..�.�..evnn*�1 ''I IIIIIIIIIIIII r r This design prepared from computer input by PACIFIC LUMBER + 1 LUMBER SPECIFICATIONS TRUSS SPAN 25'- 8.0" TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/G)F/Cq=1.00 BC: 2x4 DF M1&BTR 1- 2=( -24) 35 8- 9=(-170) 294 8- 2= 1216 457 5-12- -208 116. WEBS: 2x4 DF STAND; SPACED 24.0" O.C. ( ) ( ) 2- 3=(-3776) 980 9-10=(-853) 3645 2- 9=( -800) 3381 12- 6=( -78) 200 2x4 DF M1&BTR A; LOADING 3- 4=(-4001) 1048 10-11=(-718) 2707 3- 9=( -466) 213 6-13=(-1263) 50 2x6 OF#2 B LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-1860) 530 11.12=(-259) 1007 3-10=( -88) 283 13- 7=( -66) 161 DL ON BOTTOM CHORD = 10.0 PSF 5. 6=(•1168) 406 12.13=(-247) 807 10- 4=( -306) 1614 TC LATERAL SUPPORT <= 12'OC. 006. TOTAL LOAD = 42.0 PSF 6. 7'( -52) 70 4.11=(-1425) 449 BC LATERAL SUPPORT <= 12"0C. VON. 11- 5=( -253) 1200 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A EA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS0,- 0.0„ -208/AC1189V -78/ 147H 5.50" 0.80N OFP)14 5) Connector pla (or no prefix) REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. (1805) = CompuTrus, Inc 25'- 8.0" -169/ 1081V -78/ 147H 5.50" 1.73 OF ( 685) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICON. 2: Design checked for net(-5 5sf) 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 = -0.002" @ -1'- 0.0' Allowed = 0.113" . MAX LL DEFL = -0.251" @ 10'- 2,0" Allowed = 1.238" MAX TL DEFL = -0.422" @ 10'- 2.0" Allowed = 1.65b" MAX HORIZ. LL DEFL = 0.097" @ 25'- 4.5" MAX HORIZ. TL DEFL = 0.163" @ 25'- 4.5" This truss does not include any time dependent) deformation for long term loading (creep) in tie total load deflection. The building designer 18-09-02 shall verify that this parameter fits with the) 1 6-10-14 intended use of this component. 5-05-08 7-00-09 6-03-01 ( 4-00-02 2-10-12 Design conforms to main windforce-resisting T i' -1 T system and components and cladding criteria.' 12 12 Wind: 110 mph, h=35ft, TCDL=4,2,BCOL=6.0, ASCE 7-05, 3.00 - M-5x6 5 7,00 Enclosed, Cat.2, Exp.B, h1WfRS, interior zone, load duration factor=1.6 aP M-3x8 M-5x8(5) 4 o M-3x6 0.25" 4. "� .a r�� M 4x12 �� 6s M 1.5x4 ,e':-`-:-,''rm ° n r� < q, h. oof- 1 1"-- M-5x84.C. cp o` .° /-----/--- ' 8 M-4x12 M-4x6 e_e 1tt- M-1.5x4 72 -13 ,. �l� M-5x6 =M-4x4 r"'n ; nJ, - k. 7 lnt „- 2.00 212 .00 - } •" A , b -� i fw • 'YYl5. ss ;t ' y'12 "' , , , T . 2 ,E f'u { ,' dy b y y y y Sri5-02 5-00 4-10-04 4-10-04 5-09-08 '.„i .0 (" :' 1-00 10-02 9-08-08 5-09-08 t 701{"t S C f'rf?2:.vx ., - �..,- - J- ), - - 1 00 - -25-08 -- - JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - A2 Scale: 0.2189 �+' ± i F '' WARNINGS: 'y -1_.-,$ �'�•- F GENERAL NOTES,unless otherwise noted: 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: A2 end Warnings before construction commences. and approval is the responsibility of the building designer.not the 4 a' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer, �,.� .. DES. BY E E 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top end bottom chords to be laterally braced at ,, stability bracing must be designed by designer of complete structure. 2'o.c.and et 10'o,c.respectively unless braced throughout their length by 'S. d f '' continuous sheathingsuch est 7 " ^'• DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. plcingoerequiredwhere sheathing(TC)and/or drywall BC. t ,,Ti 3,Installation n Impact bridging or lateral bracing shown++ ( ) y >�,C. 4.Na load should beapplied to any component until after all bracing and 4.Inst l ation of truss is the responsibility of the respective contractor. , t;,tx,., .� , ,,xxt1. , SEQ. : 5224529 fasteners are complete and at no time should anyloads greater than S Design assumes trusses are to lie used in a non-corrosive environment. 9ti r f a''Ggr. •S r 9, TRANS I D: 342576 design loads be applied to any component, and are for"dry condition"of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if :'1� '.a gJ,' .I ,ivo,`..,o' fabrication,handling,shipment and Installation of components. Desesnary. �' t� r 6.This design is furnished subject to the limitations set forth by8.Plates assumes adequateon drainagehfaces iso rovis,a 111111111111111111111111111111111111 8.Plates shall be located both of truss,end placed so their center xy - TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. q 9.Digits Indicate size of plate to lines.. �j iR` 1P I r MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) P.,X IFIEm.