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Plans (68) 7 NI S 1 1-012—.' 00 ?6 o • r 1 1 OLIO S Lt-sa t�va --y,.., :.,,,,r 21A0' _ tj.��e `II II i 16 1 Mth, 1 1 1 . IL 11 t;1 t [ 1 ,§:bilel 1,N,141 1§11 01 I 1 1 IS CV 1 11 ' 11 1 1§ 1 4 t SSIO 0 SSS1 4 4 to I I I1jT IIIIDI r CV 9 N En . ' IS iii 3'-11 I � Iba--- Iv 7. 6:1 :1�1l6i'I7-'-,1- 1 ! -U _ _...__F-1 .MAI•' - I VERIFY PITCH 21'-0• D1 1 11'-6• ` 9-6• 21'-0 Oss 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT CALCULATIONS TO WESTLAND HOMES 06/27/12 LACEMENTONLTIONSAND __ ENGINEERED STRUCTURAL OFRECORD Pacifi umber PROJECT TITLE REVISION-1: DNFORMAT ON.BUILDINGFURTHER 14254 WESTLAND LOT 3 AND 6 DESINFORMEAL UD RESPONSIBLE FOR ALL NON-TRUSS _ PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING S 1 / WHITE OAK VILICAtE dr DESIGNER N D APPROVE OF RECORD TO & TRUSS COMPANY i T 3 AND 6 DESIGNSPRIOR T TOCONSTR CrON. IC 'ti DELIVERY LOCATION: I SCALE: REVISION-3: 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. /NNCompLirrus, inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. e 2. Design assums the top and bottom unless b acedethroughout their legth byscontinuousasheathing 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). .�v`RJ,/e-_, t2.,, . W AShu W' 4, T. � -J a- ;tit,. -,r N. e: rT 4 17778 R C P sI NA1,7. ' EXP1PES 12/31/131 [EXPIRES 6/6/10' 113 I 1 lIII1llIII11II� ... TRUSS SPAN 25'- 10.0" TC: 2x4 OF #1&BTR LUMBER 4PEFIFICATIONS LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. BC: 2x4 OF #1&BTR - TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LOADING ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00, UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. LL = 25 PSF Ground Snow (Pg) M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Connector plate prefix designators:= complete CompuTrus abl, C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 MiTek= MT series 9-04-08 II 16-05-08 , ( 12 12 M 5x6 6.00 3.00 i OQ —e N O O O Tl �T f— / / rr / / /r//r / / /t // // //r/ ///r////r////r////r//rrr/rr//r//rr/r/tr/rrr//////r///r//!///r/rrrr///rr////l//// 4 O M-2.5x4 y y y 15-10 10-00 y yy 2 5-10 w'"'^'°'"'"'-mow 2-00 ,.- rc, ,,7-ev1 P4RO `°^ , r .x 1,4 di JOB NAME : 14254 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - Al Scale: 0.3147 � + C i'r 'ti ` WARNINGS: GENERAL NOTES,unless otherwise noted: '♦I 1 �R .4. 4�� 1.Builder and erection contractor should be advised of all General Notes 1.anditrussapprdel is the adequate for the hf the igndparameters r designer,snot theown.Review (yam ` OR',/'-• �� a Truss: Al and Warnings before construction commences. truss designer or truss engineer. �� �y 2.2ti4 compression web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at '` '' E'�1' "~^y 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 ) a. f � '¢� ,�' - C and/or drywall(BC). ,)t`R - '+ DES. BY• BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood s brat d thio rpt 3 DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 ', „e".0 r e 1000 1µ ` 4.No load should be applied to any component until after all bracing and 5.Installation assumes trusses are responsibility b osled me non-he corrosive environment ] -,,, rs,57'(} A +'t J 1. . r 1 ' SEQ. : 522 5757 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if ^�-. `' ed" /99 TRANS I D: 342671 5.CompuTrus has no control over end assumes no responsibility for the egenownwereasi necessary. ? u `i ') �9j 4 .+D fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. I-' " t ' 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center jt 7/�'7 , �, VIII VIII 1111111111 III VIII IIII IIII TPI/WTCA in SCSI,capias of which will be furnished upon request. lines coincide with joint center lines. 4 /✓ mom I IIIIII VIII VIII 9.Digits indicate size of plata in inches. EXPIRES CDII CompuTrus,in EI Inc.Software 7.6.3-SP2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) p and/or ESR-1311.ESR-1988(MiTek). IIIIIIII This design prepared from computer input by IIIIII PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 25'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -44) 63 8- 9=) -161) 327 8- 2=(-1352) 590 11- 6=1 -99) 104 BC: 204 DF N1&BTR SPACED 24.0" 0.C. 2- 3=(-3696) 979 9-10=) -947) 3640 2- 9=) -756) 3297 6-12=(-182) 141 WEBS: 2x4 DF STAND; 3- 4=(-4139) 1300 10-11=(-1254) 3958 9. 