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Plans (66) 4A S 77,-o i r20/0,2- / 3 3 z/2 $ z ri x x . 50'-0' 401-0' 101-0' 6: 2 ■ et IiINII[ 111 : HMI .12 ,1 am 1 6:12 6.12 E2 - _L E1 21'-0' I OAWOERow 12-0' r-0' 15-0' 10'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 10/29/13 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PR*JECTTITLE: REVISION-1: ENGINEERED STRUCTURAL LENNAR 2555-A-3 SYCAMORE 3 CAR DRGNER/ENWINGS INEEROFOR ALL RECER umber INFORMATION.BUILDING DESIGNER/ENGINEER FOR ALL OF RECORD PLAN' DRAWN BY: REVISION-2: RESPONSIBLE FOR O NON-TRUSS 2555-A-3 SYCAMOKb-IdCI�a�)3 CAR DESIGNTO ER/ENGINEER /CONNEERIOF RECO BUILDING DESIGNER/ENGINEER OF RECORD TO ,A DELIVERY LOCATION.' DEs NS REVIp OR TO CONAND S UCT OF ALL N. TRUSS 1, C()hi P A N Y SCALE: REVISION-3: 0.115"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A 50'-0' I10'-0' I 40'-0' ,) ,t..:, : 6:12 / . :(10) / / AB (91 / 3:12 6:12 k HUS26 o �r 1 12 3:12 -o.ti �.1i els :-1 F 6:12 c l - - r - E2 6, IP El , GARAGE LEFT 21'-0' 10'-0' 4. 154' 501I T43• 17-0' J 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 10/29/13 PLACEMENT ONLY.REFER TO 7 TRUSS CALCULATIONS AND iii iin EGNINFORMATION.BUILDING ER/ENGI STRUCTREC IU er PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER ORD LENNAR 2555-A-3 SYCAMORE 3 CAR OF RESPONSIBLE FOR AL NON TRUSS ' PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2555-A-3 SYCAMOlibidcriNan3 CAR DESIGNER/ENGINEER OF RECORD TO '' REVIEW IPoQTRVSS COMPANY DESNSROCONSTTUCTION DELIVERY LOCATION: SCALE REVISION-3: 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. 1011111111111 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 383145 TO: PACIFIC LUMBER & TRUSS DATE: 10/29/2013 ATT: Bob Cairns Drawings Repairs Sequence #1s Description 16 0 5711549-5711564 LENNAR 2555-A-3 SYCAMORE 3 CAR1 -LEN Transmittal Notes: Design Notes: FTP.383145.zip 10/29/2013 1:33:22 PM Page 1 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 2'- 8.0'I:. IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-73) 101 2-4=(0) 0 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-76) 71 SPACED 24.0" O.C. BC: 2x4 DF #1&8TR TC LATERAL SUPPORT <= 12"OC, UON. LOADING 171S012:""2CO MAX VERT MAX HORZ BRG REQUIRED 8RG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI REACTIONS REACTIONS SIZE SOIN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF •881487V -48/ OH5.50" 0.78OF ( 65)TOTALLOAD = 42.0PSF -61133V01OH5.50" 0.05DF ( 625)OVERHANGS: 24.0"Connector plate prefix desitor : LL = 25PSFGroundSnow (Pg) •2B/ 66V -48/ OH1.50" 0.10DFC,CN,CI8,CN18 (ornoprefixCopuTrus, Inc : Designcheckedfornett5psflupliftat4 "ocspacing.M,M20HS,MI8HS,M16 = M1Tek Meris LIMITEDSTORAGEDOSNOTAPLYDUETO THESPATIALREQUIREMENTSOFIB2009 AND IRC 2009 NOTBEINGMET. VERTICALDEFLECTIONLIMITS: LL=L/240, T =L/18012MAXLLDEFL0036" @2O0" Alowed0200"6,001/ BOTTOMCHORDCHECKEDFOR10PSFLIVE LOAD. TOPR "PANEL TL DEFL = -0,010" @ 1'- 5.3" Allowed = 0.223" MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" MAX HORIZ. TL DEFL = 0.000" @ 2'- 5.2" 0 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection, The building designer ' shall verify that this parameter fits with the intended use of this component, ;7,3_ Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7.05, 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, o v o/- 2► 077-441 4 M-3x4 y y • 2-00 2-08 (PROVIDE FULL BEARING:Jts:2,4,31 scale: 0.8521 ��¢E�PROF�r60/ , JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - G1 O NE- .. n� 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 r. I± and Warnings before construction commences. building component.Applicability of design parameters and proper . (1., '' Truss: G 1 incorporation of component is the m chords to be laterally braced at • 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 4111, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓QR' Q��4 DATE: 10/29/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QO /� 4.No load should be applied to any component until after all bracing and 5.4.Installation ion of truss meu trussesis the r e responsibility be otty ooh he respective contractor.toment, ��. lit. Z6.4°' ,`V SEQ. : 571 1549 fasteners are complete and at no time shoud any loads greater thanDesignG and are for"dry condition"of use. J design loads hasbe applied to any rdcomponents6.Design assumes full bearing at all supports shown.Shim or wedge if fa O�1� TRANS I D: 3 83145 5.CompuTrus no control over and assumes no responsibility for the necessary. `,• /0/21//°J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 8130 5 IIIIII VIII VIII 111111111111 III IIS VIII VIII(III I�I TPVWTCA in BCS(,copies of which will be furnished upon request, lines coincide with joint center lines. EXPIRES S 9.Digits indicate size of plate in inches. EX MiTek USA,Inc./CompuTrus Software 7.6.5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) ' IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 EF #1&BTRITRUSS SPAN 7'- 6.0" BC: 2x4 DF H1RBTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX1MEMBER FORCES(-104 57R/5.3=C0) 163 WEBS: 2x4 OF STAND SPACED 24.0" 0.C. 2-3=( -73) 0 5-4=(-104) 257 5.3=(0) 163 2-4=(-351) 206 5.4=(•104) 257 IC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-351) 177 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ SIG REQUIRED SPG AREA) LOOCATIOONSO R92EACTIONS 559V 58/ACTIONS SZE 48H 3I50" 0.90N DFP(C625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 5.5" -39/ 324V -58/ 480 5.50" 0.52 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20H5,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036"1 @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL -0,041' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 3-09 3.09 zr MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 12 T MAX TC PANEL LL DEFL = -0.012" @ 1'- 10.7" Allowed = 0.228" 6.001/ 12 MAX IC PANEL TL DEFL = 0.008" @ 2'- 0.2' Allowed = 0.342" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'. MAX HORIZ. TL DEFL = 0.002" @ 7'- 0.0" M-4X4 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3,(„,( Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 11 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 O� V4iIIIIIIIIIIIIIIIIIIIIIIIIIIIIII C') O� m O O I1 gra v 5 � 4.- M-3x4 M-1.5x3 M-3x4 3-09 3-09 J, 7-05-06 0-00-08 2-00 7-06 y JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - E3 Scale: 0.53234,„,. pROF�cvs WARNINGS: GENERAL NOTES,unless otherwise noted: ‘4.- tr Truss: E 3 • 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 , �/�, 4�`Fs �p�! and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r ( l'A. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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• . DATE: 10/29/2013 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). OR- SEQ. : 5 71 1550 4.No load should be applied to any component until after all bracing and 4.Installation nct ofu bridging�s the responsibilityr lateral f the respective contractor. ("6,`JR q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 3 83145 design loads be applied to any component. and are for"dry condition"of use. O1k -26.16. w•� 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 v fabrication,handling,shipment and installation of components. necessary. ` 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumescaequaneothifacei of truss,and Q^• ��� 1111111 VIII VIII VIII 11111 11111 Pill IIII TPI/VVTCA in BCSI,copies of which will be furnished upon r quest. 8 nes coincide with joint on center liiness truss, placed so their center �i • Z4/ MiTek USA,Inc./CompuTrus Software 7.6.5 1L-E 9.Digits indicate size plate in inches. t /-Vp tp p C c ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) ! Ex (REJ 6/30/1 J rw.w This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC IRC 2009 MAX MEMBER FORCES 4WRIGDF1Cq=1.OD TRUSS SPAN 21'- 0.0" 1- IRC -73) 101 EM 6=(•412) 1200 3- 8=1-296) 160 LUMBER SPECIFICATIONS :::1OA URATIOINCREASE = 1.15 1- 2=(-1432) 5498- 9=(-216) 2053- 4=( -56) 468TC: x4DFq1&BTRSPACE24.0O.C. 3- 4=(-1255) 4219- 6=(-412) 12058- 9=( -56) 468BC: x4DFq1&BTR 4- 5=(-1255) 4219. 5=(•296) 160WEBS: 2x4 DF STANDLOADING5- 6=(•1432) 549 LL( 25L7.D) ONTOPCHORD = 32.0 PSF5- 7=( -73) 101 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSFBC LATERAL SUPPORT TOTALLOAD = 42.0 PSFOVERHANGS: 24.0" 24.0" L = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate rrnoix efix) = ComGE 0'- 0.0" -158/ 1081V -1261 126H 5.50" 1.73 DF ( 625) MC,M2UHS,M1BHS (16or =niTprek M) = rimpuTrus, Inc REQUITSAOF IBCS2009 ANDLIRCD2009 NOT BEINGAMET. 21'- 0.0" -158/ 1081V -1261 126H 5.50" 1.73 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT seriesBOTTORDCHECKEDFOR10PSFLIELOAD. TOP GOND. 2: Desiqncheckedfornet(-5psflupliftat24 "ocspacing.AND BCHORD LIVE LOADS ACT NON-CONCURRENTLY.1 VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 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 = -0.039" @ 13'• 9.8" Allowed = 1.004" MAX TLMAXELL DEFL = -0.036" @ 23'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 23'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.017" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.027" @ 20'- 6.5" 10 O6 Design conforms to main windforce-resisting 10-06 system and components and cladding criteria. 5-06-04 5-06-04 4 11 12 4 11 12 T Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, f T 12 Enclosed, Cat.2, Exp.6, MWFRS, 6.001/ 12 M-4x6 �I6.00 interior zone, load duration factor=l.6, inuthedplaneeoffthewtrussoonly. 4.0" M-1.5x3 M-1.5x3 s ,‘ / [h O Mo 9B �s o - 9 0 o 6 0.25" M-3x4 M 3x4 o i M-3x4 M-5x6(5) y ), J, y 02-03 7-02-03 6-07-11 7- y y J, 21-00 2-00 2-00 LENNAR 2555-A-3 SYCAMORE 3 CAR - D2 Scale: 0.2763 ���5)PROFE.' JOB NAME : ' 6 ��G`NFF'. ® . WARNINGS: GENERAL NOTES,unless otherwion se e noted: %A 1.Builder and erection contractor should be advised of all General Notes 1.This building design component.Applicability of he designters peramete�sand andi proper individual and Warnings before construction commences. incorporationcoin of componentApplicb thef responsibilityian parameters ofm the buildingndesigner. �,1 ,"� Truss: D2 2.2x4 compression web must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ✓�� ♦1v 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°r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y DES. BY: the overall e all structure ofs the erector.Additional permanent bracing of GL Y 2 1� VS DATE: 10/29/2013 No ov rshouldcbe a is the to comp of the building designer.bracin 3.In Impact bridging is the re bracing responsibility of the whershown t �' /� 4.No load should m tete an to any component until all bracing and 4.5. assumeallation of s trusses are tto be usedontaae respectiveon-coie environment, - _ ��, S E Q. : 571 1551 dfastenersion are complete and at no time po should any loads greater than and Designre for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if Gi� t O�� /OJL� 13 TRANS ID: 383145 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 EXPIRES c tel�C 111111 VIII VIII III VIII 11111 IIII ISII iTok CA in BCSI,copies of which will be furnished upon request. nes. y lines indicate size de with iof plate inoint rinlches v! vl MiTek USA,IDC./CompuTrus Software 7.6.5(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) a IIIIIIIIIIIIII This designPACIFICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" TC: 2x4 DF MEM LOAD DURATION INCREASE = 1.15 COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. BC: 2x4 OF #1&BTR SPACED 24.0" O.C. Design conforms to main win dforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Connector prefix designators: DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MFRS, Conner or plateN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads 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 CON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete spec iuTrus ficationse end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-06 10-06 12 6.00 iiM-4x4 12 3 6.00 ch 0 o go 4 o M-3x6(S) M-3x4 M-3x4 ), y 13-09-13 y 7-02-03 y y 2-00 21-00 y y 2-00 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - D1 Scale: 0.3635 ���R-- , PROFs� WARNINGS: GENERAL NOTES,unless otherwise noted: Ili ��Gl�`F• �� 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: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ' / ( , DES• BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at j1' r— 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 �'1 DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SC/� 9 3.to2x Impactoboil ng isor tlhterelponsibiity of the wheretive o+a — nn, 'N E Q 5711552 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. OR 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, `-. lj4 A rib �, • TRANS I D: 3 83145 design loads be applied to any component. and are for"dry condition"of use. .�{ •, }'26• ,`C� 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 jv ' ' fabrication,handling,shipment and installation of components. necessary. �//yy r 6.This design is furnished subject to the limitations set forth 7.Designlaes shall be assumesadequateon both faces is ogrosed. C.//1• o�1Na 1111111 VIII VIII VIII 11111 11111 II HI IIII TPIN✓TCA in BCSI,copies of which will be furnished upon quest. 8 Plates coincide with joint center liiness of truss,and placed so their center ^i t• Ly//3 MiTek USA,lnc./CompuTrus Software 7.6.5(1L)-E10.For Digits basicicate size relale design vale in ues see ESR-1311,ESR-1988 (MiTek) EXPIRES 6/30/15 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 21'- 0.0" INC 2009 MAX MEMBER FORCES 4wRIGOF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1,15 1. 2=( -73) 101 2- 8=(-412) 1200 3- 8=(-296) 160 TC: 2x4 DF q1&BTR SPACED 24.0" O.C. 2- 3=(-1432) 549 8- 9=(-296) 795 B- 4=( -56) 468 BC: 2x4 DF N1&BTR 3- 4=(•1255) 421 9- 6=(-412) 1200 9- 5=j-296) 160 WEBS: 2x4 DF STAND LOADING 4- 5o)-1255) 421 5- 6=(-1432) 549 TC LATERAL SUPPORT <= 12"OC. 008. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32D ;„ 0 g_ 7=( -73) 1(1 BC LATERAL SUPPORT <= 12"OC. UON. DL DN BOTTOM CHORD = 100 TOTAL LOAD = 420 DVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0,0" -1581 108IV -1261 126H 5.50" 1.73 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO TE ALP1 _ 0.0" 151091V 12050" ( 625)M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NT MET.BOTTOMCHORDCHECKEDFOR1OPSFLIVE LOA . ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, 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 = •0.039" @ 13'- 9.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.092" @ 13'- 9.8" Allowed = 1.339" MAX LL DEFL = -0.036" @ 23'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 23'- 0,0" Allowed = 0.267" MAX 808IZ. LL DEFL = 0.017" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.027" @ 20'- 6.5" 10 06 10 06 Design conforms to main windforce•resisting 5-06-04 system and components and cladding criteria. 4 11 12 4 11 12 5 06 04 ( 12 Wind: Enclosed,hCatf2, Exp.9, 2MWFRS 6.0, ASCE 7-05, 12 M-4x6 ,I6,OO interior zone, load duration factor=l.6, 6.001/ Truss designed for wind loads 4.0" in the plane of the truss only. M-1.5x3 M 1.5x3 3 C.,\/\ ,4 / O co V O m _ O i o B 0.25" M-3x4 M-3x4 O O M 3x4 M-5x6(S) ),y y 6-07-11 y 7-02-03 7-02-03 y y y y 21-00 2-00 2-00 PROF , • 4�p � • JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - 62 Scale: 0.2763 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 / lik and Warnings before construction commences. building component.Applicability of design parameters and proper f 1+ . Truss: B2 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 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ^n ♦♦�� D ES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V OR!e•i4 4 , DATE• 10/29/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ t �14.No load should be applied to any component until after all bracing and 4.Installation stallo ion of trussesis the are pons used f the h respe ive contractor.environment, 4 y Z6 r.tia',, S E�{. : 571 1553 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. • design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if Gly p. O TRANS ID: 3831 45 5.CompuTrus has no control over and assumes no responsibility for the necessary. (0i Z! I3 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXPIRES 6130115 I�n' e 11111111111111111111III�11111111111111 II11 TPI k USA, BCSC,copies of whichwill be e 7. .5(1 L)upon request. 9 lines coincide with joint center plate ierilines. V MiTek USA,Inc./CompuTrus Software 7.6.5(1L)-E 9.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' ` IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -73) 101 2-6=(•27) 267 6-3=(0) 159 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 OF STAND 2-3=(-339) 125 6-4=(-27) 267 LOADING 3-4=(-339) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -73) 101 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 24.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -80/ 514V -58/ 58H 5.50" 0.82 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 6.0" •80/ 514V -58/ 58H 5.50" 0,82 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinn.1 M,M20HS,M18HS, or = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M16AND 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" @ 9'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.025" @ 1'- 8.9" Allowed = 0.228" MAX TC PANEL TL DEFL = -0.015" @ 5'- 10.5" Allowed = 0.342" 3-09 3-09 T MAX HORIZ. LL DEFL = 0.002° @ 7'- 0.5" 3-09 MAX HORIZ. TL DEFL = 0.002" @ 7'- 0.5" T f 5-09 T This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the total load deflection. The building designer 6.001;7- X16.00 shall verify that this parameter fits with the M 4X4 intended use of this component. 4.0" Design conforms to main windforce-resisting M-3x6 3 M-3x6 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-1.5X4 10 40p 114-1,5X4 interior zone, load duration factor=1.6, Truss designed for wind loads M-3x6 �(S 1'1 in the plane of the truss only. 2 M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins o� 10 of the same size and grade as structural top v f� co chord. Insure tight fit at each end of let-in. o� N� - Outlookers must be cut with care and are 0 2 i 6 -4 o permissible at inlet board areas only. 1 M-3x4 M-1.5x3 M-3x4 y y 3-09 3-09 y y 2 0o y 7-06 ), y 2-00 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - El Scale: 0.4872 • <.9•V PROF�Cs• s WARNINGS: GENERAL NOTES,unless otherwise noted: ��,c:0 .GiNFcc' �,p� C 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: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ( %` 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / R DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ( 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 •1 DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). 