�.r.n q" I:..w 1' IIIRII'II iris Design preparea Tram computer input Dy r r PACIFIC LUMBER , LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.0" ICOND. 2' Design checked for net(-5 6sf) uplift at 24 "oc spacing I TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24,0° O.C. Truss designed for wind loads in the plane of the truss only. TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria.', M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF I vertical members (uon). Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-06, Unbalanced live loads have been LL ='25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, considered for this design. 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. INote:Truss design requires continuous C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR laPSF LIVE LOAD. TOP bearing wall for entire span UON, ', M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-07 5-07 T 1 12 M-4x4 12 14.00 2 N14.00 Al RI NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. m 0 0 r- ar ;+• s f f- 5ta r 'a D c. ' hilh o o • r, 6, a , - 1 y1"OO y 11 02 ,J, 1 00 ,I, ?_r:.-yrs RFS � 6/' 0l t3 f. JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - B1 Scale: 0.3670T. . • i { r WARNINGS: GENERAL NOTES,unless otherwise noted: it yyy 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ) �tl�° �"f' Truss: B1 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. s '. temporary permanent 2.Design assumes the top and bottom chords to be laterally braced at f a't ','. 3.All lateral force resistingelements such as tem re and DES. BY: EE 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 "r / ,g a pP continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q 4 '' DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4) 3 3 3 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. "' a?f:C4• { ; ! t ". + SEQ. : 5224530 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. - Q.t., xS i`=: � ' .•„� design loads be applied to any component, and are for"dry condition"of use. �' TRANS I D: 3425 76 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 ,,�x - 4' fabrication,handling,shipment and installation of components. necessary. �' i t ��"L o 6.This design Is furnished subject to the limitations set forth by7•Design assumes adequate drainage is provided. tl. /v; /1 Z a' :y - I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII B Plates shall be withjoitl on both faces of truss,and placed so their center q w TPI/VViCA in SCSI,copies of which will be furnished upon request. lines coincide joint center lines. ��f MiTek USA,Inc./CompuTrus Software 7.6.3-SP2 1 L-E 10.F9.Dorits basicrcate size connecto oftdesi inches. n values see ESR-1311,ESR- (EXPI€1ES /tt• ! ( ) plate9 1988(MiTek) ..w•....,,aw.,,r"m. .. IIIIIIIIIII1 This design prepared from computer input by ' r PACIFIC LUMBER r r LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.0" IRC 2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N1&BTR SPACED 24.0" D.C. 1-2=(-132) 146 6-7=(-183) 159 6-2=(-606) 493 WEBS: 2x4 DF STAND 2-3=(-413) 295 7-8=(-170) 172 2-7=( -87) 167 LOADING 3-4=(-413) 295 7-3=( 0) 231 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-132) 146 7-4=(-100) 167 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 4-8=(-606) 493 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARRA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 650V -171/ 1848 5.50" 1.04 OF (SPECIES 62$)Connector plate prefix designators: 11'- 2.0" -103/ 650V -171/ 184H 5.50" 1.04 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. (GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc snacingj BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ -1'- 0.0° Allowed = 0.1001" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.1331" 5-07 5-07 MAX LL DEFL = 0.001" @ 12'- 2.0" Allowed = 0.1001" T T T MAX TL DEFL = -0.001" @ 12'- 2.0" Allowed = 0.1331" 12 12 MAX TC PANEL LL DEFL = -0.186" @ 2'- 10.7" Allowed = 0.515"' M 4x6 MAX TC PANEL TL DEFL = 0.071" @ 2'- 10.5" Allowed = 0.7736 14,00 V N 14.00 3 4.0" MAX HORIZ. LL DEFL = -0.001" @ 11'- 0.2" MAX HORIZ, TL DEFL = -0.001" @ 11'- 0.2" 11 ��11161k 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. 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 CD Enclosed, 2 co interior zone, load pduratiR uo onfactor=l,6 0 M-3x4 }"' i 3 T.c �` , \.: r r" .62 b' �ItC ti Oi_ asealli r t � � II.,,... T� _ -� s- 7 �.8 �� , r; � 1 -1 r.' • M-1.5x4 M-3x8 M-1.5x4 "6, cad ' "..q �• ,-, , y y ` ,.4. jQ3\ 5-05-04 y „ 5 0 8 12 - " ." ' - r ). J, 1 ao 11 02 1, y !'l l� 6/30/13 � 1-00 JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - B2 eN '., Scale: 0.3299 1A n ,� P WARNINGS: ` C, ,, GENERAL NOTES,unless otherwise noted: , -q 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 i yrl Truss: 62 and Warnings before construction commences. and approval is the responsibility of the building designer.not the - 5 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. a ii1'11 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1;'•a;. DES. BY: EE g p n p y' r• 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'.' e -h- continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ¢ DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ .%. S/4 ,F" x 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "i� � ij�t�..t �S <�j SEQ. : 5224531 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. . (}F', � r ��{'' design loads be applied to any component. and ere for"dry condition"of use. - --�^` ��, y- TRANS I D: 342576 5.CompuTrus has no control aver and assumes no responsibitty for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge if ,,lr' '!=i} nesessary r � i rr�4,�.�s."• febdcation,handl(ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,-, j f ���ppp""" 1 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 - - 111111 ,11111 11111 11111 11111 11111 ilii IIII TPI/WICA in SCSI,copies of which will be furnished upon request, MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. E.XNE}, `j { i ;,- 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) • Y .. ff IIIIIIIIIIIIIII ' r design BER prepared fromrcomputer input b' PACIFIC LUM LUMBER SPECIFICATIONS 21-00-D0 GIRDER SUPPORTING 16.08-0B FROM 10-03.08 TO 21-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 IC: 2x4 DF M186TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-270) 326 1- 9=(-264) 141 1- 2=( -173) 299 BC: 2x6 OF SS 2- 3=(-233) 441 9-10=(-265) 141 9- 3=( -135) 311 WEBS: 2x4 DF STAND; LOADING 3- 4=(-308) 773 10.11=( -88) 515 3-10=) -493) 250 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4. 5=(•227) 800 11- 7=) -85) 525 10- 4=(-1313) 384 IC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=(-941) 201 10- 5=(-1463) 186 TC LATERAL SUPPORT <= 12"OC. VON, BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0,0" TO 10'- 3.5" V 6- 7=(-152) 307 5-11=( -168) 2019 ' BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 183.9)+0L( 145.0)= 328.9 PLF 10'- 3.5" TO 21'- 0.0" V 7- 8=( -71) 86 6- 7=(•1205) 364 LETINS: 3-00-00 3-00-00 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE I LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES)I M-1.5x4 or equal at non-structural 0'- 0,0" -138/ 201V -132/ 137H 123.50" 0,32 OF ( 625)', vertical members (won). 10'- 6,0' -505/ 4055V -277/ 263H 123.50" 6,49 DF ( 625)1 Single member as shown, 21'- 0.0" -276/ 1801V 129/ 46H 5.50" 2.88 OF ( 625)1 Hangers attached to the bottom chord will have 1,5" max. nail penetration. ICOND. 2: Design checked for nett-5 ssfl uplift at 24 "oc saacintlj Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.063" @ 19'- 2.5" Allowed = 0.512 M,M20HS,M16HS, or = MiTek MT series MAX TL DEFL = 0.105" @ 19'- 2.5" Allowed = 0,683"11M16 MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0,100" 10-06 . MAX. 10-06 .. TL DEFL = -0.003" @ 22'- 0,0" Allowed = 0.133'1 T 00-033-04-09� 5-01-04 5-01-04 �3-03-132-00-15f -03-13�00-15 MAX HORIZ, LL DEFL = -0.003" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 20'- 6.5" 12 12 This truss does not include any time dependent 12 M-4x6 deformation for long term loading (creep) in the 14.00 14.00 N total load deflection. The building designer 4.0" shall verify that this parameter fits with the /- M-3x6 A M-3x6 intended use of this component. A Design conforms to main windforce-resisting system and components and cladding criteria. 1.5X4Wind: 110 mph, h=3Oft, TCOL=4.2,BCDL=6,0, ASCE 7.05,Enclosed, Cat,2, Exp,BMWFRS, interior zone, load duration factor=l,6 M-3x8 M-2,5x4 or equal at non-structural diagonal inlets,CDcp M-3X6Truss 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.M 1.5X4outlookers must be cut with care and are M-3x6permissible at inlet board areas only. M-2M-2.5x4 + Laterally brace to roof diaphragm 2x4 web brace required,.�Mr`ee�:TiPMu�I\: .1(-P : �' .E M-3x8 M-19.5x4 5x6 S M07x8 M-• 141x8 M-4x12 7 rt .t - , T „- Continuous bearing ), L 10-06 5-03 5-03 r R..' hi 0.1 21-00 1-00 Wit`'4- ,1Q <")" - ' 1w Oxer. (!f r!rz. "�y - "'� . 4w � JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - BGIRD Scale: 0, B�}.piR:..;r7 613OI� '21'.1','A p. "a.1t y A1' n 1 -,f 1 S WARNINGS: GENERAL NOTES,unless otherwise noted: xs ,A " t' 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 .'" PI", Truss: BGIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the I. g, § } 2.2x4 compression web bracing must be Installed where shown+. truss designer or truss engineer. 9 �`i 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at y ." .e DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by +r T" stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tt: DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3,2x Impact bridging or lateral bracing required where shown++ ' ). ;S < �] 4,No load should beapplied to any component untafter ll bracing and 4.Installationllof truss is the responsibility of the respective contractor. ,,,r) s.,„ ,,4'. ,TI-12''';,', -..�,,,,;,,),./,A.,-� �'y^+' SEQ. : 5224532 fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment. ,6e, ,r ,w.',;.r design loads be applied to any component and are for"dry condition"of use. ',IP ----::t.:-C1%...14 r* e TRANS I D: 342576 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 ti1,�"1 a. 't°y'r " necessary. , r. f r t.+1zF,1,+t ry`" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,n I mo)I 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 �..SJ ,ta III IIIA VIII 11111 VIII VIII 11111 III IIII TPIIWICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. .4 I t C' f i 9.Digits indicate size of plate In inches. lliwt t MiTek USA,Ino./CompuTrus Software 7.6.3-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ===.-M-= 1 ^-0+^•^^ -^ IIIIIIIIIIIIIIIr r This design prepared from computer input PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR 'TRUSS—SPAN -10- 8 5"- n BC: 2x4 DF #1&BIR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 psf) uplift at 24 oc spacin SPACED 24.0" D.C. u•(' TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads in the plane of the truss Only. BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d Clad rce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-o5y S,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL interior zone, load duration factor=l.6 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ' Gable end truss on continuous bearing wall UON, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ompr to specifics gable end detail for complete specifications. I C INOTE: OGASSUMES SHEATHING 12 7.00 , M rn '''''''':'!,["4 I'M ' ' ' 0 ask 60, :.,. s.,v„• iJ�t��.. 1IIIIIJi1 & 1r �T 3 4 Ts 'Ov 0:5,\. �d;'!r 16-08-08 y ?; i="-----"=6/7 JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - Cl L�-w` Wit ' 3, . Scale: 1/4" ,I4y ,,. , �''A\�&�` S, WARNINGS: GENERAL NOTES,unless otherwise noted: s �0� 11, 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 Ar Truss: Cl and Warnings before construction commences. and approval Is the responsibility of the building designer.not the a` j////FFFF4 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY EE 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 jr 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 DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood uirething(T ed where send/ordrywall(8C). 4 t., v. 4.No load should be applied to any component until after all bracing and 4.Installationact bofttwos ors theerespon ral bracing of the respective contractor. TRSEQ. : 5224533 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, < f 9fr ANS I D: 342576 design loads be applied to any component and are for"dry condition"of use. ) �`' g i. #� 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 '� j4y.�P'l h""�{s� ry fabrication,handling,shipment and installation of components. necessary. »h '1JlOpf '• 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. ,r f4., II VIII 11111 VIII VIII VIII VIII ILII Ill 8 Plates shall be located on both faces of truss,and placed so their center /r 4�''' v {,,,.4. TPIIWiCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. )) 9. MiTek USA,Inc./CompuTrus Software 7.fi.3-SP2(1L)-E 1p.Forits basicconnector cate size fplatete in desi inches.values see ESR-131 1,ESR-1989 MiTek � )��' /S�(` r• ,'", II IIIIIIIIIIIIII t IIThis design prepared from,computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8,5" IRC 2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-104) 68 5-6=(-124) 397 1-5=(-152) 118 3-7=(-932) 315 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-760) 196 6-7=(-224) 707 5-2=(-668) 210 7-4=(-129) 100 WEBS: 2x4 OF STAND 3-4=(-100) 143 2-6=( -12) 520 LOADING 6-3=(-229) 163 . TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES), Connector plate prefix designators: 0'- 0.0" -97/ 606V 0/ 233H 5.50" 1.29 OF ( 6250 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 16'- 8.5" -97/ 744V 0/ 233H 4.00" 1.19 OF ( 625)1 M,M2OHS,M18HS,M16 = MITek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE �CONO. 2: Design checked for net)-5 nnfj uplift at 24 "oc snacing.1 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.020" @ 11'- 2.5" Allowed = 0.7961 '( 5-06-13 I 5-08-06 l' 5-05-05 I MAX BC PANEL TL DEFL = -0.034" @ 3'- 8.3" Allowed = 0.5154 12 MAX HORIZ, LL DEFL = 0.007" @ 16'- 5.0" M-1.5x4 7.00 MAX HORIZ. TL DEFL = 0.011" @ 16'- 5.0" A- i This truss deformation dfor longoes not ltermde gi(creeme )dependentnthe loading (creep) total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. M 2.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.D, ASCE 7-05„ Enclosed, Cat.2, Exp.B, MWFRS, +� interior zone, load duration factor=1.6 End vertical(s) 1,,,:::,1 wind. co \ co M-2.5x4 �e rtF :, . ,,,.. 4M-1.5x4 V01- $„„..... viii o � r ; yN 0 4 M-2.5x4 M-2.5x4 M-3x4 �� 'f,' ---.,r., ' ,1 ), .1 8-04-04 8-04-04 };t7%� 6/30113 y y 16-08-08 1r 1� I JOB NAME: 14246- WESTLAND HOMES- PLAN 3052-0/ THE ASH - C2 Scale: 0.2795 4t WARNINGS: GENERAL NOTES,unless otherwise noted: oire - 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,e t and Warnings before construction commences. and approval is the responsibility of the building designer.not the - r Truss: C2 truss designer or truss engineer. j 2.2x4 compression web bracing must be installed where shown+. a, 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such assi temporary and permanent 2'o.c.end at 10'o.c.respectively unless braced throughout their length by "� 4A 41,''.,/' ' DES. BY: EE sterility bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(M)and/or drywall(BC). 442x13 DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown*. '�. "'�t . .OF,, 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. I `'6 "t�'�. SEQ. : 5224534 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. - ./...,%., •,^+.W,-,�. t 14. t design loads be applied to anycomponent. and are for"dry condition"of use. ,J (�y y W g PP P 6.Design assumes full bearing at ell supports shown.Shim or wedge If 0 �` 1' TRANS I D: 342576 S.CompuTrus has no control over and assumes no responsibility for the necessary. r^({�f1 J_ , , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n, ,'.6"'"'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 `n'"^"•' 11111111111111111111 TPIIWTCA in SCSI,copies of which will be famished upon request. git coincide with jointpate center che jt1 °k 1 1T $¢ 9.Digits Indicate size of plate in inches. y ....M..... = ^" MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-lege(MiTek) .-... 1