3=( -458) 211 2x4 DF #1&BTR A; LOADING 4- 5=(-1586) 555 11-12=) -597) 1556 3-10=( -322) 547 2x6 OF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1695) 619 12- 7=( -583) 1521 10- 4=( -283) 1314 DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-1817) 731 4-11=(-2639) 790 TC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 11- 5=( -199) 864 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -252/ 1315V -46/ 105H 5.50" 0.89 OF (1485) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 25'- 10.0" -169/ 1095V -46/ 105H 5.50" 1,75 DF ( 625L C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180' MAX LL DEFL = -0.030" @ -2'- 0.0" Allowed 0.200" MAX TL DEFL = -0.035" @ -2'- 0.0" Allowed = O.267- MAX LL DEFL = -0.313" @ 10'- 2.8" Allowed = 1.246" MAX TL DEFL = -0.523" @ 10'- 2.8" Allowed 1.661" MAX HORIZ. LL DEFL = 0.125' @ 25'- 4.5" MAX HORIZ. TL DEFL = 0.208" @ 25'- 4.5"'. i This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 16-05-08 9-04-08 intended use of this component. f T Design conforms to mein win dforce-resisting 5-05-14 4-10-10 6-01 3-04-12 5-11-12 system and components and cladding criteria. 1212 Wind: 110 mph, h=35ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-5x6 Enclosed, Cat.2, Exp.B, MWFRS, 3.OD 7 �I6.00 interior zone, load duration factor=l.6 M-5x6 M-2,5x4 ti)j3 rZ r 111' t' (�} M 2.5x4 '!+ ,,,,,,, w3.n, M 4x12 10 =M-4x4 � 4 � C o� M 5X8 o 1 ? 1 t� `� C3 e 9 11 �' It;' v r� a ,- M-4x12 M-5x12 12 --.:7 --- VT- £Fi' M 1.5x4 M-5x6 0wt, e r'e� 0 }>"'1ap`•'+C 12 2.00 12 A:12,-.'''..,:;:-0,1-07.0,,, 12 I J' ), ), y y *- . ,i U - 5-02-06 5-00-06 6-01 3-08-09 5-09-11 1 1 ), ), J, :1�;n g,. (13%1`'. 2-00 10-02-12 9-09-04 5-10 2-00 25-10 N,3 ,�� , , f JOB NAME : 14254 WESTLAND WHIT OAK VILLAGE LOT 3 AND 6 - A2 Scale: 0.2320 , ,v- , ; WARNINGS: GENERAL NOTES,unless otherwise noted: - � 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ��/ T Truss: A2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.244 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 la be laterally braced at4444-1":"47' � "� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,, t ..Al2$3 /P DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ + 'r>`.f �'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - '.`' f."Y, a i 1 '',. s,,, SEQ. : 522 5758 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, r - ." design loads be applied to any component and are far"dry condition"of use. "�f ��te TRANS I D: 342671 5.CompuTrus hes no control over and assumes no responsibility for the 6,necessary.Dassumes full bearing at all supports shown.Shim or wedge if IONM..yi. fabrication,handling,shipment and installation of components. ' // „" p P 7.Design assumes adequate drainage is provided. ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center d 111111111111111111111ITPI/WiCA in BCSI,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. : ? t _,�„w,,,x.�a,„,,,.a 9.Digits indicate size of plate in inches. ' 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) - . r- 1VIIIIIIIIIIII LUMBER 4PDFIFICATIONS TRUSS SPAN 17'- 0.5" Ht&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF tl TC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. . LOADING0 LL( 250)+DL( 7. ) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc .. Gable end truss on continuous bearing wall UON. M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) M-1x2 or equal typical at stud vertical9. Refer to CompuTrus gable end detail for complete specifications. 12 6,00 / Al DESIGN ASSUMES SHEATHING TO ONE FACE BY OTHERS. ro m III w �.3 r N. '-/- 3 4 � ).^t Tr)%3`1\ D r :,.., y17-Oo-os w�, l JOB NAME : 14254 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - B1 Scale: 0.3602 / illrl- WARNINGS: GENERAL NOTES,unless otherwise noted: Y 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 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 7 If ya,. Truss: B truss designer or truss engineer. / •:,::'-'k ' t a 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced ati 3.All lateral force resisting elements such as temporary and permanent 2'o.n.and at 10'o.n,respectively unless braced throughout their length by y 4 x1243 �i'4,,,. DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ^.,, ,y^-` r' „✓ f, DATE: 6/27/2012 4.No load should m le eian to any should untily loads all bracing and 5.Design assumes trusses are to be used of a n non-corrosiveorrosive environment, ,moi 0.�' Y,y.,j a. SEQ. : 522575 9 fastenerso are becomplete and at no time should any loads greater than end are for"dry condition"of use. T/ iyy9 c'' dot. design(cads s applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if , , titit x, IC o Cr.. TRANS I D: 342671 5.CompuTrus has no control over and assumes no responsibility for the necessary. fr / " fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall he located on both faces of truss,and placed so their center (£ 7 �, t2 I III VIII 11111 VIII IN 1111111111 IIII IIII TPI VYTCA in BCSI,copies of which will be furnished upon requestompuTrus,Inc.Software 7.6.3-SP2(1 L)-E Fur ba lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10,For basic connector plate design values see ESR-2529(CompuTrus) - - - CESR-1311.ESR-1968(MiTek). AIMM 111111111111 I f11s uesiyn Nr-e Poi au ...u. w.„r....., „ry : PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 17' 0.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -76) 133 5-6=(-228) 810 1-5=( -135) 127 3-7=(-710) 200 BC: 2x4 DF #1&BTR SPACED 24.0" O.C, 2-3=(-825) 420 6-7=(-189) 459 5-2=(-1016) 532 7-4=(•155) 116 WEBS: 2x4 OF STAND; 3-4=(-266) 303 2-6=( -239) 148 2x4 DF H1&BTR A LOADING 6-3=( 0) 520 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <=_12'00.--UON. -- - - - - ---- -- TOTAL LOAD ----42-.0-PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0,0" -99/ 753V -189/ 318H 5.50" 1.21 DF'. ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 17'- 0.5" -112/ 805V -189/ 318H 5.50" 1.29 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. �COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.023' @ 5'- 7.4" Allowed = 0.806'- 5-06-09 5-09-13 5-08-03 MAX TL DEFL = -0.036" @ 5'- 7,4" Allowed = 1.075° '( T T MAX HORIZ. LL DEFL = 0.009" @ 16'- 9.0" MAX HORIZ. TL DEFL = 0.013" @ 16'- 9.0" M-1.5x4 This truss does not include any time dependent i deformation for long term loading (creep) in the a total load deflection. The building designer shall verify that this parameter fits with the 12 intended use of this component. 6,00 I/ Design conforms to main windforce-resisting system and components and cladding criteria, M-2.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, e interior zone, load duration factor=1.6 /Aii ! A o Ce M-2.5x4 v. M-1,5x4 \g. s ',.,., 13-- -" 1 M-3x4 M-2.5x4 M-2.5x4 -c "°,� � r 8-06-04 8-06-04r"_p i{${� `% fIT{ �s�� y 17-00-08 5 0 4,. ,,, i f° JOB NAME : 14254 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - B2 k" ',-... • Scale: 0.3000 r` �' �✓" WARNINGS: GENERAL NOTES,unless otherwise noted: �'•' ': 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �� "„ 9 and Warnings before construction commences. end approval is the responsibility of the building designer.not the Truss: 62 truss designer or truss engineer. 0'F f et 2.2x4 compression web bracing must installed where shown+, ..: 2.Design assumes the top and bottom chords to be laterally braced at §' jg:it',"` 3.All lateral force resisting elements such as temporary and permanent 2•o.c.and at 10'o.c.respectively unless braced throughout their length by / + DES. BY: BC stabilitybracingmust be designed bydesigner of complete structure. m 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -rc ,, 24.249 „r ^ DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 1y+`�f, t..9 A .rt 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. .�4- C//,‘" .,y e 1, 6• v f, SEQ. : 522 5760 fasteners are complete and at no time should anytoadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment. '^w= design loads be applied to any component. end are for"drycondition"of use. ,°l 1 :. ( TRANS I D: 342671 5.CompuTrus has no control over and assumes no responsibility for the S'Design necessary. assumes full bearing at all supports shown.Shim or wedge if 4 f w f k fabrication,handling,shipment and Installation of components. ry• P P 7.Designlaesassumesadequateonedth drainageIsof tuss,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 7 r �.. IIII VIII VIII IIII VIII IIIIIIII IIII III TPIIVYiCA in BCSI,copies of which will be furnished upon request. hoes coincide with joint center lines 8)"9" ,,. , r f / 9.Digits indicate size of plate In inches. 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) iiill IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 17'- 0.5" IRC 2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -33) 132 1-6=(-276) 1107 1-2=(-1543) 383 8-5=(-146) 116 BC: 2x4 DF SS BTR SPACED 24.0" 0.C. 2-3=(-1346) 333 6-7=(-276) 1095 6-3=( -8) 642 BC: 2x6 OF SS 3-4=) -708) 384 7-8=(-190) 568 3-7=( -627) 105 2x4 DF WEBS: 2x4 OF STAND;#2 4-5=( -266) 302 7-4=( 0) 481 8BTR A; LOADING 2x6 DF B LOADS AS GIVEN LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=( -865) 156 • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -198/ 1453V -173/ 315H 5.50" 2.32 DF',( 625) LETINS: 3-00-00 0-00-00 ADDL: BC CONC LL+DL= 813.0 LBS @ 2'- 6.8" 17'- 0.5° -125/ 873V -173/ 315H 5,50" 1.40 DF',( 625) •` Far hanger specs, - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacino.] LIVE LOAD AT LOCATIONS) SPECIFIED BY IRC 2009. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.035° @ 2'- 6.1" Allowed = 0,806 M,M20HS,M18HS,M16 = MiTek MT series 5-08-12 MAX TL CREEP DEFL = -0.169" @ 5'- 7.0" Allowed = 1.075" T 2-08-02 T 3-00-10 T 5-07 T T MAX HORIZ, LL DEFL = -0.006" @ 16'- 9.0" MAX HORIZ. TL DEFL = 0.011" @ 16'- 9.0" ------ M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 12 interior zone, load duration factor=l.6 6.00 I/ M-2.5x4 1--- 7J :t A o co M-3x4 111166k Nii %.'M- lIllhhhh4x4 V a"'' -"{4t,' , "`` „°. sitiNtio. 14 ,Kr1.1....,,...„...,,..'30R(17.---'''' M-4x12 '11' 11,1° , I . e M-2.5x4 ` '� M 1.5x4 M 2.5x4 4 JOY' 5-07 5-05-04 6-00-04 " �""° y y 17-00-08 , Q1N .01 3 AND 6 - B3 ,� 7r, JOB NAME : 14254 WESTLAND WHIT OAK VILLAGE LOTScale: 0.3004 1;Q �`1 A, /I. l''''' k r WARNINGS: GENERAL NOTES,unless otherwise noted: d 1.Builder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review vF Truss: 63 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ✓ 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. + 3.All lateral force resisting elements such as temporary and ermanent 2.Design assumes the top and bottom chords to be laterallybraced at 1`,r .' P ry P 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 2d2$A t DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ f 43 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 225761 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, '''3'1 �,`^'-:t,� V �(��' design loads be applied to any component. and are for"dry condition"of use. +.)�F-.J*'tl l:Y " TRANS I D: 342671 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 /r' ' fabrication,handling,shipment and Installation of components. p P 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /J { TPI/WiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9. EXPIRES �alir[ " I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,hie./CompuTrus Software 7.6 upon 1 L)-E 0 For basic connector elate design values see ESR-1311,ESR-1968(MiTek) 11111111111 PACIFIC LUMBER l TRUSS SPAN 3'- 6.8" IRC 2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 + TC: 58 2x4 OF #1&BTR LUMBER 4POFIFICATIONS LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(-83) 108 3-4-(-83) 79 1:4_(-109) 158 4 2 -( 115) 97 BC: 2x4 DF #1&BTR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA WEBS: 2x4 DF STAND LOADING LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 0'- 0.0" -20/ 143V -57/ 846 5.50" 0.23 (S ( IES) TOTAL BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOMCHORD LOAD = 42.0 PSF CLOAD = 10.0 PSF 3'- 6.8" -38/ 156V -57/ 846 5.50" 0.25 DF '( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "on spacinq.I Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180MAX TC PANEL LL DEFL = 0,013' @ 1'- 9.5" Allowed = '0.206" M,M206S,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. MAX TC PANEL TL DEFL = 0.012" @ 1'- 9,5" Allowed = 0.309" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -O,OOD" @ 3'- 3.2" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.2" I This truss does not include any time dependent deformation for long term loading (creep)',in the total load deflection. The building designer - shall verify that this parameter fits with the 3-06-12 f intended use of this component. T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6,00 / Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6' M-1.5x4 N c, Wra O .tom .. -SiC;J try, M-2.5;001111111111111111111111111111111111 2.5x4 r ,, �` , cm -,,, O + , .�, r kkk 5 f d kJ4' .w,: l , - 11,121113 M-1.5x4 M-2.5x4 'N`S'F+ *�"'t _: Lit+. y � . 3-06-12 IN,,„301.4 .'°"`. JOB NAME : 14254 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - B4 sale: 0.5647 t u< WARNINGS: GENERAL NOTES,unless otherwise noted: 1, ar d '1' r 1.Builder and erection contractor should be advised of all General Notes 1,and approval is the responsibility adequate equatrthe tdesign n par meters shown.not theeview Irk Truss: 64 and Warnings before construction commences. truss designer or truss engineer. Y 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at r a ,) 3.All lateral force resisting elements such as temporary and permanent 2'o.c,and et 10'o.c.respectively unless braced throughout their length by , t r c2 ,, .F, +^.a1 DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)dthroand/or dein len(BC). s, CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ f .,,,iiY "`�J '� DACTE: 6/27/2012 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. ''z r-✓+'t, -""*.4.57V-",4?' S E Q. : 5225762 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and are for"dry condition"of use. ��.r)`•ip''i 1. f design loads be noopn to anyand component 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 342671 5.CompuTrus has control over and assumes no responsibility for the necessary. (f' R fabdcation,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. f 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center f}�✓ l +=+ TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. f t "` IIIIII VIII VIII 3111111111111111111 III VIII IIIA VIII IIII III 9 Figits indicate eine ai plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIIIIIIIIIIIIII PACIFIC LUMBER . 3-11-00 GIRDER SUPPORTING 17-00-08 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00'. LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-48) 48 3-4=(-60) 48 1-3=(-122) 125 25 2-4=(-119) 124 TC: 2x6 DF SS BC: 2x6 OF SS LOGrIuG WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 11.0" V LOCATIONSREACTIONS -113/ACTIONS 6REACTIONS SIZE" 5 30 DSPECIES) BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 188.0)+DL( 147.9)= 335.9 PLF 0'- 0.0" TO 3'- 11.0" V 3'- 11,0" -104/ 753V -61/ 61H 4.00" 1.20 DF''( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Hangers attached to the bottom clord REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18o BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP MAX BC PANEL LL DEFL = -0,011" @ 2'- 0.4" Allowed = '0.150" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADDSS AACCT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.021" @ 2'- 0 4" Allowed = I0.200" Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.000" @ 0'- 3.5" , ( = eprefix) = riesuTrus, Inc MAX HORIZ. LL DEFL = 0.000° @ 0'- 3.5" M,M2OHS,M18HS,M16 = MiTek MT series This truss does not include any time dependent deformation for long term loading (creep)'in the_ 3-11 TORPIEV: MARK TOP CHORD I T total load deflection. The building designer shall verify that this parameter fits with the INSTALLATION.TO PREVENT IMPROPER intended use of this component. M-1.5X4 M-2.5x4 Design conforms to main windforce-resisting 1 2 -/ system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, II interior zone, load duration factor=1,6 II N cm O p O N N CI + I ,Y '7,+:1 ,,t/.rix '.7111 t:.4.N'ty, '"• . of Z4 ' 1 1 ,"�- ** 3 M-4x8 M-2x10 ' c....1/4\4"6,,, r r \-der J, y L F4€�§ Es(3�3,.,t 1 3-11 6. 3011A. � w r� JOB NAME : 14254 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - Cl Scale: 0.6947 • ` !' I' `"�� -` ., a"A ;, • WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review + 4 end Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: C 1truss designer or truss engineer. 7*' 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �% 3.All lateral force resisting elements such as temporary and permanent2'o.c.and et 10'o.c.respectively unless braced throughout their length by DES. BY BC stability brat ng must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 24?49 �7 47 DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown** 'I' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. >' �;�f � ,(14'tr, SEQ. : 5 2257 63 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, v.' :1r P ; 7,. ,... and are for'dry condition"of use. .„F yIA'�,�,,, design loads be no on to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 TRANS I D: 342671 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,Pi'// 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /` VIII IIII VIII VIII VIII VIII VIII IIII IIII TPIARrCA in BCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1 L)-E lines coincide with joint center lines. t �: 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII . LUMBER 4PEFIFICATIONS TRUSS SPAN 9'- 6.0" LOAD DURATION INCREASE = 1.15 TC: 2x4 IF #1&BTR SPACED 2x4 IF M1&BTR 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UONLOADING BC LATERAL SUPPORT <= 12'OC. UON LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. considered for this design. LL = 25 PSF Ground Snow (Pg) M-1x2 or equal typical at stud verticals.l, Refer to equal rus gable end detail for Connector plate prefix designators:= Cvcomplete CompuTrus specifications. C,CN,C18,CN18S (16 no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ... 4-09 4-09 '( 1 12 - 12 6.00 6.00 I/ M-4x4 DESIGN ASSUMES SHEATHING TO ONE FACE BY OTHERS. o o r i //////////////////////////////////////////7///////////////////////////////6 4 9-06 1-06 c'+ S'r r ** .� �t,.4.4: f�Q�y)1 1 t. .tl° BLyufy"-M'M - WHIT OAK VILLAGE LOT 3 AND 6 - D1 4 - � , " JOB NAME : 14254 WESTLAND `` '' ` �`` '� "`` Scale: 0,6042 \ z . ,I nko, i".,''l; WARNINGS: GENERAL NOTES,unless otherwise noted: 1" ,,�,,,,�,,,,n - 1.Builder and erection contractor should be advised of aII General Notes 1.This truss design is adequate for the design parameters shown.Review • ,f, �,. . ,,,,. and Warnings before construction commences. end approval is the responsibility of the building designer,not the - • + '�:x Truss: D 1truss designer or truss engineer. r f {[; 61.30!1?, 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the tap and bottom chords to be laterally braced at x J ... 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY' BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). q i •S?$3 DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ctive contractor. •J f I {r '. R" 1,9>f . 4.No loads elc b applied to any time should until after all bracing and 4.Installation of truss is the 5.Design assumes trusses are ta be used Inof the a nonce osive environment, 4. NN---...'"*--- -"' -�'' SEQ. : 5225764 fasteners are complete and at no time should any loads greater than end are far"dry condition"of use. design Tu s has no cion to any r and assumes 8.Design assumes full bearing at all supports shown.Shim or wedge if ) '`S{f,�f�±J`LL �.� TRANS I D: 342671 5.CompuTrus no control over and assumes no responsibility for the necessary. 4 r i( A' ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitahons set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXpIR IRVIII 11111 1111111111111 III VIII VIII VIII IIII VIII TPIIWTCA In BCSI,copies of which will be furnished upon request CompuTrus,Inc.Software 7.6.3-SP2(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 10.aFor nd/orsESR-1311toE5Rt19t18(MiTek).values see ESR-2529(CompuTrus) This design prepared from computer input by 11111141This LUMBER IRC 2009 MAX MEMBER FORCES 4WRIGOF/Qq=1.00 TRUSS SPAN 21'- 0.0' 1- 2=( -55) 76 8- 9M( -85) E89 2-E 8=(-301) F243/C 12- 6=(-299) 242 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-155) 170 8-19=(--85) 133 8- 8=(-3O1) 241 TC: 2x4 OF N1&BTR SPACED 24.0" O.C. 3- 3=(-406) 176 19-11=( -17)4133 3- 3=(-640) 301 BC: 2x4 OF II1&BTR 4- 5=(-111) 252 11-12=) -59) 74 9- 4=( -46) 423 WEBS: 2x4 DF STAND LOADING 5- 6=(•106) 170 4-11=(-621) 277 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( -55) 76 14- 5=(-625) 213 TC LATERAL SUPPORT <= 12'OC, ION. DL ON BOTTOM CHORD = 10.0 PSF 5-15=(-365) 23 8C LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0` LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -108/ 712V -9/ 131H 5.50" 1.14 OF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 0,5" 0/ 49V -95/ 59H 143.50" 0.08 OF ( 6254 13'- 9,7" -146/ 965V -64/ 72H 143,50" 1.54 OF ( 625) considered dered for this design, BOTTOM CHORD CHECKED FOR 10PSF Unbalanced live have dealt LIVE LOAD. TOP 21'- 0.0' -61/ 419V -27/ 78H 143.50" 0.67 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefixnef = Cos:C (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc Spacing.) M,M2OCS,M1B S (16 = MiTek prefix) s CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180. - M,M20HS,M18HS,M16 = MT series MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150° MAX TL DEFL = -0.010' @ -1'- 6.0" Allowed =1 0.200" MAX LL DEFL = -0.013" @ 5'- 2.2" Allowed = 0.429" 10-06 MAX LL DEFL =MAX TL DEFL = -0.010 " @ 22'- 6.0° Allowed =I 0.200" 10-06 MAX BC PANEL TL DEFL = -0.023" @ 3'- 2,5" Allowed =' 0.429" 5-04-09 5-'04-09 5-01 O7 5-01 07 t2 MAX HORIZ. TL DEFL = 0,006" @ 20'- 8.5 12 M-4x6 \16.00 6.001/ This truss does not include any time dependent 4.0" deformation for long term loading (creep) in the 4 '-'f M-3x6 NOTE: TRUSS NOT SYMMETRICAL M-3x6 total load deflection. The building designer ORIENTATION AS SHOWN. 0.di shall verify that this parameter fits with the *O intended use of this component. M-1.5x4 ,M-1.5x4 Design conforms to main windforce-resisting M-3X6 system and components and cladding criteria" M-3x6 M-2.5X4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, M-2.5x4 Enclosed, Cat.2, Exp.B, MWFRS, M-3x6- 0 M-3X6- interior zone, load duration factor=l.6 All11111111111"-M-1.5x4 '''' M-2.5x4orequnonstructuraldiagonal inlets. M-1.5x4 �� 0..,, �+ M 3X6 Truss designed for 4x2 outlookers. 2x4 let-ins 110111111111116 + of the same size and grade as structural top M-3X6 .� M 1.5X4 chord. Insure tight fit at each end of let-In. M 1.5x4 outlookers must be cut with care and are x oo permissible at inlet board areas only. o o / A� __ .iii.i„,„,.i ilii.iii.„,„,iiii�i.ii�.ii..iii„„,,„„,,,.ii r u '-- 6-'', t'""",,..,°"4 i t- {Vf ~3. r .ii..ii..�ii iii iii ii.iiii 12 .:;',,‹-z. ,.rss,-'aw'• tZ�i '4�y B �M 2.5X4 M 4x6 19 M 4x6 M-3x6 ,r-.1P,f,r4` f F z I M-3x6(S) ), )' ky 7-02-05 1-11-11 4-07-11 7-02-05 y 13-00 ' `'4,)' 6.. b h y dxr 6 0o y y ° , , y 1 06 y 21 00 1-06 .'-,4 .3t}=' ' 142Ei4 WESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - El Scale: 0.2685 +.y� N W k 10 4 JOB NAME , • �, . WARNINGS: GENERAL NOTES,unless otherwise noted: - 1.Builder and erection contractor should be advised of all General Notes 1.andiapproval desgn is s adequate ib for the y hf tdesigndar parametersieshown. }.RReview + y, '. and Warnings before construction commences. truss designer or truss engineer. Truss: El ,,f 2.2xll compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced of 3.All lateral force resisting elements such as temporary and permanenty c.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BC stability bracing must be designed by designer of complete structure. C and/or d wall BC g p continuous sheathing such as plywood s brae d th ) ry ( ) DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 9, .. • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibi(ty of the respective contractor. ;243 SEQ. : 5 225765 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �''�p . . - and ere for"dry condition"of use. "r design loads bes appliedcto any component 6.Design assumes full bearing at all supports shown.Shim or wedge if " �lr � i-.+c TRANS I D: 342671 5.CompuTrus has no control over and assumes no responsibility for the necessary. j"/ Lr fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. I`^ ;a T- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 17 i- 111 pi 1111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide w th joint center lines /i 9.Digits indicate size of plate In inches. 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) (n i /-2.7 This design prepared from computer input by 111111111This LUMBER y IRC 2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 LUMBER SPECIFICATIONS 20-10-08 GIRDER SUPPORTING 17-00-08 FROM 4-00-00 TO 20-10-08 1 2=( 6917) 972 0 6=(-AX2) E 1- S=(•4WR/ 972 4- 8=( -166) 1691 TC: 2x6 DF SS 20-10-08 GIRDER SUPPORTING 3-06-12 FROM 0-00-00 TO 3-06-00 2- 2=(-6917) 634 1-6- 6=(-792) 57105675 - 2=( -269)1 2428 4- 5=(-6238)-1 8771 BC: 2x4 OF SIANTR LOADS AS GIVEN LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4=(-4496) 635 7- 8=(-717) 5162 2- 7=(-1975) 285 WEBS: 2x4 OF STAND; LOADING 4- 5=(-6238) 877 8- 5=(-719) 5187 7- 3=( -430) 3615 2x4 DF #1&BTR A 7- 4=(-1388) 204 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 10.5" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 47.9)= 20.0 PLF 4'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SIPECIES) BC UNIF LL( 188,0)+DL( 147.9)= 335.9 PLF 4'- 0.0" TO 20'- 10.5" V -1231 123H 5.50° 6.91 DF ( 625) Single member as shown. BC UNIF LL( 19.5)+DL( 13.3)= , 32.8 PLF 0'- 0.0" TO 3'- 6.0" V p'. 0.0" -5961 4318V20'- 10.5" -596/ 438V -123/ 123H 5.50" 6.93 DF ( 625) Hangers attached tothe bottom chord C CONC LL+DL= 1453.0 LBS @ 3'- 11.0" will have 1..5" max. ADDL: B nail penetration. 'COND. 2: Design checked for net(-5 psfl uplift at 24 hoc spacinc�� Connector plate prefix designators: LIMITEDQUISTORAGE BCS NOT APPLY DUE TO THE SPATIALIVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18620HS, (or no prefix) 0 CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. MAX LL DEFL = -0.073" @ 10'- 4.5" Allowed 0.998" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.214" @ 10'• 4.5" Allowed =' 1.331' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0,033" @ 20'- 5.0 - MAX HORIZ. TL DEFL = 0.066" @ 20'- 5.0"', 10-06 +2x4 web brace required. Laterally brace to roof diaphragm. 10-04-08 5-01 Design conforms to main windforce-resifting 4-11-08 5 05 5 05 T T system and components and cladding criteria. ( T 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 -4x 6.00 Enclosed, Cat.2, Exp.B, MRS, 6.00/ M 12 interior zone, load duration factor=1.6 4.0" 3 i 6.9" M-5x10 \ M-4x12 M-1.5X4as M-1.5X4 E N, ,,,;0::;,-`0`.�.. �`�+$�"� 16. iiiiiiiiiiiiiiik_ N� _ ILII On,..,, a.,R i{(j 4� ....r IImm��II -'o h'%.;.:'-,/i J Mill 8 ll Ei 1111 0,7=4 o� 1.�� 6 7 8 5 .I r- M 8x10 MHS-7x10(S) M-4x12 M-10x12 " OR7 , 1.! . - M 10x12 M 4x12 1 4,«;,F Jr'-''',1 '' �1453{k 1, y y \'',":„(:::,,,,,..,,:;`-a---, , *.. - 4C`�''°.4`- Y 5-05 5-01 , "... v y 4-11-08 5 05 1, ,.z. .x. ....7a ; yy 13-10-08 7-00 X;�i1Z y y ,1‘ 20-10-08 .., JOB NAME: 14254 WTiESTLAND - WHIT OAK VILLAGE LOT 3 AND 6 - E-GIRPale: 0.2952 It., '"1A, WARNINGS: GENERAL NOTES,unless otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notes 1.Thishoptruss desl ign is adequate for the hf tdesig kn parameters g designer.own.the Review 41,,�P gddd yr Truss: E G I R D and compress before we b acing mut bonstruction commences. atruss designer or truss engineer. ' / . : 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o.c.end at 1g'o.c.respectively unless braced throughout their length by „fi " 2"?4' .d xW DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� l'!t DATE: 6/27/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ (.SCF .a r .r kV 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. xr •M-.. y' 5.Design assumes trusses are to be used in a non-corrosive environment, le'S .,,,'- ., SEQ. : 5225766 fasteners are complete and et no time should any loads greater than and are for"dry condition"of use, s:/ s t�7t'S .- design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if )'.I ' TRANS I D: 342671 5.Comp tion,has no control over and assumes no responsibility for the necessary. . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , ,.art ' 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 �W coincide with joint IIIIII Mil VIII VIII VIII VIII Ell TPI/k CA in SCSI,copies or h will7.furnished upon request 9 lines b indicate sizeofalte i design ignhes ,--_ f MiTek USA,Inc./CompuTrus Software 7.6.3-SP2(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek)