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Plans (2) B i„,. /1rt S r--,1:o t S-- 00)-67 .?-73 Sw `v S1 S7— • ... 18'-01/2" R F I • .•' 24"LAYOUT .15'-6" 24"LAYOUT NO V 9 2015 '�.,_ .. ,r'...411 rv1Q ��_ r/r t��10:1 000 .. .W 7:12 74 . !✓ir •11:1•001.1 is .m 1C'� o 0 ,. ; , : : , 00Iar e -:.VAULTED 1 . T a ! II 9 I I .ik . . - dpill, ■ , . , ,_ ! , , . , , ..,. " : , , , 2 ' ! ; • :12 J < i 1� ,. 1in.!iw :Aiiik . h,.. — - - 1ialI - - - - . : !_ ! ! , dcli .21 . 1 , 1 li DOUBLE TRUSS BENEATH DORMER WALL GARAGE RIGHT 12'-0" 1.8'-0" 20'-0" 50'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/19/13 PLACENT ONLY.REFER TO TRUSStCALCULATIONS AND PROJECT TITLE: REVISION-I: ENGINEEREDSTRUCTURAL IN2776-ADL DUBLINDDRAWINGS DESIGNER/ENGINEER OFRECER paumber INFORMATION.BUILDING AWINGFORAL OF RECORD PLAN: DRAWN BY: LARRY M. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2776ADL DUBLIN AN / A-DL DESIGNER/ENGINEER OF RECORD TO & TRUSS ' REVIEW AND APPROVE OF ALL COMPANY DELI: RY LOCATION: SCALE REVISION 3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' VI designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. i w r R 18'-01/2" y 24"LAYOUT - 15'-6" 24"LAYOUT t ./.. . „ . . . . . : AIP Vr7 . . . 7; \ '�... z Z • . 3 3 3 3 3 ;V./ - (1 1 3 3 3 3 U ///1-j/- ;' LT. y m > o • PI3 1 , ,� N Bo e - I T i I , I I . ,j _ 1 4 I' CO 7112 3 . . . ' c.:, „ „ . , „ :„.. L - „ , • , , , 6: N N I• Q IY • • ' -GIRD 2 : �K 2 �1► , ,__ GIRD:..=_-. •=— i�il Il® I ' , iv 6:12 F2 (2' 6:12 11 �'I 02 (2)6:12 6:1 L. 1 ,- DOUBLE TRUSS BENEATH DORMER WALL GARAGE LEFT [. 20'-0” 18'-0" 12'-0" — ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/19/13 NLY.REFER TO TRUSS CALACEMENTCULATIONS AND ENGINEERED STRUCTURAL PROJECT 776-ATITLE: REVISION-1: DRAWINGS FOR ALFURTHER paw, umber 2776 ADL DUBLIN _ DESIGNER/ENGINEERUOFDRECORD PLAN: DRAWN BY: LARRY M. REVISION-2: RESPONSIBLE FOR AL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING _ 2776ADL DUBLIN A'l1Akl N / A-DL DESIGNER/ENGINEER OF RECORD TO TRUSS U S«� _ REVIEW AND APPROVE OF AL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' 1 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. { 4.0 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by 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 connector plate design values see ESR-1311, ESR-1988(MiTek). 19 JO!14r .., `��GO PROpp, s. �,, ;• 04, c‹ • �G1 ail YY. ` l •i OR` N rs' (-) �G r tiger zeas � G. ao rmeb•SFYj A.J Ot��r� S/aNALL:14 fi° r;,//61'//3 Wig//, ... : '' EXPIRES 6/30116 III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0' 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF H1&BTR SPACED 24.0' O.C. 9 g system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHDRD = 32.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, ** For hanger specs. - See approved plans TOTAL LDAD = 42.0 PSF interior zone, load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) Connectorplate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. g REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M,M2OHS,M18HS,M16 = MiTek MT series complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19-05 19-05 12-11-07 6-05-09 6-05-09 12-11-07 12 IIM-4x4 12 7.00 V 3 Q 7.00 IIF! M-3x6(S) 1 M-3x6(S) 0 44. lill0 I/i I11 4 0 o ,,.........................,.w ..,..,.................,,, �,.,, ,,,. ................... �....,amu......,,....,.,............ ............ ............!y.. ............, ..................,,,..,...., ,,,,.-..w..................................... Ar o o M-3x6(5) M-3x6(5) o M-3x4 M-3x4 - y y y 15-04-12 8-00-08 15-04-12 y y 1' 2-00 38-10 JOB NAME : LENNAR 2776-ADL DUBLIN - Al Scale: 0.2141 T1r WARNINGS: GENERAL NOTES,unless otherwise noted: A�V`ROFCC`5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual „..-<<,P - / Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper \ Cj1NF �� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes the top and bottom chords to be laterally braced at �! �/ ww DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'o.c.respectively unless braced throughout their length by f r, Lr lS-s continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- -' DATE• 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5767238 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in anon-conosive environment, ORf C SN 1 design loads be applied to any component. and are for"dry condition”of use: ,r V 9��:"� TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if G r` fabrication,handling,shipment and installation of components. Designne . � Q •,C Y 26. - - ~ : 7. btesassumes adequate one hdrainage is provided. `, 9 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center 4 Cj I III I NII gal SII I III III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O A t O�� t InL 9. Digits indicate size 691 plate in inches. 11, J /z/0,.//3 MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 1o.For basic connectorplate design va.Iiies see ESR-1311,ESR-1988(MiTek) G -- EXPIRES 301i5 1111111 IIThis design prepared from computer input by , '' " PACIFIC LUMBER-BC a t ; r + LUMBER SFtCIFICATIORS TRUSS SPAN 38'- 10.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 4 TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=( -69) 114 2- 9=(-292) 1071 3- 9=) -343) 177 BC: 2x4 DF N18BTR SPACED 24.0' O.C. 2- 3=(-1356) 437 9-10=(-237) 615 9- 4=( -82) 641 WEBS: 2n4 DF STAND 3- 4=(-1225) 325 10-11=(-221) 58 4-10=( -688) 289 LOADING 4- 5=( -600) 209 11.12=(-256) 41 10- 5=( -195) 1075 TO LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( .197) 571 12- 8=(-247) 287 5-11=(-1428) 472 BC LATERAL SUPPORT 0= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( -304) 117 11- 6=( -708) 306 TOTAL LOAD = 42.0 PSF 7- 8=) -426) 216 6.12=) -143) 680 OVERHANGS: 24.0' 0.0' 12- 7=( -375) 231 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M1BHS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -173/ 1184V -279/ 279H 5.50" 1.89 DF ( 625) •' For hanger specs. - See approvedplans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 23'- 5.2" -257/ 2391V 0/ OH 5.5D' 3.82 DF ( 625) 9 p 38'- 10.0" -67/ 442V -279/ 279H 5.5D' 0.71 DF ( 625) [COND. 2: Design checked for net(-5 osf) uplift at 24 'cc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L118D MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -D.051' @ 7'- 11.2' Allowed = 1.137' MAX TL CREEP DEFL = -0.096' @ 7'- 11.2' Allowed = 1.517' MAX TL CREEP DEFL = -0,030' @ 32'- 1.5' Allowed = 0.981' MAX TC PANEL LL DEFL = -0.016' @ 35'- 5.9' Allowed = 0.477' MAX HORIZ. LL DEFL = 0.012' @ 3B'- 4.5" 19-05 19-05 MAX HORIZ. TL DEFL = 0.017' @ 38'- 4.5' s T T 6-09-06 6 03 13 6-03-13 6-03-13 6-03-13 6-09-06 Design conforms to main windforce-resisting system and components and cladding criteria. / 12 12 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, 7.00 / M-4x6 "--,J7 00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, 4.0" Truss designed for wind loads 5 4c,' in the plane of the truss only. M-5x8(5) \ M-5x6(S) 0.25" 0.25" � Y �• M-1.5x3 M-1.5x3 Of\ Lo ;'' In O 0 ✓ i'l d v 9 10 i 12 8•" o o M-3x4 M-3x4 0.25" .25 M-3x4 M-3x4 0 M-5x6(S) M-5x8(b) J., l- i y 1, 7-11-03 7-05-09 8-00-08 7-05-09 7-11-03 y y 2-00 !,PROVIDE FULL_BE_ARINGts:2,11,8! 38-10 JOB NAME : LENNAR 2776-ADL DUBLIN - A2 Scale: 0.1552 • WARNINGS: GENERAL NOTES,unless otherwise noted. f<Ft.O PROrFs 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �\ s/0 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper `�" �_\(j1N4t... 2 2.204 compression web bracing must be installed where shown i incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced atli DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by1 • "- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - / V• DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0• C C O 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 76 72 39 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, OR,p N design loads be applied to any component. and are for-dry condition"of use. db TRANS I D: 387254 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 iC/ "' fabrication.handling,shipment and installation of components. necessary. • �- 26.1 s 7.Design assumes adequate drainage is provided. /- f� 6.This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center G4) as III I I •i)i I III III III l II TPIA!TCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. A. 1 ON B. Digits indicate size of plate in inches. J MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MTek) EXPIRES 613011 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M16BTR LOAD DURATION INCREASE = 1.15 1.2=(-995) 613 1-5=(-208) 776 2-5=(-273) 168 BC: 2x4 DF M16BTR SPACED 24.0' O.C. 2.3=(-777) 457 5-6=(-181) 419 5.3=( -12) 517 WEBS: 2x4 DF STAND; 3-4=(•318) 325 3.6=(-658) 205 2x4 DF 0116BTR A LOADING 6.4=(-151) 129 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -95/ 723V -238/ 323H 5.50' 1.16 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 16'- 3.0" -116/ 755V -238/ 323H 5.50' 1.21 DF ( 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 ICOND. 2: Design checked for net1-5 psf) uplift at 24 'oc Soacing.l 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 = -0.019' @ 5'- 6.7' Allowed = 0.767' 5-07-09 5-02 5-05-08 MAX TL CREEP DEFL = -0.038' @ 5'- 6.7' Allowed = 1.022' '1' '( l' T MAX HORIZ. LL DEFL = 0.008' @ 15'- 11.5' 12 MAX HORIZ. TL DEFL = 0.012' @ 15'- 11.5' M-1.5x3 7.00 L.,' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0 A o ..- CIO M-1.5x3 rA D o IIIIIIIIIIIIIIdhhlhllillk-- rn 1- 5 c M-3x4 M-3x4 M-3x4 y 1, ; 8-04-05 7-10-11 y y 16-03 JOB NAME: LENNAR 2776-ADL DUBLIN - A3 Scale: 0.2947 4° C1n �` WARNINGS: GENERAL NOTES,unless otherwise noted: ,`(L°PROPtrss�O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,G1NEF, 2 . incorporation of component is the responsibility of the building designer. !� 2.2x4 compression web bracing must be installed where shown+. <Ij `+./ 2. Design assumes the top and bottom chords to be laterally braced at 3.Ais thei esp temporary the toct insure.Astability duringmconstruction acc2'o.c.and at 10'o.c.respectively unless braced throughout their length by �• DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f ' , e DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. dor SED. : 5767240 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, OR' C S N co design loads be applied to any component. and are for'dry condition'of use. ✓ TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full Dearing at all supports shown.Shim or wedge if Q 4.0",_ Y 1Q Z necessary. "'1 26. 4', fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 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 �O a� VIII I CJI'VIII III I I{� II IIII IIII TPI/WMA in BCSI,copies of which will be furnished upon request. it coincide with joint ate in clines. /4 J Q� I,ii ill 9. Digits indicate size kJ plate in lines.. ;7 �U,/�J MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 1 D.For basic connector'date design va>,res see ESR-1311,ESR-1988(MiTek) EXPIRES 613015 c IIIIIIIIIIIIIIThis design prepared from computer input by + PACIFIC LUMBER-BC t ,l 4 (- rr LUMBER SPECIFICATIONS TRUSS SPAN 16'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4282) 606 1-5=(-538) 3260 5-2=( 0) 206 7-4=(-814) 220 BC: 2x4 DF N1&BTR SPACED 24.0' O.C. 2-3=(-2476) 358 5-6=(-540) 3258 2-6=(-1632) 256 WEBS: 2x4 DF STAND; 3-4=( -544) 278 6-7=(-356) 1702 6-3=) -76) 1178 2x4 DF #1&BTR A LOADING 3-7=(-2740) 380 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -424/ 3069V -238/ 3238 5.50' 4.91 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 16'- 3.0' -438/ 3008V -238/ 3238 5.50' 4.81 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ADDL: TC UNIF LL+DL= 290.0 PLF 0'- 0.0' TO 16'- 3.0' V M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at'-(;] MAX LL DEFL = 0.024' @ 5'- 8.4" Allowed = 0.767" 8° oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.118° @ 5'- 7.5' Allowed = 1.022" 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.011' @ 15'- 11.5' MAX HORIZ. TL DEFL = 0.027' @ 15'- 11.5' 5-09-05 5-02 5-03-12 T f f 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 I,- M-1 .5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, -/ Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. -M-4x4 �o 0 E. °' Ac. %M-4x4 ale ' U, .A111114 0 1'' 5 6 '-'7 -/ o M-3x6 M-1.5x3 M-3x4 =M-4x4 1- 1- 1' /- 5-07-09 5-00-04 5-07-04 16-03 JOB NAME : LENNAR 2776-ADL DUBLIN - A4 Scale: 0.2697 WARNINGS: GENERAL NOTES,unless otherwise noted- (-A,_O PROi . .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper \5 GINE 02 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V� '% �• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J 1 !!- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .- - 1. DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ ' �' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. _ SEQ. : 5 767241 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, OR'C e N qb I / design loads be applied to any component. and are for"dry condition"of use. -'�- ✓ � TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beanng at all supports shown.Shim or wedge ifn (/ fabrication,handling,shipment and installation of components. Designecessary. ` Q 4'26."- U 7. laesassumes adequate one both drainage is truss,a G� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,end placed so their center � �s IN 1I II 110 I 11 1111 I 11 I II TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O q- 1 O�a /�/�//2 g. Digits indicate size of plate in inches. •J MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6130115 _ IA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 9.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4146) 588 1-5=(-522) 3152 5-2=( 0) 200 7-4=(-792) 214 BC: 2x4 DF H1&BTR SPACED 24.0' O.C. 2-3=(-2400) 348 5-6=(-522) 3150 2-6=(-1770) 248 WEBS: 2x4 DF STAND; 3-4=1 -528) 270 6-7=(-346) 1648 6-3=( -74) 1142 2x4 OF H1&BTR A LOADING 3-7=(-2658) 368 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -412/ 2984V -231/ 314H 5.50" 4.77 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 15'- 9.5" -425/ 2922V -231/ 314H 5.50" 4.68 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ADDL: TC UNIF LL+DL= 290.0 PLF 0'- 0.0° TO 15'- 9.5" V M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) Jr ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = 0.022' @ 5'- 6.6° Allowed = 0.744° 8' oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.110' @ 5'- 6.6° Allowed = 0.992° / 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �XVX\ 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.011° @ 15'- 6.0' 5-07-07 5-00-02 5-01-14 MAX HORIZ. TL DEFL = 0.025° @ 15'- 6.0' '1' T '( ' Design conforms to main windforce-resisting u-) 12 system and components and cladding criteria. 7.00 / M-1.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. --M-4x4 %M-4x4 coQ' IA •' A `o 0 im 0 �� m ee 01'= 5 6 -.7 o 'M-4x4 M-1.5x3 M-3x4 =M-4x4 5-05-11 4-10-06 5-05-06 f r 15-09-08 JOB NAME: LENNAR 2776-ADL DUBLIN - A4X Scale: 0.2810 r -^ ` _ -- �4' .PROF�Css/. WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A4X and Warnings before construction commences. building component.Applicability of design parameters and proper !,�� (j1 NF;( 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (<1. ' ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ft' ybt, DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l `-- .e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -' ��V �/ DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5767242 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, - - OR- eS N ! l TRANS I D: 387254 design loads be applied to any component. and are for"dry condition"of use. \ V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge if O G�1, �Oj : .� necessary. 26, V ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 9G - -- 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 . 40 aS ' II I I1111 I I II I ill I I III TPIM?CA in BCSI,copies of which will be famished upon request. lines coincide with joint center fines. _ 9.Digits indicate size!!plate in inches. A J CAA' a/203 MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector.;fate design va7,ies see ESR-1311,ESR-1988(MiTek) EXPIRES _ 613Q1 5 . 11E4 This design prepared from computer input by t A PACIFIC LUMBER-BC t 4 } 1 LUMBER SrilCIFICATIOts TRUSS SPAN 15'- 9.5' IRC 2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1806) 360 1.5=(-277) 1382 5-2=( 0) 209 7-4=(-322) 149 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2-3=(-1039) 305 5-6=(-278) 1380 2-6=( -774) 110 WEBS: 2x4 DF STAND; 3.4=( -336) 286 6.7=(-218) 722 6-3=( 0) 577 2x4 DF #1&BTR A LOADING 3-7=(-1163) 163 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -181/ 1308V -231/ 314H 5.50' 2.09 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 15'- 9.5' -199/ 1281V -231/ 314H 5.50' 2.05 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ADDL: TC UNIF LL+DL= 80.0 PLF 0'- 0.0' TO 15'- 9.5' V M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •R For hanger specs. - See approved plans REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020' @ 5'- 6.6' Allowed = 0.744' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.089' @ 5'- 5.7' Allowed = 0.992' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.010' @ 15'- 6.0' 5-07-07 5-00-02 5-01-14 MAX HORIZ. TL DEFL = 0.022' @ 15'- 6.0' i T T T Design conforms to main windforce-resisting 12 M 15x4 system and components and cladding criteria. . 7.00�/ Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, I Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. %M-4x4 A o ---41-4x4 �' in .41111111111111 11111111111„1:0 a1 s gal o" 1-= 5 6 7 c M-4x4 M-1.5x3 M-3x4 M-3x4 y l y l 5-05-11 4-10-06 5-05-06 y J, 15-09-08 JOB NAME: LENNAR 2776-ADL DUBLIN - A5 scale: 0.2810 pn WARNINGS: GENERAL NOTES,unless otherwise noted: ��PRdFFsrs 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' �O Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper CO �GIN�F incorporation of component is the responsibility of the buildingdesigner. _ 2.2x4 compression web bracing must be installed where shown+, P Po P Y 9 IIJ 2.Design assumes the top and bottom chords to be laterally braced at A 3.Additional temporary bracing to insure stability during construction 2'o c.and at 1 D'o.c.respectively unless braced throughout their length by ( • is DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). k l��'" DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5 767243 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are lv be used in a non-corrosive environment, • OR#.4N co design loads be applied to any component. and are for'dry condaion"of use. v TRANS I D: 387254 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 O . 19m necessary. �f 7 fabrication,handling,shipment and installation of components. 7,Desgn assumes adequate drainage is provided. l� 26. t��. B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 4 _`J IIII VIII VIII I IIII VIII VIII IIII IIII TPIM TCA in SCSI copies of which will be furnished upon request. lines coincidewith joint center lines. D A J ora 12/�/r2 9. Digits indicate size of plate in inches. MiTek USA,Inc./Com puTruS Software 7.6.5-SP2(1 L)-E 1 B.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES 6/30/1 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 7.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -69) 114 2- 7=(-246) 1245 3- 7=(-336) 175 BC: 2x4 DF 818BTR SPACED 24.0' O.C. 2- 3=(-1562) 642 7- 8=(-236) 798 7- 4=( -68) 629 WEBS: 2x4 DF STAND; 3- 4=(-1429) 531 8- 9=(-220) 235 4. 8=(-683) 278 2x4 DF X18BTR A LOADING 4- 5=( -813) 426 8- 5=(-183) 1084 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -275) 288 5- 9=(-968) 210 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-205) 202 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -182/ 1291V -279/ 373H 5.50' 2.07 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 22'- 7.0' -127/ 1169V -279/ 373H 5.50' 1.87 DF ( 625) 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. ICOND. 2: Design checked for net(-5,psf) uplift at 24 'oc soacing.I JT 2: Heel to plate corner = 3.75' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '+ For hanger specs. - She-apprevsd--plana 19-05 3-02 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.041' @ -2'- 0.0' Allowed = 0.267' 6-09-06 6-03-13 6-03-13 3-02 MAX LL DEFL = -0,053' @ 7'- 11.2' Allowed = 1,083' - T - '1' T MAX TL CREEP DEFL = -0.101' @ 7'- 11.2' Allowed = 1.444' 12 12 MAX HORIZ. LL DEFL = 0.014' @ 22'- 3.5' 7.00 M-4x6 Q 7.00 MAX HORIZ. TL DEFL = 0.021' @ 22'- 3.5' 5 4 Design conforms to main windforce-resisting II system and components and cladding criteria.Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, ia.-1.5x3 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, Truss designed for wind loads M-5x8(5) in the plane of the truss only. 0. -a00 M-1.5x3A c of 0 ,AIIIIIIAlk0 a �� o M-3x6 M-3x4 0.25' - 8 M-3x49 �f WEDGE REQUIRED AT HEEL(S). M-5x6(5) y y J, y 7-11-03 7-05-09 7-02-04 ; ), y 2-00 22-07 JOB NAME: LENNAR 2776-ADL DUBLIN - A6 Scale: 0.2264 WARNINGS: GENERAL NOTES,unless otherwise noted: A<f j)PRO/ , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �\ s/C Truss: A6 and Warnings before construction commences. building component.Applicability of design parameters and proper \ •`GiN 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /tom �` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by I le continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �I1' " DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , ' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. I SEQ. : 5767244 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, :7413 design loads be applied to any component. and are for'dry condition"of use. � TRANS I D: 387254 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 O (/ U= fabrication,handling,shipment and Installation of components. necessary.7.Design assumes adequate drainage Is truss,a 98.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 L4) � ` IIIIISII II I IIIIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9. Digits indicate size et plate in inches. /3//11/3 MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1L)-E 10.For basic connector plate design valves see ESR-1311,ESR-1988(MiTek) EXPIRES 6/301 II III IIIThis design prepared from computer input by t F PACIFIC LUMBER-BCe. t R LUMBER SO1CIFICATIOIZS TRUSS SPAN 38'- 10.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -69) 114 2- 9=(-694) 2552 3- 9=(-287) 169 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-3110) 913 9-10=(-614) 2164 9- 4=( -59) 556 WEBS: 2x4 DF STAND 3- 4=(-2962) 796 10-11=(-468) 1623 4.10=(-651) 279 LOADING 4- 5=(-2405) 699 11.12=(-621) 2165 10- 5=(-187) 1045 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2406) 702 12- 8=(-742) 2556 5.11=(-199) 1046 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2965) 843 11- 6=(-652) 291 TOTAL LOAD = 42.0 PSF 7- 8=(-3112) 948 6-12=(-110) 560 OVERHANGS: 24.0' 0.0' 12- 7=(-290) 203 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -274/ 2115V -279/ 279H 5.50' 3.38 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 10.0' -223/ 1878V -279/ 279H 5.50' 3.00 DF ( 625) JT 2: Heel to plate corner = 3.50' JT 8: Heel to plate corner = 1.00' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.041' @ -2'- 0.0' Allowed = 0.267° MAX LL DEFL = -0.163' @ 23'- 5.2' Allowed = 1.896' MAX TL CREEP DEFL = -0.287' @ 23'- 5.2' Allowed = 2.528° MAX HORIZ. LL DEFL = 0.071' @ 38'- 4.5' MAX HORIZ. TL DEFL = 0.106' @ 38'- 4.5° 19-05 19-05 T f f Design conforms to main windforce-resisting 6-09-06 6-03-13 6-03-13 6-03-13 6-03-13 6-09-06 system and components and cladding criteria. f T T T '' T T Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 7.00 / M-4x6 7.00 interior zone, load duration factor=1.6, Truss designed for wind loads 5 4.0" in the plane of the truss only. M-5x8(S) \%T. M 5x8(S) 0.25" 0.25" 4,/ /T. 4'! Vp M-1.5x3 ,M-1.5x3 in 0 0 . , M .:,.....•.:,.....•12 8** ' o 9 10 0 o M-4x6 M-3x4 .25" 0.251 M-3x4 M-3x8o WEDGE REQUIRED AT HEEL(S). M-5X8(S) M-5x8(S) 1 y y y 1, 1, y y 7-11-03 7-05-09 8-00-08 7-05-09 7-11-03 y 2-00 38-10 JOB NAME : LENNAR 2776-ADL DUBLIN - A7 Scale: 0.1677 O n WARNINGS: GENERAL NOTES,unless otherwise noted: ( 'G0 r„orp :6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� s/ Truss: A7 and Warnings before construction commences. building component.Applicability of design parameters and proper \) ac tNrC . -4 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �!J DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). - ��/t DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*0 ' 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. : 5767245 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^R design loads be applied to any component and are for"dry condition"of use. y`JR' Q .$3 ._ TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (/ necessary. 1' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `O'9G .... 6' G4\ 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 / -s OM1 II III IIII I IIII VIII VIII I II IIII TPWVECA in BCSI,copies of which will be furnished upon request git coincide with jointain nche. - a�a !Z�!rr��3 9.Digits indicate size of plate in inches. MiTek USA,InC./CorrnpuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES 6130115 II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -73) 101 2-6=(-94) 352 6-3=(0) 223 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-476) 205 6-4=(-94) 352 WEBS: 2x4 DF STAND 3-4=(-476) 205 LOADING 4-5=) -73) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -105/ 648V -80/ 80H 5.50" 1.04 DF ( 625) M-1.5x4 or equal at non-structural 10'- 0.0" -105/ 648V -80/ 80H 5.50" 1.04 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.036" @ 12'- 0.0" Allowed = 0.200° MAX TL DEFL = -0.041" @ 12'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.026" @ 2'- 6.7" Allowed = 0.321" MAX TC PANEL TL DEFL = 0.026" @ 2'- 8.7° Allowed = 0.482" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 5-00 5-00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 12 12 shall verify that this parameter fits with the 6.001/ IIM-4x4 Q 6.00 intended use of this component. 3 4.0' Design conforms to main windforce-resisting system and components and cladding criteria. I I - Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 1.1" Truss designed for wind loads in the plane of the truss only. 1,3 M ElO� O C3 2� 6 �4 -/O M-3x4 M-1.5x3 M-3x4 y ), 5-00 5-00 2-00 10-00 2-00 JOB NAME : LENNAR 2776-ADL DUBLIN - B1 Scale: 0.4625 `4�p PROF,css,. WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� /o Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,''GiNFF.- `•t 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 s^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t lit DES. BY• MJ 2'o c.and at 10'o.c.respectively unless braced throughout their length by / r. /._ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ----.-� ri" DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown= ' ' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ( " SEQ. : 5767246 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, ," OR! SN r f design loads be applied to any component, and are for"dry condition"of use. ,t �. (I' TRANS I D: 387254 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 fabrication,handling,shipment and installation of components. Dnecessary. o�rrff �' 7.Design assumes adequate drainage is provided. °C .' C,-.26.1 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 4 4 J ' . III I II 11111111 IIIT {�I I I I I III TPI/VVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q R J��\ > IT!1i� 9. Digits indicate size rar plate in inches. a f ZOO MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector gate design vakes see ESR-1311,ESR-1988(MiTek) '� EXPIRES 6/30! '5 IIIIIIIIIIIIIIThis design prepared from computer input by ! O. PACIFIC LUMBER-BC ftj ^! ?1' If LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -' IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -73) 101 2-6=(-94) 352 6-3=(0) 223 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-476) 205 6-4=(-94) 352 WEBS: 2x4 DF STAND 3-4=(-476) 205 LOADING 4-5=( -73) 101 TC LATERAL SUPPORT 4= 12"DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -105/ 648V -80/ 80H 5.50° 1.04 DF ( 625) Connector plate prefix designators: 10'- 0.0' -105/ 648V -80/ 80H 5.50° 1.04 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2DHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.041' @ -2'- 0.0° Allowed = 0.267° MAX LL DEFL = -0.036' @ 12'- 0.0' Allowed = 0.200° MAX TL DEFL = -0.041' @ 12'- 0.0' Allowed = 0.267° MAX TC PANEL LL DEFL = -0.028° @ 2'- 6.7' Allowed = 0.321° MAX TC PANEL TL DEFL = 0.026" @ 2'- 8.7° Allowed = 0.482" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 5-00 5-00 This truss does not include any time dependent T f f deformation for long term loading (creep) in the total load deflection. The building designer 12 12 shall verify that this parameter fits with the 6.001- HM-4x4 6.00 intended use of this component. 3 4.0" Design conforms to main windforce-resisting �^ system and components and cladding criteria. I I Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 1.1 Truss designed for wind loads in the plane of the truss only. CD CD o� o p� 2� " 6 4 �o M-3x4 M-1.5x3 M-3x4 J. ,k J' 5-00 5-00 y ), J. 2-00 10-00 2-00 JOB NAME : LENNAR 2776-ADL DUBLIN - B2 Scale: 0.4625 `� Gp PROFSS,. WARNINGS: GENERAL NOTES,unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� • Truss: B2 and Warnings before construction commences, building component.Applicability of design parameters and proper .'G1NE' . - ,k", 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. U • " 2.Design assumes the top and bottom chords to be laterally braced at J `,t_/��. 3 Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 1 l� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 V 1DATE• 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+♦ 6 ' 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 SEQ. : 5767247 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, OR' e•N co ! I design loads be applied to any component. and are for"dry condition"of use. •1 \. ✓ TRANS I D: 387254 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 O C 1q, :' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r26, . (�V 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II III I III I 111111 I I II III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O�.J otic /a/W/3 9.Digits indicate size of plate in inches. - -, MiTek USA,Inc./CompuTrus Software 7.6.5-S P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6130115 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-481) 291 1-4=(-193) 358 4-2=(0) 223 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-481) 291 4-3=(-193) 358 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 420V -60/ 60H 5.50" 0.67 DF ( 625) Connector plate prefix designators: 10'- 0.0" -58/ 420V -60/ 60H 5.50" 0.67 DF ( 625) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.009' @ 7'- 3.3' Allowed = 0.321' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.028' @ 2'- 8.7" Allowed = 0.482' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003' @ 9'- 6.5' 5-00 5-00 MAX HORIZ. TL DEFL = 0.004' @ 9'- 6.5' T f fThis truss does not include any time dependent 12 12 deformation for long term loading (creep) in the I/ \ 6.00 I 6.00 total load deflection. The building designer shall verify that this parameter fits with the IIM-4x4 intended use of this component. 4.0" Design conforms to main windforce-resisting 2��....,( system and components and cladding criteria. 111Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 1 o co O 1►t 4 ��3 Co M-3x4 M-1.5x3 M-3x4 y y y 5-00 5-00 J, y 10-00 JOB NAME : LENNAR 2776-ADL DUBLIN - B3 Scale: 0.5512 �'g -D PRO/ ., WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - -. Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper \O _ GIN�[� qt 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ;'�` `• '. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •' <U DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,:',51..1/1' DATE: 12/2 0/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' r 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r --- SEQ. : 5767248 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, t S N co .r / design loads be applied to any component. and are for'dry condition"of use. - O 4",C R 1�� TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / necessary. 4' fabrication,handling,shipment and installation of components. 26 U 7.Platen assumesadequateone draifae isprovided.truss, a. 'Q -._-- C� 6.This design is furnished subject to the limitations sal(oda by 8.Plates shall be located on both faces of truss,and placed so their center / J III I MINIM II I I I II I III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �R r O�a /2/n'`/� I Jit, e.Digits indicate size R,f plate in inch*. •1 !J�/ MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1L)-E 10.For basic connector date design varies see ESR-1311,ESR-1088(MTek) - EYPlRES 61301.5 II II This design prepared from computer input by PACIFIC LUMBER-BC ., N- . LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -- TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1892) 1368 1-6=(-1109) 1565 2-6=(-238) 261 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1567) 981 6-7=( -527) 849 6-3=(-482) 875 WEBS: 2x4 DF STAND 3-4=(-1567) 981 7-5=(-1109) 1565 3-7=(-482) 875 LOADING 4-5=(-1892) 1368 7-4=(-238) 261 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOU BOG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -95/ 6B9V -173/ 173H 5.50' 1.10 DF ( 625) 16'- 5.0" -95/ 690V -173/ 1736 5.50' 1.10 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL late ref ix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector C8,CN18 (or no prefix) = CompuTrus, Inc rOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.) ,CN,CM,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.131' @ 7'- 2.5' Allowed = 0.775" MAX TL CREEP DEFL = -0.203" @ 9'- 2.5" Allowed = 1.033" 8-02-08 8-02-08 T f - MAX HORIZ. LL DEFL = -0.187' @ 15'- 11.5' 4-02-07 3-10-10 4-01-08 4-02-07 MAX HORIZ. TL DEFL = 0.209" @ 15'- 11.5' T T T T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-5x6 10.00 V .N 10.00 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 35 0 " Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Pli Truss designed for wind loads in the plane of the truss only. II M-1.5x3 /I �rif '\ M-1.5x3 7 4 1111111110rw'M-L6 M-5x6 ..I lol iiiiI` M-3x6 ,000, 7.00 M-3x6 CO CO 7.00 12 1** **5 0 0 0 WEDGE REQUIRED AT HEEL(S), 7-02-08 2-00 7-02-08 J., y 16-05 JOB NAME : LENNAR 2776-ADL DUBLIN - Cl Scale: 0.3083 p..._ WARNINGS: GENERAL NOTES,unless otherwise noted '`,Fs1 "`OFFSS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper \, '',.\-‘. 0rgE' ,. °I, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - `•-" 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes the top and bottom chords to be laterally braced at / �-/ �/ \ �. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by �' / . .-4 '' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- �/t' DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.20 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. _ I SEQ. : 5767249 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, �1R e•N ea design loads be applied to any component. and are for"dry condition"of use. y`JRA f TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge ifG r t' , fabrication,handling,shipment and installation of components. necessary. ' (.3 •' 26.1 U• ' 7.Design assumes adequate drainage is provided. 9 -' -.. [�� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 40 \.s 11111 1I1 11111 1I I 1 I I I I III TPI/V)/TCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines � 1 O�` -/�/�//2 9.Digits indicate size of plate in inches. - J / MlTek USA,Inc./CompuTrus Software 7.6.5-S P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6/30115 111114 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1892) 1368 1-6=(-1109) 1565 2-6=(-238) 261 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-1567) 981 6-7=( -527) 849 6-3=(-4B2) 875 WEBS: 2x4 DF STAND 3-4=(-1567) 981 7-5=(-1129) 1565 3-7=(-482) 875 LOADING 4-5=(-1892) 1368 7-4=(-23B) 261 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -95/ 689V -173/ 173H 5.50" 1.10 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 16'- 5.0" -95/ 690V -173/ 173H 5.50" 1.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.131" @ 7'- 2.5" Allowed = 0.775" 8-02-08 8-02-08 MAX TL CREEP DEFL = -0.203" @ 9'- 2.5" Allowed = 1.033" T 1' f MAX HORIZ. LL DEFL = -0.187" @ 15'- 11.5" 4-02-07 3-10-10 4-01-08 4-02-07 MAX HORIZ. TL DEFL = 0.209" @ 15'- 11.5' Design conforms to main windforce-resisting 12 M-5x6 12 system and components and cladding criteria. 10.00 7 N 10.00 3 5,0" Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ..". Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, a� Truss designed for wind loads in the plane of the truss only. 111111111111h M-1.5 x 3 pig-��p M-1.5x3 6 7 M-5x6 M-5x6 1111111114 ,P1111111111.11 M-3x6 , 4444 M 3x6 co r o t =i1 "1 5** 0 0 ..---1 7.00 7.00 h,, 12 12 J' y > y 7-02-08 2-00 7-02-08 16-05 WEDGE REQUIRED AT HEEL(S). JOB NAME : LENNAR 2776-ADL DUBLIN - C2 Scale: 0.3136 WARNINGS: GENERAL NOTES,unless otherwise noted. %t3 PROfiycss.,- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �1A� Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper • GINE-4,- OY 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. I tJ '40 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `` DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f r. .-!!-t continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •-- ' DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -- SEQ. : 5767250 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, --,-`\ ORf e IN •r / design loads be applied to any component. and are for"dry condition"of use. ,'+ TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q • 4.26:\ 26.1C V= fabrication,handling,shipment and installation of components. necessary. Y _ 7.Design assumes adequate drainage is provided. '-,9L .- -- f�� 6.This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center J • III I illi I III 1 I II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O A. 1�N:, /Z/�//3 9. Digits indicate size urn plate in inchep. J MITek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector plate design valves see EOR-1311,ESR-1988(MiTek) EXPIRES 6a 1 Q 5 } IIIIIIIIIIIIII a a This design prepared from computer input by 0 PACIFIC LUMBER-BC ; 0 ! F t LUMBER SPECIFICATIONS 23-08-00 GIRDER SUPPORTING 15-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -68) 114 2- 8=(-764) 5080 8- 3=1 -188) 2064 12- 7=(-150) 54 BC: 2x6 DF SS 2- 3=(-6066) 832 8- 9=(-760) 5044 3- 9=(-2202) 288 WEBS: 2x4 OF STAND; LOADING 3- 4=(-3840) 534 9-10=(-550) 3138 9- 4=( -338) 3260 2x4 DF tf1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-1418) 212 10-11=(-278) 212 4-10=(-3188) 434 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 23'- 8.0' V 5- 6=(-1340) 188 11-12=(-276) 210 10- 5=( -84) 1010 TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 168.8)+DL( 134.8)= 303.5 PLF 0'- 0.0' TO 23'- 8.0' V 6- 7=( -228) 204 10- 6=( -492) 3182 BC LATERAL SUPPORT <= 12'0C. UON. 6-11=(-3628) 522 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS: 24.0' 0.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been ._,.,. 0'- 0.0' -640/ 45564 -277/ 364H 5.50' 7.29 DF ( 625) considered for this design. ( 2 ) complete trusses required. 22'- 10.7' -704/ 5100V 0/ OH 5.50' 7.64 DF ( 625) Join together 2 ply with 16d Common nails staggered at 23'- 8.0' -682/ 134V -277/ 364H 5.50' 0.21 DF ( 625) Connector plate prefix designators: 9' oc in 1 row(s) throughout 2x4 top chords, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9' oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.} M,M2OHS,M18HS,M16 = MiTek MT series 9' oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.009' @ -2'- 0.0' Allowed = 0.200' 19-05 4-03 MAX TL CREEP DEFL = -0.011' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.081' @ 12'- 11.4' Allowed = 1.106' 7-00-13 6-02-01 6-02-01 3 04 0 11AX TL CREEP DEFL = -0.189' @ 12'- 11.4' Allowed = 1.475' MAXYAX BC PANEL LL DEFL = 0.000' @ 23'- 2.2' Allowed = 0.014' '( '( 1 T T T MAX BC PANEL TL DEFL = 0.000' @ 23'- 1.9' Allowed = 0.020' 12 12 7.00[7 IIM-4x4 �17 00 MAX HORIZ. LL DEFL = 0.019' @ 22'- 10.7' 4.0" MAX HORIZ. TL DEFL = 0.032' @ 22'- 10.7' 5 45( Design conforms to main windforce-resisting 44 system and components and cladding criteria. 6X8 Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, M-1.5x4 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ c�41 -, Truss designed for wind loads M-3x8 in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM /^ + 2X4 WEB BRACE REQUIRED. M-5x6(S) 11 0.25" o 11AllA N �v O 0y M-5x10 111 o ii in v Y` Sit -/ o 8 9 10 ---'12 o M-3x6 0.25" M-5x8 M-3x6 M-7x8(S) M-3x6 y y y ), ), J' 6-11-01 6-00-05 6-05-09 3-05-120-09-04 1. ), y 2-00 PROVIDE FULL BEARING;Jts:2.11,121 23-08 JOB NAME: LENNAR 2776-ADL DUBLIN - D-GIRD Scale: 0.1997 . WARNINGS: GENERAL NOTES, unless otherwise noted: c�.G0 PRO 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� s/0 Truss: D-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper c� �,_yGINE - . 2 , 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. -f7j ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at %A DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 15'o.c.respectively unless braced throughout their length by P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��', DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IP'4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • SEQ. : 5767251 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. OR j f7 N oa design loads be applied to any component. and are for"dry condition"of use. v TRANS I D: 387254 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 O G� 1� necessary. 26. U ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,G . . 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 4 S III III I IIII II III II I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O/.�- J ora 9.Digits indicate size of plate in inches. '_ MiTek USA,Ioc./Com uTrus Software+7.6.6 1 L-E 10.For basic connector ate design values see ESR-1311,ESR-1988 Inc./CompuTrus ( ) pl rl (MiTek) EXPIRES 613 /1 1111E0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-07-00 GIRDER SUPPORTING 15-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 1/16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -68) 114 2- 7=(-758) 4978 7- 3=( -188) 2066 6-10=(-3906) 534 BC: 2x6 DF SS 2- 3=(-5946) 818 7- B=(-754) 4940 3- 8=(-2208) 290 WEBS: 2x4 DF STAND; LOADING 3- 4=(-3714) 518 8- 9=(-544) 3030 8- 4=( -336) 3254 2x4 DF N16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-1298) 198 9-10=(-278) 228 4- 9=(-3182) 434 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 7.0' V 5- 6=(-1224) 170 9- 5=( -84) 930 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 168.8)+DL( 134.8)= 303.5 PLF 0'- 0.0' TO 22'- 7.0' V 9- 6=( -514) 3354 BC LATERAL SUPPORT <= 12'0C. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -632/ 4492V -277/ 375H 5.50' 7.19 DF ( 625) Connector plate prefix designators: _..,,, 22'- 7.0' -562/ 4168V -277/ 375H 5.50' 6.67 of ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,U20HS,M18H6,M16 = Mijek MT series Join together 2 ply with 16d Common nails staggered at 9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I 9' oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.009' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.010' @ -2'- 0.0' Allowed = 0.267' 19-05 3-02 MAX LL DEFL = -0.078' @ 12'- 11.4' Allowed = 1.083' T T T MAX TL CREEP DEFL = -0.181' @ 6'- 11.1' Allowed = 1.444' 7-00-13 6-02-01 6-02-01 3-02 T f >( f - MAX HORIZ. LL DEFL = 0.019' @ 22'- 5.2' 12 12 MAX HORIZ. TL DEFL = 0.031' @ 22'- 5.2' 7.00 IIM-4x4 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5Wind: 110 mph, h=15ft, TCOL=4.2 BCDL=6.0, ASCE 7-05, aB Enclosed, Cat.2, Exp.B, YWFRS, M-7x8 interior zone, load duration factor=1.6, Truss designed for wind loads 411.11 in the plane of the truss only. IA + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. IIII M-5x6(S0.2o # o- M-5x10 IIII ,ir „...01 fiNIJIIIMMIlii.11 =111.1" :716m 7 8 9 --'10 o M-3x6 0.25" M-6x8 M-3x4 M-7x8(S) l ), y i' 6-11-01 6-00-05 6-05-09 3-02 y ) y 2-00 22-07 JOB NAME: LENNAR 2776-ADL DUBLIN - E-GIRD Scale: 0.2137 WARNINGS: GENERAL NOTES, unless otherwise noted: • <CL`��PROF/-6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �L' s/ Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ,AGINE- .. n2 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 'I. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f!1 `V i DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by In is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). - 1 V " DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 41, SEQ. : 5767252 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, - ^^ • N�1 • design loads be applied to any component. and are for"dry condition'of use. ,'--Z7/ OR 6 bd'J ' TRANS I D: 387254 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 l/ fa fabrication,handling,shipment and installation of components. necessary. - O 'r 26 r ' U 7.Design assumes adequate drainage is provided. 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 vf� �C> 11111111111111111111111111111111111111 III VIII ILII VIII VIII' 11 VIII III IIII TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincideidtwith joint center lines. A• 1 rt� Imp 9. Digits indicate size af plate in inches. J V MiTek USA,Inc./CompuTrus Software 7.6.5-8P2(1 L)E 10.For basic connector plate design valves see ESR-1311,ESR-1988(MiTek) EXPIRES 6/30/ 5 II III This design prepared from computer input by PACIFIC LUMBER-BC t ,f. LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' ''. TC: 2x4 DF til&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF N1&BTR SPACED 24.0" 0.C. 9 g system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 110 mph, TCDL=4.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 110lmph, h=25ft,Cat.2, TCEx = MWFRS, ON BOTTOM CHORD = 10.0 PSF Eninterior zone, loaddurationfactor=l.6, Connector plate prefix designators:= Com TOTAL LOAD = 42.0 PSF Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 9 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-00 10-00 1 1' 12 iFM-4x4 12 6.00 3 Q 6.00 I rh 4 CO CD 0 /////////l//////l////7/l//////////1////////////!/l///////////!//////////////////////////////////////l//////////////11/////////////////////////////l/l////7/ O O O M-3x4 M-3x4 2-00 20-00 2-00 JOB NAME : LENNAR 2776-ADL DUBLIN - Fl Scale: 0.3653 <C. PROfiEC6ZS1 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � ,-- OA� Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 1 'GINe 4, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ; �� 2.Design assumes the top and bottom chords to be laterally braced at w DES. BY MJ 3.Additional temporary bracing to insure stability during construction 2'o c.and at 10'o.c.respectively unless braced throughout then length by /• / r. I -�/0,. • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• 1 ' 4. Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. j- SEQ. : 5767253 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, : OR'C/N co ! j design loads be applied to any component. and are for"dry condition"of use. .1 y TRANS I D: 387254 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 _,‘ ce, ,�g necessary. 1'26 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -."IG, `. __. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 1111 I III II I II 111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with'flet center lines. Q�•J��a /�/�//3 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) EXPIRES 6/30115 , • II11 III design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -73) 101 2-7=(-461) 1148 3-7=(-364) 198 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-1362) 598 7-6=(-522) 1149 7-4.1 -78) 592 WEBS: 2x4 DF STAND 3-4=(-1011) 376 7-5=(-367) 267 LOADING 4-5=(-1011) 381 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1363) 641 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -166/ 1083V -127/ 107H 3.50" 1.73 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -113/ 840V -127/ 107H 3.50" 1.34 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.040" @ 10'- 0.0" Allowed = 0.971" MAX TL DEFL = -0.064" @ 10'- 0.0" Allowed = 1.294" MAX HORIZ. LL DEFL = -0.018° @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.028" @ 19'- 8.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 10-00 10-00 intended use of this component. "1 T '' Design conforms to main windforce-resisting 5-03-04 4-08-12 4-08-12 5-03-04 system and components and cladding criteria. 12 12 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 6.00 / IIM-4x4 6.00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, 4.0" Truss designed for wind loads 4 � in the plane of the truss only. M-1.5x3 M-1.5x3 O') M O O O O 7 6 o M-3x4 M-3x8 M-3x4 0 y y y 10-00 10-00 y 2-00 20-00 JOB NAME : LENNAR 2776-ADL DUBLIN - F2 Scale: 0.2712 c. . WARNINGS: GENERAL NOTES, unless otherwise noted: l`A �r"OFCp- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��Y - Vs/O'. Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper -`GINE 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I�J �` `+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at + • w DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / I . / �!- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -`�,1 ' DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5767254 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, OR! •N c / design loads be applied to any component. and are for"dry condition"of use. '� - 9� ,,r`�/ TRANS I D: 387254 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 O , 4 • fabrication,handling,shipment and installation of components. necessary. f 26, 7.Design assumes adequate drainage is provided. f�� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,.�2) ;s III I ISI I III I I I 1111 TPIN1FCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. _ A J OH /z�2�//3 3 9. Digits indicate size of plate in incheh. MiTek USA,Inc./CompuTrus Software 7.6.4-SP2(1 L)-E 10.For basic connector plate design valpes see ESR-1311,ESR-1988(MiTek) EXPIRES 613Ql 5 - 11N1 This design prepared from computer input by k PACIFIC LUMBER-BC 1; in r. LUMBER SPECIFICATIONS 20-00-00 GIRDER SUPPORTING 15-02-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5672) 798 1- 6=(-682) 4942 6- 2=( -136) 1488 BC: 2x6 DF SS 2- 3=(-3890) 550 6- 7=(-678) 4898 2- 7=(-1736) 248 WEBS: 2x4 OF STAND LOADING 3- 4=(-3890) 550 7- 8=(-678) 4898 7- 3=( -386) 3178 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5672) 798 8- 5=(-682) 4942 7- 4=(-1736) 248 TC LATERAL SUPPORT <= 12"DC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 0.0" V 4- 8=) -136) 1488 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 164.6)+DL( 131.9)= 296.5 PLF 0'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -498/ 3605V -108/ 108H 5.50" 5.77 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 20'- 0.0" -498/ 3605V -108/ 108H 5.50" 5.77 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = -0.068" @ 10'- 0.0" Allowed = 0.954" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.161" @ 10'- 0.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.021" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.036" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-00 10-00 T - Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5-07 4-05 4-05 5-07 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 a 6.00 4.0" 3 ,(-2 ii 1 3.1" -M-4x4 - M-4x4 a M-5x10 M-5x10 CO CO o a ® o 1 - 6 7 8 - 5 M-1.5x4 M-4x8 M-1.5x4 > y y y y 5-05-04 4-06-12 4-06-12 5-05-04 J- y 20-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : LENNAR 2776-ADL DUBLIN - F-GIRD Scale: 0.3270 G Cin WARNINGS: GENERAL NOTES,unless otherwise noted: -' `,�~r�OF�ss 1. Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual - Truss: F-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper \� G‘Niet, - iy 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _ 0;i,` C 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ;,i1J mac/ DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ( r. ./: continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •-- -; 11 V' DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' ' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. j' SEQ. : 5767255 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, OR! . co r J design loads be applied to any component and are for"dry condition"of use. I y g� ,r`�' TRANS I D: 387254 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 , O &I h fabrication,handling,shipment and installation of components. necessary. A �'26. 7.Designassumes atedadequate hdrainage is truss,an TL. .. fes~ 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center j' 111111 III I III II I II 1111111 II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. oR J aNa /�/�//3 9. Digits indicate size of plate in inches ,. MiTek USA,Inc./CompuTrus Software 7 6 5-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6/30/15 _ 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 110 Enclosed,, =2SftCat.2, TCDL=Exp.B, MWFRS, ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=1.6, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Truss designed for wind loads MC,B2UHS, 1BHS (16or =nMiTekprefix) = CompuTrus, Inc in the planenof the truss only. M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 T T 12 12 6.00 V IIx-4x4 Q 6.00 3 co 4 co o,,,_ o o'er / ///////////////////////////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 ), y y y 2-00 12-00 2-00 JOB NAME : LENNAR 2776—ADL DUBLIN — G1 Scale: 0.5321 n. . WARNINGS: GENERAL NOTES, unless otherwise noted C';'' PR�FFss 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper .� �GINFF y',., 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4J ♦� \ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �(/ w DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ( l!- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,Iiii V DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ II ' 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 " SEQ. : 5 767256 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, OR+ Q S N / design loads be applied to any component. and are for"dry condition"of use. ,'1 ' Vim" TRANS I D: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. • Q 4)"26.1 • U ,' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center J ' ix III I 111001111 ill I I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. COR J otia /�/�`/2 81 9.Digits indicate size�f plate in secede. / MiTek USA,Inc./CompuTrus Software 7.6.4-$F2(1 L)-E 1o.For basic connector 0nlate design valves see ESR-1311,ESR-1988(MiTek) - EXPIRES - 6/30115 - II III This design prepared from computer input• by i, 111 PACIFIC LUMBER-BC i ._ r LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 f- TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-592) 311 1-5=(-199) 444 5-2=(0) 274 BC: 2x4 OF #1&BTR SPACED 24.0' D.C. 2-3=(-593) 333 5-3=(-199) 444 WEBS: 2x4 OF STAND 3-4=( -73) 101 LOADING TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 24.0" 0'- 0.0' -63/ 503V -70/ 90H 5.50° 0.80 DF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 0.0" -123/ 763V -70/ 90H 5.50' 1.22 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ 14'- 0.0' Allowed = 0.200° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.041' @ 14'- 0.0° Allowed = 0.267" MAX TC PANEL LL DEFL = -0.047" @ B'- 11.8° Allowed = 0.396" MAX TC PANEL TL DEFL = 0.064" @ 3'- 2.7" Allowed = 0.594" MAX HORIZ. LL DEFL = -0.004" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 11'- 6.5" 6-00 6-00 f T 1' This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the total load deflection. The building designer 6.00[7' IIM-4x4 -16.00 shall verify that this parameter fits with the 4.0" intended use of this component. .( 4' 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, 1 1 interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. COM Of © O O O M-3x4 M-1.5x3 M-3x4 y k ,1- 12-00 12-00 2-00 JOB NAME : LENNAR 2776-ADL DUBLIN - G2 Scale: 0.4750 , 1,t. WARNINGS: GENERAL NOTES,unless otherwise noted- 4- *-D PROFFss 1.Builder and erection contractor should be adwsed of all General Notes 1.This design is based only upon the parameters shown and 15 for an individual � ....- TrussTruss: : G2 and Warnings before construction commences. building component.Applicability of design parameters and proper (\ `GIN�[� 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. SIJ (�\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1�. DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ /�(i° r P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ie 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. �yl� SEQ. : 5767257 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, QR( S N ! / design loads be applied to any component. and are for"dry condition'of use. , r/ TRANS I D: 387254 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 . O CJ/ O . Z . necessary. .A 26. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4, -.-... "- [mow '' 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 H �7 111110011111001111 IIIIIIIIII III II II TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O�' `�O"a /Z/��/3 9.Digits indicate size of plate in inches. - MiTek USA,Inc./Com puTruo Software 7.6.4-S P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6/30/15 III Hill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 38-10-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7188) 1002 1- 6=(-858) 6220 6- 2=( -258) 2110 BC: 2x6 DF SS 2- 3=(-5164) 720 6- 7=(-848) 6122 2- 7=(-1850) 262 WEBS: 2x4 DF STAND LOADING 3- 4=(-5164) 720 7- 8=(-848) 6122 7- 3=( -578) 4386 LL = 25 PSF Ground Snow (Pg) 4- 5=(-7188) 1002 8- 5=(-658) 6222 7- 4=(-1850) 262 TC LATERAL SUPPORT <= 12'OC. UON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 12'- 0.0° V 4- 8=) -258) 2110 BC LATERAL SUPPORT <= 12°OC, UON. BC UNIF LL( 460.4)+DL( 333.1)= 793.5 PLF 0'- 0.0° TO 12'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -711/ 5145V -68/ 68H 5.50' 8.23 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 12'- 0.0° -710/ 5145V -68/ 68H 5.50' 8.23 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required.[-KL Join together 2 ply with 16d Common nails staggered at AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.! 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7° oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = -0.050' @ 6'- 0.0' Allowed = 0.554' 9° oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.118' @ 6'- 0.0' Allowed = 0.739' MAX HORIZ. LL DEFL = 0.016° @ 11'- 6.5' 6-00 6-00 MAX HORIZ. TL DEFL = 0.026° @ 11'- 6.5' Design conforms to main windforce-resisting 3-07 2-D5 2-05 3-07 system and components and cladding criteria- T T 1' T 1' 12 12 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 6.00/ M 4x6 6.00 interior zone, load duration factor=1.6, 4.0' Truss designed for wind loads 3 . in the plane of the truss only. M-3x6 illilloop M-3x6 11414 41011.111 M-5x10 M-5x10 co CD e , 1iiiiii11 Cid i ,_ C'0 0 i. 6 7 B -•5 0 M-3x8 M-7x8 M-3x8 3-05-04 2-06-12 2-06-12 3-05-04 12-00 WEDGE REQUIRED AT HEEL(S). JOB NAME: LENNAR 2776-ADL DUBLIN - G-GIRD Scale: 0.4740 ¢',gyp PROF,css. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �."'C' Truss: G-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper •C3►N,�F .• 0 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` 11../ J -. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -- DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / r, !-s continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i_Ce.._4)4 1 DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5767258 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, n.,••• .-`. OR' t S N / TRANS I D: 387254 design loads be applied to any component. and are tar"dry condition"of use. t, � 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 O',(/� 19 fabrication,handling,shipment and installation of components. necessary. ,�'26. U , 7.Designassumes adequate one both drainage is of truss,a ', ... - r 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1� J IIII ' I1II I III 11I I I I III TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. vO R I ON:, llVllll 9. Digits indicate size pf plate in inche.. J • /z��0��3 MiTek USA,Inc./CompuTrus Software 7.6.5-SP2(1 L)-E 10.For basic connector Plate design vanes see ESR-1311,ESR-1988(MiTek) EXPIRES 6/30115 III II III Y This design prepared from computer input by st PACIFIC LUMBER-BC S ,. .r LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.5" IRC 2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -42) 63 2-6=(-239) 182 2-3=(-341) 290 BC: 2x4 DF H1&BTR SPACED 24.0' O.C. 2-3=(-389) 565 4-6=(-471) 337 WEBS: 2x4 DF H1&BTR; 3-4=(-242) 270 2x4 DF STAND A LOADING 4-5=) -93) 63 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 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -90/ 355V 0/ 47H 5.50° 0.57 OF ( 625) 3'- 9.5° -158/ 513V 0/ 47H 5.50° 0.82 DF ( 625) OVERHANGS: 24.0° 32.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200° MAX TL DEFL = -0.041° @ -2'- 0.0' Allowed = 0.267° 1-11-05 1-10-03 MAX LL DEFL = -0.026' @ 1'- 10.3° Allowed = 0.144' T - T MAX TL DEFL = -0.025' @ 1'- 10.3' Allowed = 0.192" 12 MAX LL DEFL = -0.124" @ 6'- 6.0' Allowed = 0.271' 3.50 MAX TL DEFL = -0.142° @ 6'- 6.0' Allowed = 0.361' MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.7" MAX HORIZ. IL DEFL = -0.001" @ 3'- 7.7" This truss does not include any time dependent 5 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the -3x8 intended use of this component. M OD Design conforms to main windforce-resisting system and components and cladding criteria. 111 M-3)04 ____________.------r---ii Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, v interior zone, load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. <-- o o III ME 2►1 NErals M-3x6 M-1.5x3 i y y )' 2-00 3-09-08 2-08-08 JOB NAME : LENNAR 2776-ADL DUBLIN - H1 Scale: 0.6172 "��p PROFFss, WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� - �Q Truss: H1 and Warnings before construction commences. building component Applicability of design parameters and proper �\ -`GINE..k. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. G J ,\ C 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / r. P Y continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). ��,. DATE: 12/20/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ . arr4. 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. : 5767259 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, OR C'l N 4 design loads be applied to any component. and are for"dry condition"of use. ' V TRANS I D: 387254 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 O --/' N . Z necessary. 26. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7G �� .' 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center . III I 1111 I 1111 Dill I I I II TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. QA J rt�a / �/r3 9.Digits indicate size of plate in inches. . . MiTek USA,Inc./CompuTrus Software 7.6.5-S P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6130115 - 11 I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -42) 63 2-6=(-42) 73 2-3=(-547) 442 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2-3=(-348) 479 4-6=(-183) 127 WEBS: 2x4 DF STAND 3-4=(-114) 111 LOADING 4-5=( -6) 6 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -135/ 523V -45/ 63H 3.50° 0.84 DF ( 625) OVERHANGS: 24.0° 0.0° 5'- 8.0' -28/ 239V -45/ 63H 5.50' 0.38 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. (GOND. 2: Design checked for net(-5 nsf g. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ) uplift at 24 'oc spacing.' M,M2GHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" 1-11-05 3-04-15 0-03-12 MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" T T f TMAX LL DEFL = -0.053' @ 1'- 10.3" Allowed = 0.246" MAX TL CREEP DEFL = -0.059° @ 1'- 10.3" Allowed = 0.328" 12 3.50t "" MAX HORIZ. LL DEFL = 0.000' @ 5'. 4.3° MAX HORIZ. TL DEFL = 0.000' @ 5'- 4.3' Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 i Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, F. Truss designed for wind loads ii 1 in the plane of the truss only. M-3x4 0, co o lig CV A- O OI ii 2X �<:6 I -/ M-3x6 M-1.5x3 y J' > 5-04-04 0-03-12 )- 3- 2-00 5-08 JOB NAME : LENNAR 2776-ADL DUBLIN - H2 Scale: 0.5960 ! n WARNINGS: GENERAL NOTES,unless otherwise noted: ' :5)* r„0FFss. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper \5 GINE 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. . F• ' ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �4 4/ DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J ,, I l� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) DATE' 12/20/2013 responsibilitybudding designer. acw wheres ownordrywall(BC). �h� the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing required shown++ ' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5 767260 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, ' OR' e O N •r/ / design loads be applied to any component. and are for-dry condition"of use. \ . y Design assumes full bearing at all supports shown.Shim or wedge if - w TRANS ID: 387254 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. Q (/ ' 26. - - '` fabncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. \"9 _ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4 rj III I H I I II III I 1111011 II TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0,�. oHa �I,� .. 9. Digits indicate size,ofplate te i lines.. - /�/�/f3 MiTek USA,InC./CO p 1Trua Software 7.6.5- P2(1 L)-E 10.For basic connector plate design va h es see ESR-1311,ESR-1988(Mrrek) EXPIRES 6/30(15