9 3.Installation Impactotruss bridging isor lateral boning required the wee a shown.4- 4. V�R! N SEQ. : 5711554 No load should be applied to any component until aver all bracing and 4. of truss is the responsibility of the respective contractor. �• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `, (J'0'26. �, TRANS I D: 383145 design loads be applied to any component. and are for"dry condition"of use. Y 26. U 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 14, ... , • .� fabrication,handling,shipment and installation of components. necessary. r 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. O�. 0�� 1111111111111111 TPI/W1-CA in SCSI copies of which will be furnished upon by 8. 8 linesaco coincide with jol be int center lines9. s of truss,and placed so their center Zf�`/3 MiTek USA,InciCompuTrus Software 7.6.5(1 L)-E 10.Digits basicconnector size orof platete in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES 613Q1t5j This design prepared from computer input by 1E1111This LUMBER-BC TRUSS SPAN 19'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=( -73) 101 2- 7=(-1B4) 492 3- 7=(-331) 176 IC: 2x4 DF k1&BTRNDR SPACED 24.0" O.C. 2- 3=1-613) 291 7- 8=( -55) 85 7- 4=1 -51) 412 BC: 2x4 DF STANDi3- 4=(-380) 125 8- 6=( -84) 48 8- 8=(-63B) 2301 WEBS: 2x4 DF LOADING 4- 5=(-147) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-105) 123 IC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL 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 MIN. (SPECIES) 0'- 0.0" •110/ 705V -1161 107H 3.50" 1.13 DF ( 625) Connector plate prefix designators: 10'- 0.0" -123/ 705V 0/ 7H 3.50" 1.35 DF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0 7" 123/ 211V 110/ 10 OH 3.50" 0.35 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net/-5 psfl 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 = -0.011" @ 4'- 11.6" Allowed = 0.595" MAX BC PANEL TL DEFL = -0.030" @ 3'- 6.6" Allowed = 0.440" MAX BC PANEL LL DEFL = -0.033" @ 15'- 7.1" Allowed = 0.309" MAX BC PANEL TL DEFL = -0.066" @ 15'- 7.1" Allowed = 0.412" MAX HORIZ. LL DEFL = 0.003" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 18'- 6.5" 9-09 9-03 f This truss does not include any time dependent deformation for long term loading (creep) in the 4-OS 09 4-08-09 4-06 07 total load deflection. The building designer 5-00-07 T shall verify that this parameter fits with the T 12 intended use of this component. - 12 M4x6 X16.Do Design conforms to main windforce-resisting 6.001/ 4.0" system and components and cladding criteria. 4 f 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. >_l5X3mM_15X3 )11p, M-3x6 co �o C") ti ii 4,.. 7 8 0 0 1 M-3x4 M-3x4 M-3x4 )' y y 4-09-08 6-10-04 7-04-04 y y y 2-00 WEDGE REQUIRED AT HEEL(S). 19-00 (PROVIDE FULL BEARING:Jts:2.8,61 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - F2 Scale: 0.2899 F,tiQ PRQF�� - (D ���rvFFr s'v WARNINGS: GENERAL NOTES,unless otherwise noted: R. 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 • �' and Warnings before construction commences. building component.Applicability of design parameters and proper i„,, ,1 V,,, Truss: F2 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 ^ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by QR. esti DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v DATE: 10/29/2013 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. O'I'• L y'26,10' �(, SEQ. : 571 1555 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r and are for"dry condition"of use. `:7 design loads bes appliedcto anyvcomponent. 8.Design assumes full bearing at all supports shown.Shim or wedge if �O�. ��l TRANS I D: 3 83145 5.CompuTrus has no control over and assumes no responsibility for the necessary. /)fZS�/3 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center EXPIRES c l�Q� C 11111111111 VIII VIII III�IIIII VIII 1111 II TPI WTCA in BCSI,copies of which will be furnished upon request. nes. g (ines Dig sic cote ncide ectorof plate desith joint center ign V MiTek USA,Inc./CompuTrus Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 111111101111 ' . ' ' LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1$BTR; LOAD DURATION INCREASE = 1.15 2x6 DF SS T1 SPACED 24.0" O.C. 1.8=(-191) 97 1-6=(-204) 303 3-6=(0) 153 BC: 2x4 DF #1&BTR 1-3=(-384) 283 6-4=(•200) 312 WEBS: 2x4 DF STAND LOADING 2-3=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3-4=(-400) 260 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.D PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -371/ 113V -141/ 109H 147.50" 0.18 DF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 - 3'5" -87/ 279V -147/ 117H 147.50" 0.45 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 19'- 6.0" -63/ 317V -62/ 32H 3.50" 0.51 OF ( 625) M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP jCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" M,M20HS,M18HS, or = MiTek MT series MAX LL DEFL = 0.005" @ 15'- 7.9" Allowed = 0.346" M16MAX TL CREEP DEFL = -0,008" @ 15'- 9,0" Allowed = 0.461" MAX HORIZ. LL DEFL = -0.002" @ 19'- 2.5" MAX HORIZ. TL DEFL = 0.003" @ 19'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-09 9-09 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, T Enclosed, Cat.2, Exp.B, MWFRS, 13-09 M-4X4+ 2-00 interior zone, load duration factor=1.6, 12 T f 3-09 finuthes dplaneeoffor thetruss wind loads only. 6.00 12 D M-3x4 6,00 REFER TO COMPUTRUS STANDARD 12 GABLE END DETAIL FOR COMPLETE 6.00 SPECIFICATIONS. M-4x6 '411" co 0 1 co T o A01Oo 0 5 64 o M-1.5x3 M-3x4 M-3x4+ y y 1, y 12-03-08 3-05-08 3-09 y y 2-00 19-06 y JOB NAME: LENNAR 2555-A-3 SYCAMORE 3 CAR - Fl gEapR�FF Scale: 0.3161 t5'/� �C������jl��F. s�! WARNINGS: GENERAL NO7E3,unless otherwise notetl: i 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 ttC r ` }/f Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 n .�� DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood meed sheathing(TC)and/or drywall(BC). y�J r� '_ be 9 3.In Impactotruss bridging isor latere)boningng required respective shown+a (J 9Q7 r, 4.No a load should m le applied tot any time should n)after all bracingh and 4.Design Installation of es is the tobei the oenvironr. d <Y 26.1 v SEQ. : 5711556 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveenvironment, -QG TRANS I D: 3831 45 design loads be applied to any component, and are for"dry condition"of use. ^ `G� 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 V R t 0�1 fabrication,handling,shipment and installation of components. ecessary. J 1O/Zy�!Oj 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes adequateatedooc drainage iso truss,a 11111111111111111111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. 8 nes coincide with joint center Iness of truss,and placed so their center exp MiTek USA,Inc./CompuTrus Software 7.6.5 1 L-Z 9.Digits indicate size of plate in inches. 7' 6/301 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by 1E111This LUMBER-BC TRUSS SPAN 7'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PEFIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( -73) 101 2-6=(-57) 273 6-3=(0) 168 BC: 2x4 DF St BC: 2x4 DF H1&BTRANDR SPACED 24.0" O.C. 2-3=(-366) 153 6-4=(-57) 273 3-4=(-366) 153 WEBS: 2x4 OF STAND LOADING 4.5=( -73) 101 TC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -64/ 524V -58/ 58H 3.50" 0.84 OF ( 625) 7'- 6.0" •84/ 524V -5B1 58H 3.50" 0.84 DF ( 625) Connector plate prefix designators:Com NOT C,CN,CI8,CN18 (or no prefix)) == pus, Inc REQUIREMENTTSIMITED AOF IBCS2009 DUE TO THE 09 NOT BEING MET. ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.( M,M20HS,M18HS,M16 = MiTek MT series ries 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 TL CREEP DEFL = -0.008" @ 3'- 9.0" Allowed = 0.461" MAX LL DEFL = -0.036" @ 9'- 6.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 9'- 6.0" Allowed = 0.267" MAX TO PANEL LL DEFL = 0.022" @ 5'- 10.3° Allowed = 0.228" 3-09 3-09 MAX HORIZ. LL DEFL = 0.002" @ 7'- 2.5" MAX HORIZ. TL DEFL = 0.002" @ 7'• 2.5" 12 12 -----,J6.00 Design conforms to main windforce•resisting 6.001/ 11M-4x4 system and components and cladding criteria. 4.0" Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 3,( ,( Enclosed, Cat.2, Exp.B, MWFRS, i i interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 co co co V o� 2Z. 6 .q C M-3x4 M-1.5x3 M-3x4 y y ), 3-09 3-09 y y y 7-06 y 2-00 2-00 • JOB NAME: LENNAR 2555-A-3 SYCAMORE 3 CAR - E2 Scale: 0,5599 Rti�PR°% 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 }, and Warnings before construction commences. building component.Applicability of design parameters and proper . (1.. ' Truss: E 2 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 `1 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ^�, tip DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). k. `J Q5 _ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • DATE: 10/29/2013 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. �� GL 26,1g' �U SEW. : 5711557 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G and are for"dry condieon"of use. /•� `J design loads hasbe applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if G�i�n. t/��1 TRANS I D: 3 83145 5.CompuTrus no control over and assumes no responsibility for the necessary. J V (p Zy//3 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their centerI c� nf C IIIIII VIII VIII VIII IIIA VIII VIII IIII IIII TPINVTCA in BCSI,copies of which vdll be furnished upon request lines coincide with joint center lines. EXPIRES' V v/ 5 9.Digits indicate size of plate in inches. i' MiTek USA,Inc./CompuTrus Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) x This design prpared from computer input by PACIFIC LUMBERe-BC ` LUMBER SPECIFICATIONS TC: 2x4 EF FICATR TRUSS SPAN 37'- 0.0" BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 INC 2009 MAXMEMBER9= FORCES 0WR/39°)-2.60 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 3=( -73) 101 2- 0u) 686) 2214 3- 4=(-270) 1631 TC LATERAL SUPPORTN <= 12"OC. UON. LOADING 3- 4=(-2783)12- 96250 10-1�=(-701) 2214 0-10=(-757) 235 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1975) 654 11- 8=(-834) 2600 10- 5=(-241) 1340 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2783) 653 16. 1=(- 2) 251 OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 6- 7=(-2783) 828 6-11=( -12) 515 7- 8=(-3037) 1015 11- 7=(-276) 187 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2009. LOCATIONS REACTIONS REACTIONS SIZE 3.02 REQUIRED BRG AREA M,M20HS,M18HS,)sr = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7'- 0.0" -253/ 1889V6 -206/ 195H 5.50" 3.02 DFP(C 625) 37'- 0.0" -213/ 1681V -206/ 195H 5.50" 2.69 DF ( 625) ICONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.164" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.326" @ 18'- 6.0" Allowed = 2.406" MAX HORIZ. LL DEFL = 0.071' @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.110" @ 36'- 6.5" 18-06 Design conforms to main windforce-resisting 6-06-05 ( 18-06 system and components and cladding criteria. 5-08-11 6-03 T T 6-03 5-08-11 6-06-05 T Wind: 110 mph, h=25ft, Exp.B,.2,BCDL=6.0, ASCE 7-05, 12 T f i' interiorEnclrzone,2loadpdurationRfactor=l.6, 6.00 2 M 4X6 12 Truss designed for wind loads 5 4�„ ',J6.00 in the plane of the truss only. M-5x80(S) 11% M-5x8(S) .25" 0"25" /All\i'f* � 0 >1.5x31A 3 M-1.5x3 Alli. Q., M 0 s M 3x8 M 3x4 1�.5.. 11 **8.'1 o M-3x4 M-3x8 0 J, M-5x8(S) y y 9-06-04 8-11-12 y 8-11-12 y y 9-06-04 2-00 37-00 y JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - A2 Scale: 0.1770 ��¢ti�PRpFFss A2 WARNINGS: GENERAL NOTES,unless otherwise noted: tr Truss: A2 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 1.Q � �1���� /� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �C' ii, ( "i DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 10/29/2013 is is the resp structure onsibility if the f the erector. Addy ofthel permanent t bracing.of 2'o.c.and at ea'hi g respectively unless braced(TC)and/or ddeir length. OR e 2xImpact m continuous sheathing such lateral bracing I ing re su red where ( ) ,� SEQ. : 5 71 1558 4.No load should be applied to any component until after all bracing and 4.In tallationboftrruss is ther responsibility of the respective contractor. BC. ^ r, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '"6 OR! i'v TRANS I D: 3 83145 design loads be applied to any component. and are for"dry condition"of use. g� 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 o9j_ r r 2�.1. �V�' fabrication,handling,shipment and installation of components. necessary. f I 111111 11111 VIII VIII 11111 11111 VIII III 6.This design is furnished subjectto the rim ttions set forth Design assumes adequate drainage is provided. oR" J OWN TPIANTCA in BCSI,copies of which will be furnished upon equest. B.linesecoincide with joint center both lines.faces of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.5 1 L-E 9.Digits indicate size of plate in inches. dpi c C /0/21 7/251/3 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXi' RES 6/30/ CJ w r wr.rrl This design prepared from computer input by 11111111111This LUMBER-BC IRC 2009 MAX MEMBER FORCES 4WRIGIF1Cq=1.00 TRUSS SPAN 37'- 0.0" 1- 2I( -73)9 101 MEMBE( FOR) 2600 )QEF/C =1.0 163 LUMBERC: SPECIFICATIONS#1&BLOAD DURATION INCREASE = 1.15 1- 2=)•373) 948 12.11=(-754) 2214 13. 4=( 0) 514 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 3- 4=(-2783) 776 10.11=(-677) 2214 0-14=)•750) 236 BC: 2x4 OF #1&BTR 4- 5=(-1975) 640 12- B=(-754) 2600 11- 5=(-230) 1340 WEBS: 2x4 OF STAND LOADING 5- 6=(-1975) 640 11- 6=(-756) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1975) 776 6-16=( 0) 515 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 7=(-2733) 948 12- 2=(-270) 163 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF g- g=( -73) 101 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: CBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS (or =nMiTek prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7'- 0.0" -2511 1880V -206/ 206H 5.50" 3.01 DF ( 625) 37'- 0.0" -251/) 1880V -2061) 206H 5.50" 3.01 OF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L1240, 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 = -0.164" @ 18'- 6.0" Allowed = 1.804" MAX TLMAX CREEP LL DEFL = -0.036" @ 39'- 0.0" Allowed = 0.200" MAX TL DEFL = •0.041" @ 39'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.071" @ 36'- 6.5" 18-06 MAX HORIZ. TL DEFL = 0.110" @ 36'- 6.5" 18-06 f 6-06-05 5 08 Design conforms to main windforce-resisting 6 03 5 OS 11 6 06 05 system and components and cladding criteria. 11 6 03 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, T Enclosed, Cat.2, Exp.B, MWFRS, 4.0 12 " ---,I 6.00 interior zone, load duration factor=l.6, 6.001 4 0.. Truss designed for wind loads 5 in the plane of the truss only. M-5x8(S) M-5x8(S) 0.25" 0.25" 6 4 o O M-1.5x3 M-1.5x3 3 /1 \ ,, 11\11 Ov O co co '. 1 �. O 0 M-3x8 M 3x4 o 1D 1b 12.25" M-3x4 M-3x8 p� M-5x8(5) y y 9-06-04 y 8-11-12 y y 8-11-12 9-06-04 y y 2 00 y y 37-00 2-00 f �tigPROF�S� JOB NAME: LENNAR 2555-A-3 SYCAMORE 3 CAR - A3 Scale: 0.1792 .ti %, WARNINGS: GENERAL NOTES,unless otherwise noted: / 'rA 1.Builder and erection contractor should be advised of all General Notes 1.This building componenn is t Applicability ofon the pdesignters shown and is for parame parameters and proper individual f i f,` Truss: A3 and compress beforewebracing mutbmmsnces. incorporation of component is the responsibility of the building designer. ' 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced thru throughouttheir Ingthh by C DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) N ( ) P DATE: 10/29/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O �(J=Y 2� 10� �!' 4.No load should be applied to any component until after all bracing and 5.4.Installation a of fru is uss is the are be responsibility of a respective contractor.tcement, 7 SEQ. : 571 1559 fasteners are complete and at no time should any loads greater thanand are for"dry condition" use. 11 design loads be applied to any component. 6.Design assumes full bearingof at all supports shown.Shim or wedge if ���R.,J Oda 70 jZy l//3 TRANS I D: 3 83145 5.CompuTrus has no control over and assumes no responsibility for the Des gn assumes adequate drains a is provided. fabrication,isdesign is furnish shipment and installationlimitations io of components. on both faces9 C��n'�C 6.This is furnished subject to the lirrtations set forth by 8.Pets coincidewith joent center aches of truss,and placed so their center EXPIRES V V 5 I It VIII VIII VIII IIII�IIIII VIII 1111 Ili TPI WTCA in BCSI,copies of which will be furnished upon request, 9.Digits indicatensize of plate in inches. EXPIRES MiTek USA,IBC./Co pies of s Software furnished L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1968(MiTek) • w JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 37'- 0.0" BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I SPACED 24.0" O.C. Design conforms to main windforce-resisting IC LATERAL SUPPORT <= 12"OC. UON, LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp,B, MWFRS, considered for this design. TOTAL LOAD = 42.0 PSF interior zone, load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads (or no prefix) = CompuTrus, Inc in the plane of the truss only. Connector plate prefix designators: C,CN,CI8,CN18 M,M20HS,M18NS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M16REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications. f 18-06 18-06 12-01-07 6-04-09 f -r6-04-09 12-01-07 12 HM-44 6.00 I7 3 12 \I 6.00 M-3x6(S) M-3x6(S) bg ----- ---- co -- M O V re )11114 c, 7 o M-3x4 M-3x6(S) 0 M-3x4 y 18-06 y y y y 18-06 2-00 37-00 y y 2-00 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - A4 Scale: 0.2164 ��4E9PRO�`SS WARNINGS: GENERAL NOTES,unless otherwise noted: �A� 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 '�~� „`�-j1N�Fa 'o'Y Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and properL �C/ 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. ' � DES. BY- LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 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 1 DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ��1 ♦t 4.No load should be applied to any component until after all bracing and 4.DesiglatiInstact allation thr e responsiral bility f the respective contractor. " ,`JR! *'Y Q� TRASEQ. : 5711560 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, NS I D: 3 83145 design loads be applied to any component. and are for"dry condition"of use. QG�Y 26.�9b�V= 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1//, fabrication,handling,shipment and installation of components. necessary. - r 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate both drainage is provided. O A. CYC" I IIIIII VIII VIII VIII VIII VIII VIII 1111 IIII TPINVTCA in BCSI,copies of which will be furnished upon quest. 8 Platesnescoincide with joint center lines, of truss,and placed so their center { Ly//3 M MiTek USA,Inc./CompuTrus Software 7.6.5 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / EXPIRES 6/30/15 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC 21.00-00 GIRDER SUPPORTING 37-00-00 IRC 2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-14078) 1954 1- B=(-1694) 12276 8- 2=( -302) 2488 11- 6=(-2042) 284 TC: 2x6 DF SS&BTR 2- 3=(-11762) 1634 8- 9=(-1684) 12178 2- 9=(-2042) 284 6-12=( -302) 2488 BC: 2x6 DF LOADING 3- 4=( -9100) 1264 9-10=(-1420) 10274 9- 3=( -440) 3500 WEBS: 2x6 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -9100) 1264 10-11=(-1420) 10274 3.10=(-3340) 468 2x6 OF SS A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=(-11762) 1634 11-12=(-1684) 12178 10- 4=(-1050) 7906 2x6 OF #2 B BC UNIF LL( 437.5)+DL( 317.5)= 755.0 PLF 0'- 0.0" TO 21'- 0.0" V 6- 7=(-14078) 1954 12- 7=(-1694) 12276 15.15_(-3340) 3500 340) 468 IC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators:= Com 0'- 0.0" -1188/ 8600V -113/ 113H 5.50" 13.76 DF ( 625) C M,M20CS,M18HS18,CN18 (16or no MiTek prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR DSPAC LION CONC. REP 21'- 0.0" -11881 8599V -113/ 113H 5.50" 13.76 OF ( 625) M,M20HS,M18HS,M16 = MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. J ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing_.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 9" oc in 1 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.165" @ 13'- 10.3" Allowed = 1.004" 7" Sc in 2 row(s) throughout 2x6 webs, chords, MAX TL CREEP DEFL = -0,390" @ 13'- 10.3" Allowed = 1.339" 9" Oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 rows) throughout 2x6 webs. MAX HORIZ, LL DEFL = 0.053" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.089" @ 20'- 6.5" 10-06 ( Design conforms to main windforce-resisting 10-06 T system and components and cladding criteria. 4-02-12 T 3-02-08 T 3-00-12 3-00-12 T 3-02-08 4-02-12 T T Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6,0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, ( 12 interior zone, load duration factor=l.6, 12 M 7x6 X16.00 Truss designed for wind loads 6.001/ in the plane of the truss only. 47.04' I I II v M-4x6 M-4x6 3 5.5" 0 d* M-3x8 B M-3x8 00" atAke M-7x12 M-7x12 I I ( o co10 1- O c -I- u'� sr,1,_ I'1 ' o �� i0_ I I 'f 11 12 7 4 1� B 10 0,25" M-3x8 M-3x4 Cr M-3x4 M-3x8 M-6x8 M-6x8 =M-8x8(S) y y )z y y 4-01 3-00-12 3-04-04 3-04-04 3-00-12 4-01 y y 21-00 WEDGE REQUIRED AT HEEL(S). Scale: 0.3139 <<, PRdF��0 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - B-GIRD ' GIN r O WARNINGS: GENERAL NOTES,unless otherwise noted: 'A.. the � 1.Builder and erection contractor should be advised of all General Notes 1.buildings design is basedeApplicability iuponity efparameters shown adis d properrn individual �1 ", " Truss: B-GIRD and Warningsmbefore constructor commences. incorporation of component is the responsibility of the building designer. 1 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^r� 1 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pfywood sheathing(TC)and/orh er lengtC). 4/6,O N DATE: 10/29/2013 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ =y 26.16) ,V= 4.No load should be applied to any component until after all bracing and 4.5.Designallassumion of es trusses aruss is the e responsibilityo bseinthe a non-corrosive environment, t. SEQ. : 571 1561 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. J design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if i, J!'1�. u•/ TRANS I D: 383145 5.CompuTrus has no control over and assumes no responsibility for the necessary. ��%Z/r I3 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXPIRES 6/30/15 lines coincide with joint center lines. L- tR o . 1111111 VIII VIII VIII VIIIVIII 1111 IIII IHI MiTek CA in BCSI,copies of which will be furnished upon request' 9 Digits;icicon size of plateted in inches. vas . USA,Inc./CompuTrus fw Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) F 111111111111 ° . , LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" TC: 2x4 DF k1&BTR; LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=1 -73) 101 2- 6=(-306) 663 6- 3=(0) 320 2x6 DF SS T2 SPACED 24.0" 0.C. BC: 2x4 DF k1&BTR 2- 3=(-836) 437 6- 7=(-322) 651 WEBS: 2x4 DF STAND LOADING 3- 4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 7=(-818) 444 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-337) 120 TOTAL LOAD = 42.0 PSF • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24" OC FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHEDTHEDLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -165/ 845V -12/ 188H 5.50" 1.35 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 24'- 0.0" -312/ 2 -225/ 184H 77.50" 0.34 DF ( 625) 21'- 0.0" -199/ 2110DV V -222/ 184H 77.50" 0.34 DF ( 625) OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 8-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CDND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0,267" M,M20HS,M16HS,M16or = MiTek MT series MAX TL CREEP DEFL = -0.036" @ 7'- 6.0" Allowed = 0.939" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = 0.000" @ 0'- 0,0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.058" @ 3'- 2.3" Allowed = 0.508" MAX HORIZ. LL DEFL = -0.008" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 11.5" Design conforms to main windforce-resisting 10-06 10-06 system and components and cladding criteria. 7-06 3 00 M 4+ < Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, T 10 06 interiorEnclose10-06 zone,2loadpduration8factor=l.6, 12 4 Truss designed for wind loads 6.00 L----- 12�. M �I6.00 in the plane of the truss only. M-4x6 iiiii % 3 ®moi M-3x4 coo REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE Li-, SPECIFICATIONS, co 0 o a o �7lJIAD1DFAMAIJDAII a M-3x4 M-165x3 7 M-3x4+(S) o y ,k y M-3x4+ y y 7-06 7-00-08 6-05-08 y 2-00 21-00 > y 2-00 JOB NAME: LENNAR 2555-A-3 SYCAMORE 3 CAR - B1 vPRop Scale: 0.2878 • �`�� �ScS,jp. WARNINGS: GENERAL NOTES,unless otherwise noted: ' C.� ��(j1H�Fa gt 1.Builder and erection contractor should be advisers of all General Notes 1.This design is based only upon the parameters shown and is for an individual / f Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper .' I 1, r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ° z DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at dr, ` 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 ✓^t1, .� DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `JR 9 3.In Impact bridging or lateral bracing where shown++ SEQ. : 57115 62 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. - {}9 G(}.26,1g4 ��._ 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, fO �,` TRANS I D: 383145 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R•J O°N fabrication,handling,shipment and installation of components. necessary. S l L��/3 6.This design is furnished subject to the limitations set forth byDesign assumes adequatenboth drainage is truss,and /0j 1111111111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request. 8 Platesnescoincide with joint center lines.faces of truss, placed so their center r-v1� C C (l 9.Digits indicate size of plate in inches. C!`a'-�RL S 613l/� B MiTek USA,Inc./CofnptaTrus Software 7.6.5(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 15'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LUMBER: SPECIFICATIONS LOAD DURATIONPINCREASE.0" 0 c 1.15 Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 DF #1&BTR LOADING Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12"0C. 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 interior zone, load duration factor=l.6, TOTAL LOAD = 42.0 PSF ntes designed, for wind loads CConnector plate prefix designators:= CompuTrus, in the plane of the indss only. M,M2OHS,M1BHS (16 no MiTek prefix) = Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MT series Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. cRefer to omplete CompuTrus gable end detail for specificaBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 7-06 T 12 12 11M-4x4 X16.00 6.00 I/ 3 co�o I I v co 4 O O� O 0 M-3x4 M-3x4 y y 2 00 y y 15-00 2-00 Stip PROFS JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - Cl Scale: 0.4665 te�\���'�GW�FI ,�� 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 i� n. and Warnings before construction commences. building component.Applicability of design parameters and proper (1>- `; Truss: C 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. S 2.Design assumes the top and bottom chords to be laterally braced at ^ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V^n, Q;� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). O( DATE: 10/29/2013 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 5.4.Installation ion oassurf truss trussesithe responsibilityp to be seof a respective espec�ro o contractor.environment, GL Y 2� hg �V� SEQ. : 57115 63 fasteners are complete and at no time should any loads greater thanand Designre for"dry condition'of use. / > `F design loads be applied to any component. 6.aniongn assumesr'dryfull pyo"o use all supports shown.Shim or wedge if Gia n O�1• /OJLG /3 TRANS I D: 3 83145 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center EXPIRES 6/30115 I' TPIANTCA in SCSI,copies of which v411 be furnished upon request, lines coincide with joint center lines.9. IIIIII VIII VIII VIII IIID VIII VIII IIII II,I MiTek USA,Inc./CornpUTrUS Software 7.6.5(1 L)-E late in inches. O FForlba indicatets connelcto ze relate design values see ESR-1311 ESR-1988(MiTek) QQQ��� IIIIIIIIIIIIII - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BC: 2x4 OF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"OC. DON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, .< g p approvedplans OL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, For hanger specs. - See TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series 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. ,1 18-06 18-06 12-01-07 T 6 04-09 6-04-09 12-01-07 T 12 I'M-4x4 12 6.00 V 3 \I 6.00 M-3x6(S) M-3x6(S) a 4. el0 o c. M 3x6(8) 0 M-3x4 0 M-3x4 y 18-06 y 18-06 y y y 2 y -00 37-00 JOB NAME : LENNAR 2555-A-3 SYCAMORE 3 CAR - Al scale: 0.2243 ,EpPROFES• WARNINGS: GENERAL NOTES,unless otherwise noted: ,�`� GINEF, S1.: 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: Al and Warnings before construction commences, building component.Applicability of design parameters and proper `` 1� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. _��/.�.,, .,. 1 +. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at F 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 DATE: 10/29/2013 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ,� F ty 9 3.2x Impact bridging or lateral bracing where shown++ _ ✓OR! lo N 4, , 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. 6, SEQ. : 5 711564 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, 4t, � "_ design loads be applied to an component. and are for"dry condition"of use. < 1 TRANSv I D: 383145 g o y6.Design assumes full bearing at all supports A y26. 5.CompuTrus has no control over and assumes no responsibility for the pports shown.Shim or wedge if -. 1/, '` rA fabrication,handling,shipment and installation of components. necessary. `C 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. " - '4.O 1 OYNl IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon8 foes coincide with jolates shall be int center liid on both ness of truss,and placed so their center /p,2y_/3 MiTek USA,Inc./CompuTrus Software 7.6.5 1L-E 9.Digits indicate size of plate in inches. EXPIRES 6/3Q�15 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) LENNAR 9-1/4" OPEN WEB JOIST @ 24" O.C. 2555 SYCAMORE A 3-CAR PL14-80 MAIN P w 3/24/2014 = F04 1 05 Products S F04 ; F05 PIotID Length Product Plies Net Qty BK1 22-00-00 2x10 DF No.2 1 1 °4 E a-> BK1 rzi 2-00-00 2x10 DF No.2 1 2 BK1 1-00-00 2x10 DF No.2 1 1 FU lr04 X05 BM3 11-00-00 BB01 1 1 BM2 8-00-00 BB01 1 04 X05 1 BM2 7-00-00 BB01 1 1 r-o4 Y1 F05 BM1 j BM1 6-00-00 BB01 1 2 M ¢-_ F05 m 11I�I�II.'� I ALL BEAM SIZES PER ARCHITECT/ENGINEER I ��y� '° r . -,: BK1=BLOCKING J/ 1100fo ` IRMI=RIM BOARD r 5 -�t ACCESSORIES QT( FOP L'�1! i 2 X 10 DF No.2 FOR SHEAR BLOCKING 24' • FOE \ j 0 35210 5 SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I IFLOOR LOADING 40 LL I F02 15 DL FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I 1II 1, — — JOIST WITH RIM � fl� " i F3 Pacifi w umber REFER TO STRUCTURAL PLAN FOR ADDITIONAL & TRUSS COMPANY POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS.