Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
FLOOR SEAT PLATES
Ar 3090-0010 mar on�d'a Systems Maronda Systems 4005 Maronda Way Sanfofd FL 32771 (407) 321-0064 Engineer/Architect of Record: Tomas Ponce P.E. 367 Medallion PL. Chuluota, FI.32766 Desian Criteria: TPI Desicln: Matrix Analysis MiTek software FORT PIERCE, FL 3498 Fax. (407) 321-3913 FL PE # 50068 WESCOTT'E' &'M' 6BDR 4BATH BLOCK d `y This structure was designed in accordance with, and meets the requirements �, f TPI t ndards and the FLORIDA 2010 BUILDING CODE for 160 M P H Wind Zone is LI o sa . Truss loading is in accordance with ASCE 7-10. These trusses are designed for an enclosed building. The Truss Engineering package for the above referenced site was generated by the Truss Designer/Architect/MiTek. 1, Tomas Ponce P.E. :the Engineer of Record fo the above referenced lot Have reviewed the package and confirmed that it matces the physical and structural Parameters found on the set of hermit drawings. Truss ID Run Date Drawing Truss ID Run Date Drawing No. of Eng. 56 Reviewed Reviewed IDwgs: �FiR:Tifi a �lfDll�i��teLlfiDll�f���:Ze;[.'��teLll�f�aii��teLlfif�aff��■: • • i�•iT BCSI-131 2008 12/09/09 T1SX 04/12/12 04/12/12 TC Live: 16.0 psf B11 2011 08/26/11 T1X 04/12/12 04/12/12 TC Dead: 7.0 psf HIP TRUSS 02/09/09 12/09/09 V1X 04/12/12 04/12/12 BC Live: 10.0 psf VALLEY 12/07/09 05/19/10 V2X 04/12/12 04/12/12 BC Dead: 10.0 sf TOENAIL 02/09/09 12/09/09 V3X 04/12/12 04/12/12 Total 43.0 sf 9,01 H 1 SX I 04/12/12 I 04/12/12 I V4SX 1 04/19/19 1 04/19/19 1 H1X 04/12/12 04/12/12 V5SX 04/12/12 04/12/12 DurFac- Lbr: 1.25 H2SX 04/12/12 04/12/12 V6X 04/12/12 04/12/12 DurFac- Pit: 1.25 i H2X 04/12/12 04/12/12 V7X 04/12/12 04/12/12 O.C. Spacing: 24.0" Floor Loads- H5X 04/12/12 04/12/12 TC Live: 40.0 psf H6X 04/12/12 04/12/12 FLOOR TRUSSES TC Dead: 10.0 psf H7X 04/12/12 04/12/12 LAYOUT 04/19/12 04/19/12 BC Live: 0.0 psf HGRD1X 04/12/12 04/12/12 FA 04/11/12 04/12/12 BC Dead: 5.0 psf HS4X 04/12/12 04/12/12 FB 04/11/12 04/12/12 Total 55.0 psf HS6X 04/12/12 04/12/12 FC 04/11/12 04/12/12 DurFac- Lbr: 1.00 HS7X 04/12/12 04/12/12 FD 04/11/12 04/12/12 DurFac- Pit: 1.00 HSGRD1X 04/12/12 04/12/12 FL 04/11/12 04/12/12 . O.C. Spacing: 24.0" J1X 04/12/12 04/12/12 J2X 04/12/12 04/12/12 J3X 04/12/12 04/12/12 J4X 04/12/12 04/12/12 JGRD1X 04/12/12 04/12/12 FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r �FiR:Tifi a �lfDll�i��teLlfiDll�f���:Ze;[.'��teLll�f�aii��teLlfif�aff��■: • • i�•iT BCSI-131 2008 12/09/09 T1SX 04/12/12 04/12/12 TC Live: 16.0 psf B11 2011 08/26/11 T1X 04/12/12 04/12/12 TC Dead: 7.0 psf HIP TRUSS 02/09/09 12/09/09 V1X 04/12/12 04/12/12 BC Live: 10.0 psf VALLEY 12/07/09 05/19/10 V2X 04/12/12 04/12/12 BC Dead: 10.0 sf TOENAIL 02/09/09 12/09/09 V3X 04/12/12 04/12/12 Total 43.0 sf 9,01 H 1 SX I 04/12/12 I 04/12/12 I V4SX 1 04/19/19 1 04/19/19 1 H1X 04/12/12 04/12/12 V5SX 04/12/12 04/12/12 DurFac- Lbr: 1.25 H2SX 04/12/12 04/12/12 V6X 04/12/12 04/12/12 DurFac- Pit: 1.25 i H2X 04/12/12 04/12/12 V7X 04/12/12 04/12/12 O.C. Spacing: 24.0" Floor Loads- H5X 04/12/12 04/12/12 TC Live: 40.0 psf H6X 04/12/12 04/12/12 FLOOR TRUSSES TC Dead: 10.0 psf H7X 04/12/12 04/12/12 LAYOUT 04/19/12 04/19/12 BC Live: 0.0 psf HGRD1X 04/12/12 04/12/12 FA 04/11/12 04/12/12 BC Dead: 5.0 psf HS4X 04/12/12 04/12/12 FB 04/11/12 04/12/12 Total 55.0 psf HS6X 04/12/12 04/12/12 FC 04/11/12 04/12/12 DurFac- Lbr: 1.00 HS7X 04/12/12 04/12/12 FD 04/11/12 04/12/12 DurFac- Pit: 1.00 HSGRD1X 04/12/12 04/12/12 FL 04/11/12 04/12/12 . O.C. Spacing: 24.0" J1X 04/12/12 04/12/12 J2X 04/12/12 04/12/12 J3X 04/12/12 04/12/12 J4X 04/12/12 04/12/12 JGRD1X 04/12/12 04/12/12 FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r 9,01 H 1 SX I 04/12/12 I 04/12/12 I V4SX 1 04/19/19 1 04/19/19 1 H1X 04/12/12 04/12/12 V5SX 04/12/12 04/12/12 DurFac- Lbr: 1.25 H2SX 04/12/12 04/12/12 V6X 04/12/12 04/12/12 DurFac- Pit: 1.25 i H2X 04/12/12 04/12/12 V7X 04/12/12 04/12/12 O.C. Spacing: 24.0" Floor Loads- H5X 04/12/12 04/12/12 TC Live: 40.0 psf H6X 04/12/12 04/12/12 FLOOR TRUSSES TC Dead: 10.0 psf H7X 04/12/12 04/12/12 LAYOUT 04/19/12 04/19/12 BC Live: 0.0 psf HGRD1X 04/12/12 04/12/12 FA 04/11/12 04/12/12 BC Dead: 5.0 psf HS4X 04/12/12 04/12/12 FB 04/11/12 04/12/12 Total 55.0 psf HS6X 04/12/12 04/12/12 FC 04/11/12 04/12/12 DurFac- Lbr: 1.00 HS7X 04/12/12 04/12/12 FD 04/11/12 04/12/12 DurFac- Pit: 1.00 HSGRD1X 04/12/12 04/12/12 FL 04/11/12 04/12/12 . O.C. Spacing: 24.0" J1X 04/12/12 04/12/12 J2X 04/12/12 04/12/12 J3X 04/12/12 04/12/12 J4X 04/12/12 04/12/12 JGRD1X 04/12/12 04/12/12 FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r Floor Loads- H5X 04/12/12 04/12/12 TC Live: 40.0 psf H6X 04/12/12 04/12/12 FLOOR TRUSSES TC Dead: 10.0 psf H7X 04/12/12 04/12/12 LAYOUT 04/19/12 04/19/12 BC Live: 0.0 psf HGRD1X 04/12/12 04/12/12 FA 04/11/12 04/12/12 BC Dead: 5.0 psf HS4X 04/12/12 04/12/12 FB 04/11/12 04/12/12 Total 55.0 psf HS6X 04/12/12 04/12/12 FC 04/11/12 04/12/12 DurFac- Lbr: 1.00 HS7X 04/12/12 04/12/12 FD 04/11/12 04/12/12 DurFac- Pit: 1.00 HSGRD1X 04/12/12 04/12/12 FL 04/11/12 04/12/12 . O.C. Spacing: 24.0" J1X 04/12/12 04/12/12 J2X 04/12/12 04/12/12 J3X 04/12/12 04/12/12 J4X 04/12/12 04/12/12 JGRD1X 04/12/12 04/12/12 FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r J1X 04/12/12 04/12/12 J2X 04/12/12 04/12/12 J3X 04/12/12 04/12/12 J4X 04/12/12 04/12/12 JGRD1X 04/12/12 04/12/12 FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r FF 1 04/11/12 04/1 INV # I DESC I QNTY JS1AX 04/12/12 04/12/12 50060.0114 THD48 2 JS1X 04/12/12 04/12/12 50066.0047 THD28 4 PO JS2X 04/12/12 04/12/12 50066.0110 JUS26 JS3X 04/12/12 04/12/12 50060.0058 THJ26 4 •��' o° � �' �' - JS4X 04/12/12 04/12/12 50066.0049 THD28-2 � , ; f' A y JSGRD1X 04/12/12 04/12/12 50060.0272 THD179 1 > CIT SEAT PLATES����.���``��a� FLOOR SEAT PLATES 47 DATE: r N �j $ HS7X 4'-0' HS6X HSSX I H5X H6X H7X k 3a-0° W ESTCOTT "E" & "M" - FL GARAGE: RIGHT COPYRM ff © =7 MARONDA HOMES d�aronda Hogries 1407) 321-0064 4005 WARONDA WAY SANFORD, FLORIDA, ,.\wct-em-r-8x11.trI Apr. 19, 2012 15:03:09 HARDWARE LEGEND 1� HUS26 a HUS28 3❑ JUS26 /a ® b o MP6F MPA1 & MPAT � J SKH26 L/R J JS2X 07 SKHH26 L/R 15 4'-0• ® SUS 2 6 09 SUS28 b N 10 THD26 11 THD28 12 THD28-2 13 THDH28-3 14 THD48 x - 15 THJ26== 16 LTW12 N X ©7 JL281F-TZ X 68 THD26-2 J3X k X ' a �dR 0 I -® UFACTURED "DWARMANUFACTURED By SIMPSON * IK HARDWARE MANUFACTURED BY CLEVELAND DESIGNER. PARIS_I CHECKER: MIKE DRAWN BY: SARVER SCALE: DATE: //8" _ /'-0" 00/00/0000 WTEN 2000 "IMT ME. 4 L600.646.3567 - miteksupportoeu m TC LIVE 16.00 SNOW LOAD 0p0 TC DEAD 7.00 LUMBER DOL L25 BC LNE 0.00 PLATE DOL 125 9C DEAD 10.00 WIND l60 Vosd-l24 TOTAL 33.00 SPACING 2' 0 PERMIT HARDWARE HARDWARE MANUFACTURED FT%❑ BY USP THD28-2 O4 HUS179 L M THD48 31 THD28 51 THD48-IF WESTCOTT - FL ALL ELEVATIONS GARAGE : RIGHT DESIGNER: J. Pitcock CHECKER: K. Cooper TC LIVE 40.00 SNOW LOAD TC DEAD 10.00 LUMBER DOL BC LIVE 0.00 PLATE DOL BC DEAD 5.00 WIND TOTAL 55.00 SPACING SCALE: 1/8" = T-0" DATE: 04/19/12 O� 0 N/A 1.00 urtLX 2000 1.00 IATQR SrM in N/A zi—D" L600.646.3567 - 4t.ksu Wtariicom $ C\ u c 0� GENERAL MITES 7111sses areootTmarked Ih airly,y(ay to jdendfy (he frequency or.Ibcation.of�temporary lateral'resbalnt and;dlag6nal bracing; Follow the-recdmmendations for handling, Instalflng and femporary, rrstralning and; bfpdng of misses, Jtefeir to 7ni aer" for more detailed Information, Tn)s Design Drawings may specify 100110115 of permanent lateral resbainf' or reinforcement for 1,,.gqcJlvidual'truss members: Refer to' the AfSI- t33f+' for more. Information. All tither permanent 6radrig design is ttie respbiislb)0(y'of turd building designer, NOTAS'GENEMALES Lbs ousses,no'esidn marrados de ningdn mo'dd quE Idendfiquelafrecuenda 0locallracldn dereWocidnlateral yaniasire.d(agonal tempbrelas: Use lasremmendadortes deinane)o;)nstilad6n, resMcU6n.yardasbe'temppralde lashusseS,Vea.PJfplleto.BfG%C.r'/ 'uairnndPrdt?2a oars el hfanelo. Insmladdn R'e�hrafdn•yQrrlo� tip lnc Muse, de de.Metil""' pars informaddn rhos detallada.! Los, dlbu)osde diserio de has trusses puaden espedficar has localkadones de, resbrcrldn 7a6rdl permanence o refuerra en Iqs mlemtirps indWddale4 del frc&L Vea la ho)a resumen:BW-63r++Mara mJs lnl6rma66n. 0 resto de Ids dlsaft de arilostres gqermanen[es sod la responnblffdad del oWRdordel edinda A1kARNINGI•The'mnsequences of Improper handling erecting, Installing, imtralning and'br469,can re$ult in a collapse of the structure, or worse, -serious personal Injury, or death. MOVERTEMCTA_I El resuIWO-de bn mania, leiailtamlento, (nstaladop, restdccf6n y aMsobe Incorrec(o poede serla cafda rde la estrudura o aun poor heddoso muertos. ,A immumM Banding and truss plates have sharp edges: Wear gloves when handling and safety glasses when cutting banding, Ifs Tlm7Eadtp GPM de inets/ Henn bordes afilados Ueve guantEs y lentes protectores cuando torte Yes •a(aduras. HANDLING _ MANEJO Avoid lateral bending. Evlte' la'AE+ddn:laldral. ® 1M.W.1110XIN Use �gt/)F1 m Mike special rare In euldado especial en windy weather or ' .Gras ventosos m 0 ter near power•'llnes dui cables nJecb/cos o and airports. de aeropuerms, Spreader bar for trussIlk i ° The contractor is responsibie.for properly receiving, unloading and'stodng O O the, busses at the Jobsite. Unload .asses to smooth surface to prevent damage. © Useproper rl - Use El mntrads(a dene fa responsabllldad de 9 equlpo apmplado redblr,descargaryalmacenaradecuadamente equipment.ng and hurting paraletalrtare los trusses en la obrd. Descargue los busses en la equipment. Improvlsac derra liso Para prevenira/ dafio. © Trusses may be unleaded directly on the ground at the time of derivery, or stored temporarily In contact with the ground after delwery. If trusses are to be stored horizontally for more than one DO NOT store ' week, place blocking of sulfident height beneath unbrered bundles the stark of trusses at 6' (2.4 m) to 10' (3 m) uptight. on -center (ac.). Las trusses pueden sar desorgados dlrectamente gn'eisuelo:en:aquel momenta de entrega o almacanados temporalmente an contacto con at sue/o di spues de entrega,, 9las buses estalan ' gpardadosAort{orifalrrienfepareroasCe'nria semana, ponga bloqueande de altura su6denia 9 dpbas de ra prTa de los trusess a a bast. IO pies an ccennno (ic). A , Q For busses stored for more than one week, cover bundles to protect from the environment _ Para (noses guardados par mi s de una semana, @ DO NOT storeon cvbra los,paq-,r sparapotegedasdelamNante. uneven ground. Refer to'BCSr• for more detailed Information pertaining to handling and Jobslte storage of dlea el follebl BCSI�4' pars inramtaddn mdsdela iada sabre el manefo y almacenado de Jos trusses IL en 6ree de babolia - SWIMS. NO almacene en berm deslgria" . HUISTING.jtE.COMMENDATIONS'FOR TRUSS•gUNDLES RECOMENDACIONES PARA LEVANTAR PA'QUETES'DE TRUSSES DONT overload.the crane. NO•sobrscargbe la w4 NEVER use banding to Oft a bundle. NUNCA use has ataduras para levantar Lin paquete. 0 &single 11h.point may be used for bundles with trusses up toAt. (13.7 Mi. Two)Ift points may be, used for bundles with trusses up to:60' (18:3'm). Use at least 3 Oft polhETfor bundles with trusses greater than 60' (M.3'm). 'Puede,rlsar onsolo'lugar de levantar para Paquet'es de'busses hasia'4S.ples, Puede,usar dos puntos.de.levaniar para paq'uetes m9s-de 60 pies. Ilse par to menos rt . pun tos de lemntar pars paquetes mas•de 60 pies A WARNINGI.Do.notoverload:support structure with truss bundle. IADVERTENClAI Noapbrecargue.la estrudurd apoyada con el paquete de trU&W, © place truss bundles. In stable position. Pose Paquetes de trusses en.una posit esiable. HOIMNG.RECOh1MENDATION5OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES .POIK14 MAIVO Trusses 20' u'? (6.1 m) or I less, support at peak: a soporte i delYplcO los trusses de I •F Trusses up to 20' -}I 20-pies b (6.1 A) mdnos: Trusses hasty 20 pies 0 Trusses 30' - (9.1 m) or less,.support at quarter points. Soporte de has War= de tramo los I F Trusses up to 30, _e MASSES de 30 (9.1 m) Pies o mends. Trusses hasty 30 pies HOISTING: RECOMMENDATIONS FOR SINGLE TRUSSES REGOMENDAGTONESPARA LE14PJTAR TRUSSESINDIVIDUALES i0 Hold each truss in POS cm•withthe erection equipment until top chord temporary lateral restrain Is Installer) and thetruss.is fastened tothe bearing points, soSteirg3 Qda'fruss en p"oslddn gon'equlpo'de gria hasta que la lestrlcddn lateral temporal de, cuerda svpedor,est�lnstalado.y eJ truss fists{ asegurado en los.soportes Using a single pick -point atthe peak tan damage the truss, EI usd;de un sold lugar en tel pica para levantar puede hater dano al buss reader he ae n SPmeam-Iwr'1210 _ I� rpGne PlJ Utrs i+ngih —'I TRUSSES UP TO 60' TRUSSES'i Go P[E: Tepline 60- or less (�-- Appmr. 112 muss length TRUSSES UPTO 3u' (0,1 rn) TRUSSES HASTA 30 PIES Aflach Lxale Spreadar bm 10' as abase orsuffbadl max. mM.heipnl Spreaders bar;J3 to yl Tagruw- IT W4 IMM longlh I TRUSSeS Up To AHD TRUSSES HASTA Y S... U N IM TEMPORARY RESTRAINT & BRACING _. . REST UMON YA9k105Tht TFMP6kAL EM Refer to BCS1-62•'" for more inrormatl6n. Vea el rewmen SCSI-82y" pars rods Infory mad6n. Locate ground braces for first truss directly In Ilne:wi'th all rows of top chord temporary, lateral restraint (see table in the next column) Coloque.lbs ardasb'es de trerra pare el pdmar truss diredamente eq lry:i call cada una de las q6s de'resbiccldn lateral temporal de la c uerda superior (vea la tabla en la pr6xlma column). DO NOT walk on r unbrabW trusses. NO.camine an trusses Dsueltos, Top Chord Tempos Lateral Restraint I. �... , (MTLR) ,' ll 2ru) min. m90, Brace first truss -- securely before erection of additional trusses. Spreader bar for trussIlk i ° The contractor is responsibie.for properly receiving, unloading and'stodng O O the, busses at the Jobsite. Unload .asses to smooth surface to prevent damage. © Useproper rl - Use El mntrads(a dene fa responsabllldad de 9 equlpo apmplado redblr,descargaryalmacenaradecuadamente equipment.ng and hurting paraletalrtare los trusses en la obrd. Descargue los busses en la equipment. Improvlsac derra liso Para prevenira/ dafio. © Trusses may be unleaded directly on the ground at the time of derivery, or stored temporarily In contact with the ground after delwery. If trusses are to be stored horizontally for more than one DO NOT store ' week, place blocking of sulfident height beneath unbrered bundles the stark of trusses at 6' (2.4 m) to 10' (3 m) uptight. on -center (ac.). Las trusses pueden sar desorgados dlrectamente gn'eisuelo:en:aquel momenta de entrega o almacanados temporalmente an contacto con at sue/o di spues de entrega,, 9las buses estalan ' gpardadosAort{orifalrrienfepareroasCe'nria semana, ponga bloqueande de altura su6denia 9 dpbas de ra prTa de los trusess a a bast. IO pies an ccennno (ic). A , Q For busses stored for more than one week, cover bundles to protect from the environment _ Para (noses guardados par mi s de una semana, @ DO NOT storeon cvbra los,paq-,r sparapotegedasdelamNante. uneven ground. Refer to'BCSr• for more detailed Information pertaining to handling and Jobslte storage of dlea el follebl BCSI�4' pars inramtaddn mdsdela iada sabre el manefo y almacenado de Jos trusses IL en 6ree de babolia - SWIMS. NO almacene en berm deslgria" . HUISTING.jtE.COMMENDATIONS'FOR TRUSS•gUNDLES RECOMENDACIONES PARA LEVANTAR PA'QUETES'DE TRUSSES DONT overload.the crane. NO•sobrscargbe la w4 NEVER use banding to Oft a bundle. NUNCA use has ataduras para levantar Lin paquete. 0 &single 11h.point may be used for bundles with trusses up toAt. (13.7 Mi. Two)Ift points may be, used for bundles with trusses up to:60' (18:3'm). Use at least 3 Oft polhETfor bundles with trusses greater than 60' (M.3'm). 'Puede,rlsar onsolo'lugar de levantar para Paquet'es de'busses hasia'4S.ples, Puede,usar dos puntos.de.levaniar para paq'uetes m9s-de 60 pies. Ilse par to menos rt . pun tos de lemntar pars paquetes mas•de 60 pies A WARNINGI.Do.notoverload:support structure with truss bundle. IADVERTENClAI Noapbrecargue.la estrudurd apoyada con el paquete de trU&W, © place truss bundles. In stable position. Pose Paquetes de trusses en.una posit esiable. HOIMNG.RECOh1MENDATION5OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES .POIK14 MAIVO Trusses 20' u'? (6.1 m) or I less, support at peak: a soporte i delYplcO los trusses de I •F Trusses up to 20' -}I 20-pies b (6.1 A) mdnos: Trusses hasty 20 pies 0 Trusses 30' - (9.1 m) or less,.support at quarter points. Soporte de has War= de tramo los I F Trusses up to 30, _e MASSES de 30 (9.1 m) Pies o mends. Trusses hasty 30 pies HOISTING: RECOMMENDATIONS FOR SINGLE TRUSSES REGOMENDAGTONESPARA LE14PJTAR TRUSSESINDIVIDUALES i0 Hold each truss in POS cm•withthe erection equipment until top chord temporary lateral restrain Is Installer) and thetruss.is fastened tothe bearing points, soSteirg3 Qda'fruss en p"oslddn gon'equlpo'de gria hasta que la lestrlcddn lateral temporal de, cuerda svpedor,est�lnstalado.y eJ truss fists{ asegurado en los.soportes Using a single pick -point atthe peak tan damage the truss, EI usd;de un sold lugar en tel pica para levantar puede hater dano al buss reader he ae n SPmeam-Iwr'1210 _ I� rpGne PlJ Utrs i+ngih —'I TRUSSES UP TO 60' TRUSSES'i Go P[E: Tepline 60- or less (�-- Appmr. 112 muss length TRUSSES UPTO 3u' (0,1 rn) TRUSSES HASTA 30 PIES Aflach Lxale Spreadar bm 10' as abase orsuffbadl max. mM.heipnl Spreaders bar;J3 to yl Tagruw- IT W4 IMM longlh I TRUSSeS Up To AHD TRUSSES HASTA Y S... U N IM TEMPORARY RESTRAINT & BRACING _. . REST UMON YA9k105Tht TFMP6kAL EM Refer to BCS1-62•'" for more inrormatl6n. Vea el rewmen SCSI-82y" pars rods Infory mad6n. Locate ground braces for first truss directly In Ilne:wi'th all rows of top chord temporary, lateral restraint (see table in the next column) Coloque.lbs ardasb'es de trerra pare el pdmar truss diredamente eq lry:i call cada una de las q6s de'resbiccldn lateral temporal de la c uerda superior (vea la tabla en la pr6xlma column). DO NOT walk on r unbrabW trusses. NO.camine an trusses Dsueltos, Top Chord Tempos Lateral Restraint I. �... , (MTLR) ,' ll 2ru) min. m90, Brace first truss -- securely before erection of additional trusses. © Trusses may be unleaded directly on the ground at the time of derivery, or stored temporarily In contact with the ground after delwery. If trusses are to be stored horizontally for more than one DO NOT store ' week, place blocking of sulfident height beneath unbrered bundles the stark of trusses at 6' (2.4 m) to 10' (3 m) uptight. on -center (ac.). Las trusses pueden sar desorgados dlrectamente gn'eisuelo:en:aquel momenta de entrega o almacanados temporalmente an contacto con at sue/o di spues de entrega,, 9las buses estalan ' gpardadosAort{orifalrrienfepareroasCe'nria semana, ponga bloqueande de altura su6denia 9 dpbas de ra prTa de los trusess a a bast. IO pies an ccennno (ic). A , Q For busses stored for more than one week, cover bundles to protect from the environment _ Para (noses guardados par mi s de una semana, @ DO NOT storeon cvbra los,paq-,r sparapotegedasdelamNante. uneven ground. Refer to'BCSr• for more detailed Information pertaining to handling and Jobslte storage of dlea el follebl BCSI�4' pars inramtaddn mdsdela iada sabre el manefo y almacenado de Jos trusses IL en 6ree de babolia - SWIMS. NO almacene en berm deslgria" . HUISTING.jtE.COMMENDATIONS'FOR TRUSS•gUNDLES RECOMENDACIONES PARA LEVANTAR PA'QUETES'DE TRUSSES DONT overload.the crane. NO•sobrscargbe la w4 NEVER use banding to Oft a bundle. NUNCA use has ataduras para levantar Lin paquete. 0 &single 11h.point may be used for bundles with trusses up toAt. (13.7 Mi. Two)Ift points may be, used for bundles with trusses up to:60' (18:3'm). Use at least 3 Oft polhETfor bundles with trusses greater than 60' (M.3'm). 'Puede,rlsar onsolo'lugar de levantar para Paquet'es de'busses hasia'4S.ples, Puede,usar dos puntos.de.levaniar para paq'uetes m9s-de 60 pies. Ilse par to menos rt . pun tos de lemntar pars paquetes mas•de 60 pies A WARNINGI.Do.notoverload:support structure with truss bundle. IADVERTENClAI Noapbrecargue.la estrudurd apoyada con el paquete de trU&W, © place truss bundles. In stable position. Pose Paquetes de trusses en.una posit esiable. HOIMNG.RECOh1MENDATION5OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES .POIK14 MAIVO Trusses 20' u'? (6.1 m) or I less, support at peak: a soporte i delYplcO los trusses de I •F Trusses up to 20' -}I 20-pies b (6.1 A) mdnos: Trusses hasty 20 pies 0 Trusses 30' - (9.1 m) or less,.support at quarter points. Soporte de has War= de tramo los I F Trusses up to 30, _e MASSES de 30 (9.1 m) Pies o mends. Trusses hasty 30 pies HOISTING: RECOMMENDATIONS FOR SINGLE TRUSSES REGOMENDAGTONESPARA LE14PJTAR TRUSSESINDIVIDUALES i0 Hold each truss in POS cm•withthe erection equipment until top chord temporary lateral restrain Is Installer) and thetruss.is fastened tothe bearing points, soSteirg3 Qda'fruss en p"oslddn gon'equlpo'de gria hasta que la lestrlcddn lateral temporal de, cuerda svpedor,est�lnstalado.y eJ truss fists{ asegurado en los.soportes Using a single pick -point atthe peak tan damage the truss, EI usd;de un sold lugar en tel pica para levantar puede hater dano al buss reader he ae n SPmeam-Iwr'1210 _ I� rpGne PlJ Utrs i+ngih —'I TRUSSES UP TO 60' TRUSSES'i Go P[E: Tepline 60- or less (�-- Appmr. 112 muss length TRUSSES UPTO 3u' (0,1 rn) TRUSSES HASTA 30 PIES Aflach Lxale Spreadar bm 10' as abase orsuffbadl max. mM.heipnl Spreaders bar;J3 to yl Tagruw- IT W4 IMM longlh I TRUSSeS Up To AHD TRUSSES HASTA Y S... U N IM TEMPORARY RESTRAINT & BRACING _. . REST UMON YA9k105Tht TFMP6kAL EM Refer to BCS1-62•'" for more inrormatl6n. Vea el rewmen SCSI-82y" pars rods Infory mad6n. Locate ground braces for first truss directly In Ilne:wi'th all rows of top chord temporary, lateral restraint (see table in the next column) Coloque.lbs ardasb'es de trerra pare el pdmar truss diredamente eq lry:i call cada una de las q6s de'resbiccldn lateral temporal de la c uerda superior (vea la tabla en la pr6xlma column). DO NOT walk on r unbrabW trusses. NO.camine an trusses Dsueltos, Top Chord Tempos Lateral Restraint I. �... , (MTLR) ,' ll 2ru) min. m90, Brace first truss -- securely before erection of additional trusses. STEPS TO SETTING TRUSSES LAS MEDIDA'S-DE LA INSTALACION DE,LOS TRUSSES Z 11 Install ground bracing, 2) Set firsttruss and attach'securely'to groupd bracing. 3);S4 next4 trusses with shortmembertempoirary lateral restraint(see below), 4) Install top chord diagonal biacing (see tumlo'w). 5) Install iyeb ineniber plane dlag'onak bracing to statiilize.the first Rve trusses(see below). 6) Install bottom c)iordtempo.Miy lateral rest, Int and diagonal 'bracing {see below). 7)Repeat procession groups oM- urtrusses Out all trusses are set. 1) Instate las anfoshes.de Berra. 2) Insiale el pdmervirus gate seguramente of arriostre de tlerra. 3) Instate Jos prdxlrnos 4'trusses can le$6fcdm lateral temporal de mlembrd corto (vea abafo): 4) Insta(e'elam` sR2 d1agonal.de'7a. c-ugida•supe fx (yea abajo), 5) Instate ardostre diagonal. pars-los:ptanos�e to;mlrrrlbrossecvndadas pat establllce.los'primeros•dnco trusses (vea alrafo), 6) Insble la restrlccldn.fatoral'temporal yardostre dlagonal.para la tuerda.tnfvior (vea akfo)..7) Replta¢stb procedlrriled1&. ri gnfpds tie cirabo.trtisses l asta: gtie.todoslos trusses-datm Initalados. ° .Refer to.BCSI-.02+*y for more Information. We el resdmen 1 aEUZx'** para•mds lnformaddn. RESTRAINT%BRACLNG FORALI PLANESpFT,BIISSFS RESTRICCION/ARRIOSTRE'PARA T0005 PLANO5.' DE:TRUS5E5 23 This restraint & bracing method Is lot all tiusses aicdbpt 3x2 and 4R2 parallel dhord bllsses'(PGrs). See.top of next column' for temporary.restralnt and bracing of POrs. Este mdb)do de restilcdgn y arrfostre es Pita &do Cuss& excepto p'vsses.de cirerdas paraleles (PCfs) 3x2 y 4x1. Vea. la'paite sopetl& de la colurdlle.para:la resbicddn y;arridsbe temporal de PM- 1) TOP'CHORD-CUERDA-Sf)PlFRIOR' `•*a,3T��r, ss4s s� -d_ p e In R)�6pac g 'Lo�g!Edt_Tla oq rn EsRa a7g(Q2l_S 45 P.-orsaiL�Rar1 r_ Up 1 m)) (9.1 10' (3.m):b,c, rpak. . . 30' (9.1 m) - 45' 137m) 6''(2.4.m) o:c max, 45' (13.7 ml- 6' (3.8 m) D.C.max, 60' (18.3 ni) 60' (18:3 m) - 80' (24.4.m)* 4' (1.2 m) o.c, may. Consult a ReglsbLred Design pr 'res;lanaf.(gr buwes,lbngerthan 60' (18.3 m). 'Consulte a un Professlonal Reglstrado'do b)senb pat busses Migs de 60 ples. 21 See BCSY-B2*** forIC7LRoptlons. Yea el dCSi-H2**I para.las oWon'es de TCRR. * Refer to SCSI-03*** ' for -Gable End Frame re- straint/bracing/ reinforcement Information. •• ra,, t I Para Infomracidn sobre nest c/6n/ardasb Irefie-Para Armazones Hastteles Vea el resumen SC5I43- Note: Ground bracing. not shown for clarity. 2) WEB MEMBER PLANE - PLANO DE LOSWIEMEROS SECUNDARIOS LATERAL RESTRAINT Web 3t DIAGONAL BRACING %RIB VERY IMPORTANT FLA RESTRICCI6i1l LATERAL Y EL "RRY0STRE DIAGONAL ", R ' r. PORTANTES! tm�, 10' (3 m) -15' (4.6 in) max. Same as bottom chord lateral restraint ,) BOTTOM CHORD- CUERDA INFERIOR' Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom 10' (3 m) - IS' (4.6 m) max. W M, Repeat diagonal braces for each set of 4'trusses. Repita los arri- sours diagonales pars cada grupo de 4 trusses, chords Diagonal braces every 10 truss spaces o� 20' (6.1 m) max. Note: Some chord and web members nit shown for clarity. :t; Diagonal braces every 10 - r+ P ' truss spates 20' (6.1 m) max. Note: Some chord -and web members dot.shown fordar(ty. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES'DE CUERDAS PARA'LELAS3XZ Y.4X1 ° 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer. ,16' 14.5 m)• I '. Very 15 truss spaces 30,• fQ t3G5l,-67an* for jr iriona In.fohnatioh. rY'= �` 19.1 m Yea el resumes mds lnfo'rmacl6n. I:� ; ,triny�ut i :ip Apply diagonal brace to vartfc�W webs at and of canillever.and at beating locadans. All lateral (as alb nIs lapped a -least (wo trusses, "Top chord temporary lateral restraint spacing shall be 1D' (3 m) Mc. mat for 3x2 chords and 15' (4.5 m) o.c. for 412 chords. INSTALLING - INS TALACIQN i newn�o'(=Fjtano'.-'w�,_aY -uko'k um a Max. BOW. Truss Length D/50 D (ft.) 3/4" 19 mm (3.8 iri 1!4• 1• 7/e'• 1'4;8' 6 ram (0:3 m (22 ram) 4.6 ni U2" ;2' 1" 1S.T 13 ram 0.8,m 25 mm (5.1 m) 19 mtli .(29 ram . (5.7 A 125 ram '1:2m .32 nun .8:3m 32 ism 1.5'm (35 mm):drim 6' 1-12t' 25.0' 3e ruin 1:8m' 38'mm _6m tare•• T 1a/a• 29,2• 45 rain 2.1 m ' , 45 mrn 8.9 m) 2' a8' 2" 233M' 51 ram R2a m of Arun 10.1 M Tolerances for Out-dr Plane. Tolerandas pare Fuel -de -Plana. Longlh -► Mae. Bow L�L11 U Mac Bow �- Length -�L7 i Max Bow ; ' • 1 Length (, Plumb o I - �(Ilne Q Tolerances for Out -of -Plumb. D/5o max ':.... t'l". •._ Tolerandas pars K- Fuera-de-Plomada, CONSTRUCTION. LOADING CARGA DE cONSTRUCCIDN DO NOT proceed with construction until all lateral restralnt and bracing Is securely and properly In place. NO proceea con la construcddn hasty que todas-las resMc- clones laterales y los ardostres esten colocados en forma apioplada yseyurd, DO' NOT excded'max)mum stack heights. Refer to BCSj-04-** formore Information. NO exceda.14 alturas maxlmas de mont6n. Yea of resumes SCSI-04*** pare masanfonnadda. DO NOT overload small groups or single trL sses. NO sobreargue pequenosgrupos o trusses lndlvlduales. (S) NEVER stark materials near a peak or at mid -span. NUNCA amontone /as matedalescerca de un plco. X' ; • ,»ie a o 019 g 9 eae� M.2 Hdlbht. Gypsum 9" 1r (305 tr on) Plyv--orgsa 1iz.(400 men) 6sph6lt6hltl6leA 21adndle° CDnraeie Bloat r (2m ram) Clay We 3•a Gies high I ED Place loads over as many trusses as possible. Coloque /as cargas sabre Lantos trusses corlo sea posible, I � Position loads over load hearing walls. - 1 Cofaque las cargas sabre las Paredes soportantes. ALTERATIONS-ALTERACIONES % Trussbacing scar shown for danry. Refer to 0CSt-B5.*** Yea el resunlen 807-11S.'** DO NOT cut, alter, or drill any structural member of a truss unless j specifically permitted by the truss design drawing. :;-'�•• .�~ NO Corte, altere o perfore ningdn mlembro esbuctural de un truss, a mesas qua est€ espeafimmente permltldo en el d154. del dlseno del truss, Trusses that have been overloaded during construction or altered without the Truss Manufadurer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargade durante la construcd6n o han.sldo alterados sin la autarizaclifn previa del Fabdcante de Trusses, pueden hater nulo ysln efecto la garanta Ilmitada del Fabd- cante de Trusses. "'Canbct the Component Menerachner for mord lnfmntaden orcanmrlte Registered omign Pmforslonal for mistande. To Werra nw•pdr Mq Warthisdoomen4vW[rwev.lid m�ret, NOTE- The brut, nemda'Pe" and Ond rrEdMu tdy an tie presumWon that the mntradur and sane operator (Irt=ble) are WDrossbwa wah.Mo capability to unEr>mke arc wan they lure agreed to do on any given pro)e31t die c rtra believes a-r�s .%slsterce In sane aspect of the mnstspmw project, @ strwN tech osslsturim Irom a mmrNnt party. The mMods.end ps?rxdures wnlned In this document are intended toe MNat the ovOa conmudbn adlnaturs empbral war putUletrusses Inld plum SAFELY. I Tbese remmmrndatlons fw AamainD. Imtalang, restraining and bradr mated are lased uom rim m11e exDrdearp rrr L a hr, strudual b-luing sdnppnrnts as datemined by she Nnlyddar.Thus, Wm71 and T➢ ftrie ssly dh'darm any mVonseMLly for dal arising fmm the sse, applkadoM,"relance on the remmmmdahons and oWm non mneined herein ®®YmJ7 � fi Yd Gil a TRUSS PLATEINSTrrUTE 6300 Fntrtse Ionaerp• fledison, W153i19 210 N. tee St, Ste 312, Alexandria, VA 22314 Regulations and information on fall protection and erection/installation of trusses in residential construction is contained In Standard 29 CFR 1926 Subpart M from the U.S. Department of Labor, Occupational Safety and Health Administration (OSHA). Section 1926.501(b)(13) of the OSHA Construction Standard states in part "Each employee engaged in residential construction activities 6 feet or more above lower levels shall be protected by guardrail systems, scaffolding, a safety net system or a personal fall arrest system." Las regulaciones a informacidn sobre proteccidn para calla I y levantamlento/Instalacl6n de entramados en construcci6n residencial vienen contenidos en Standard 29 CFR 1926 Subparte M del Depar6fnento de Empleo (U.S. Department of Labor), Adminlstraci6n de Seguridad e Hig!ene Ocupacfonal (Occupational Safety and Health Administration, OSHA). La Semi& 1926.501(b)(13) de OSHA Construction Standard establece en parte: Cada empleado que participe en activfdaIdes de construccl6n residencial a 6 pies o mas por encima de niveles inferiores deberan estar protegidos por sistemas de rampas de proteccift andamiaje, un sistema de red de segundad o un sistema de proteccidn personal Para detenc& de cafdas': TRUSS SYSTEMS - SISTEMAS DE DANGER Inadequately braced and sheathed truss syster as an anchorage point for any type of personal fall arrest is dangerous and will increase the risk of serious injury o IPELIGRO! Los sistemas de entramado apuntalados y fi de forma dhadecuada que se utflicen como punto de pars cualquier tfpo de sistema de proteccidn person detenci6n de cafdas son peligrosos y aumentardn el fie lesions de gravedad o la muerte. 10 ® WARNING Trusses are not designed to resist lateral impact loads associated with falls. A falling worker attached to an inadequately s used braced and sheathed truss system could cause all the trusses in ystem the system to collapse In a domino effect. death. IADVERTEAVAl Los entramados no estdn disenados Para re- rados sistir las cargas de impacto lateral asociadas con las cafdas. nclaje Un trabajador que se calga que estd sujetado a un sistema de I para entramado apuntalada y forrado inadecuadamente podrla pro - go de vocar que todos los entramados-en el sistema.se colapsen con - un efecto domin6. 0 Refer to BCSI-131 ***and BCSI-B2*** for recommendations on Proper temporary restraint/bracing of trusses. - j. 01, . Consulte las recomendaciones que vienen en BCSI-B1*** y BCSI-B2*** sobre restriccl6n/apuntalamiento aproplado de en- tramados. WELiGRO! No camine sobre entramados no apuntalados. B11Fa11 110620 SITE -SPECIFIC JOB HAZARD ASSESSMENT Fall protection and safety measures.are jobsite and. buildingispecific. The appropriate fall protection method mustbe determined through a site -specific job hazard assessment (JHA) conducted by alqualiifed person (1) who can design, install, and use fall protection systems and is authorized to correct any problems. The JHA is intended to as- sist in identifying risks and identify the least hazardous way to install trusses for a particular job. Fall protection hazards identified in the JHA shall be addressed with conventional methods whenever possible, including: guardrails, scaf- folding, safety nets, personal fall arrest systems or catch platforms. Employers must consider whether it is safer to design and install a safe work platform/system around a hazard. • I EVALVACION DE PELIGROS DE TRABAJOS EN SI- TIOS ESPECIFICOS La protecci6n contra caldas y las medidas de seguridad son espe- clficas para cada sitio de trabajo o edificio. El m6todo apropiado para la protecci6n contra caldas deber6 determinarse siguiendo una evaluaci6n de peligros en el trabajo (JHA) especlficos, re- alizados por una persona quo estd calificada (1) que pueda dis- enar, instalar y utilizar sistemas de protaccidn para caldas, y que est6 autorizada para corregir cualquier problema. La JHA Ilene el prop6sito de ayudar en la detecci6n de riesgos a identificar la forma menos peligrosa para instalar entramados para un trabajo en particular. Los peligros sobre protecci6n de caldas identificados en la JHA serdn tratados con mdtodos convencionales cuando sea posible como, por ejemplo: rampas de protecci6n, andamia%e, redes de seguridad, sistema de proteccidn personal para detencidn de cal- das o plataformas de agarre. Los empleados deberan considerar sl es seguro disenar a instalar una plataforma/sistema de trabajo seguro alrededor de un peligro. A WARNING All fall protection solutions come with their own inherent hazards during use. MVERTENCIAI Todas las soluclones de protecci6n contra caldas vienen con sus propios peligros durante el use A MUM Addressing fall protection hazards may be obvious, but other hazards must also be considered when choosing the appropriate site -specific fall protection systems. This includes tripping hazards from: 1. electrical cords; 2. pneumatic nail gun lines; 3. lumber used for wall and truss bracing; 'and, 4. truss storage approaches. 0009 La soluci6n de peligros para la protecci6n con- tra caldas puede ser obvia, pero deberdn considerarse otros peligros al al elegir los. sistemas de protecci6n contra cafdas apropiados para un sitio especifico. Esto Incluye peligro de troplezos a causa de: 1.cables eldctricos; 2.11neas de pistola engrapadora neumatica; 3.madera utilizada para apuntalamiento de paredes y entramados; y 4.disposiciones de almacenamiento en entramados. FALL PROTECTION EQUIPMENT INSTALLATION — INSTALACION DE EQUiPO DE PROTECCION CONTRA CAIDAS ® DANGER Trusses alone are NOT designed to SUPPORT fall protection equipment. IPELISR01 Los entramados por sl solos NO estdn disenados para SOSTENER el equipo de protecci6n contra ca/das. Q Refer to ANSI/ASSE Z359.2-2007, Minimum Requirements for a Comprehensive Managed fag Protection Program, fbr guid- ance In meeting minimum fall protection equipment installation and use requirements. This standard refers to equipment only, and does not apply to the underlying structure to wfJlch the equipment is attached (2). Consulte ANSI/ASSE Z359.2-2007, Minimum Requirements for a Comprehensive Managed fall Protection Program (Req- uisitos minimos Para un programa completo de protecci6n contra ca/das) sJ desea informacidn para el cumplimiento de los requisitos m/nimos para la instalacl6n y use del equipo de proteccidn contra ca/das. Esta norma se refiere a equipo solamente, y no es aplicable a la estructura subyacete a la que est6 acoplado el equipo. (2) A @;lE @Bg While the equipment itself may resist the equlred - fall forces, it Is up to a qualified design professional to deter- mine whether the structural system the fall protection equip- ment is attached to meets or exceeds this standard as well. IC QU06NI Aunque el equipo en sf pueda resistir fue Jail rzas Roof'J Peak Anchors —Ancla es de to ado de calda requeridas, sera responsabilidad de un profesional I de diseno calificado determinar si el sistema estrudtural del A WARNING Completely laterally restrain and diagonally brace per equipo de proteccidn contra cafdas al que est6 'coplado BCSI-Bl*** and BCSI-B2*** before installing a roof anchor for cumple o supera esta norma tamb&. use as personal fall restraint system. Installation and use must Scaffolding—Andamiaje adhere to OSHNs requirements in 29 CFR 1926.500 Use of interior or exterior scaffolding as a fall arrest system is permitted, but installatlon and use must adhere to OSHNs require- ments in 29CFR 1926.500. 1 El use de andamiaje interior o exterior como sistema Para deten- cidn .de caldas est6 permitido, Pero la instalacOn y el use deberd adherirse.a%s requlsitos 29,CFR 1926.500 de OSHA. l Guard Rails — Rampas de proteccidn Use of guard rails along the perimeter of the work area as a fall arrest system is permitted, but installation and use must adhere to OSHNs requirements in 29 CFR 1926.500. El use de rampas de proteccOn a to largo del perimetro del drea de trabajo como sistema para detencidn de caldas esta permitido, pero la instalaci6n y el use debera adherirse a los requisitos 29 CFR 1926 500 de OSHA. iADVERTENCiAI Debe . restringirse lateralmente por completo y apuntalar diagonalmente, segGn BCS/-Bf *** y BCSi-82*** antes de instalar un anclaje de tejado Para use como sistema personal de restriccidn de cafdas. La Jnstalaci6n y e/ use debera adherirse a los requisitos 29 CFR 1926.500 de OSHA. A WARNING It is always safest to sheath a section of the truss roof system before installing a roof anchor for use as a personal fall restraint system. Installation and use must adhere to OSHNs requirements in 29 CFR 1926.500. IADVERTENCIAI Lo rags seguro es forrar siempre una seccidn del sistema de tejado de entramado antes de instalar un anclaje de_ tejado para use como sistema personal de restriccidn de caldas. La instalaci6n y el use deberd adherirse a Jos requisitos 29 CFR 1926.500 de OSHA. ALTERNATIVE FALL PROTECTION PLANS —PLANES ALTERNATIVOS DE PROTECCION CONTRA CA/DAS After conducting a JHA, if the qualified person Is able to demonstrate that conventional fall protection measures are infeasible (3) or pres- ent a greater hazard (4) to a particular worker or the entire. crew, an employer may implement a written alternative fall protection plan in compliance with residential construction fall protection under 29 CFR 1926.501(b) (13). Despu6s de realizar una evaluaci6n JHA, si el evaluador calificado es capaz de demostrar que /as medidas convencionales de proteccidn contra caldas son irrealizables (3) o presentan un mayor peligro (4) para un trabajador en particular o la cuadrilla enters, un empleador puede implementar un plan de proteccidn contra caldas alternativo. por escrfto en cumplimiento con 29 CFR 192E 501(b)(13) para pro- teccldn contra caldas err construcci6n residential. J experienced workers (5), and the plan m of 29 CFR 1926.502(k) and be site -spec) measures shall be used in conjunction with )n systems (6). and the use of alternative Las medidas alternativas del plan de proteccl6n contra c berdn aplicarse a trabajadores suficientemente capacitat perimentadas(5), y el plan deberd cumplir los requisitos d 1926.502(k) y ser espec/ficas pars cada sido..El use de alternativas se utilizard en conjunction con sistemas de p contra caldas (6), y el use de m6todos alternativas serd to itado posible. Realice el montaje previo de un sistema de entramado reno. Restrinja lateralmente por completo y apuntale diag la cuerda inferior y los pianos de la pieza de enrejado, , diagona/mente y forre el piano de la cuerda superior, se 81 *** yBCSl-B2***, pars conseguirla estabilidad adecul establezca en su lugar. Esta secci6n montada previamente toncesVilizarse como un punto de anclaje de restriccfdn, (1) Under 29 CFR 1926.503(a)(2), a qualified person is one who should have knowl- edge, and be able to provide training to others, In the following areas; 'the nature of fall hazards In the work area; the correct procedures for erecting, maintaining, disas- sembling, and inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fall arrest systems, safety net systems, iWarning line systems, safetymonitoring systems, controlled access zones, and.other protection to be used; the role of each employee Iri the safety monitoring system when this system is used; the limitations on the use of mechanlcal equipment during the peilormance of roofing work on low -sloped roofs; the correct procedures for the handling and storage of equipment and materials and,the erection of overhead protection; and, the -role of employees in fall protection plans" (2) Commentary E5.4.2.2 of ANSI/ASSE Z359.2-2007 states, "The impact of fall forces on beams, columns and their supports other than anchorages are not ad- dressed by this standard." (3) Under 29 CFR 1926.500(b), Infeasible means "that it is impossible to perform the construction work using a conventional fall protection system (i.e., guardrail system, safety net system, or personal fall arrest system) orthat it Is technologically Impossible to use any one of these systems to provide fall protection." (4) Under 29 CFR 1926.501(b)(13) it slates, "there is a presumption that it Is fea- sible and will not create a greater hazard to Implement at least one of the [listed] fall protection systems. Accordingly, the employer has the burden of establishing that it is appropriate to implement a fall protection plan which complies with 1926.502(k) for a particular workplace situation, In Ileu of implementing any of those systems.' (5) Under 29 CFR 1926.503(a)(1) it states, "the employer program shall enable each employee to recognize the hazards of falling and shall train each employee in the procedures to be followed In order to minimize these hazards. (6) Under 29 CFR 1926.500(b), conventional fall protection systems are: "guardrail system, safety net system, or personal fall arrest system" (1) Bajo 29 CFR 1926503(a)(2), una persona calificada as aquella quo debe ton- er conoc/mlentos y aptitud para pmpomlonar• capacltacibn a otros, en las dreas sigulentes. "la naturaleza de los poligros de calda en el area de trabajo; los pro- cedimlentos correctas pars levantar, mantener, desmontare lnspecc/onarlos siste- mas de proteccl6n contra caidas a udlizarse; el use y la operac/dn de sistemas de rampas de proteccl6n, sistemas personales para detenci6n de caldas, sistemas de redes de seguddad, sistemas de l/neas de advertenc/as, sistemas de monitoreo de seguddad, zones de acceso controlado y otra proteccl6n a utilizarse, )a func/6n de cads empleado on el sistema de monitoreo de segurldad cuando se utllice este sistema; las Iimitaclones sobre of use de equipos mecdnicos durante la realizac/6n de Wald en te]ados. de ba/a pendlente; los procedimlentos correctos pars el manejo yalmacenamiento de equlpo y materiales, y la construcci6n de proteccl6n superior, yla tunclsn de los empleados en planes de proteccl6n contra caldas". (2) El comentado E5 4.2.2 de ANSi/ASSE Z359.2-2007 establece, 11 impacto de las Norms de calda sobre vtgas, columns y sus soportes quo no sean ancia%es no se tratan en esto norms". 29 CFR 1926.500(b), irrealizable significa "que es imposlble Ilevara cabo o de construccldn usando un sistema convencional de proteccl6n contra por ejemp/o, sistemas rO rampas de proteccl6n, sistema de red de se- o sistema de proteccl6n personal pars detencl6n de caldas), o que es ilcamente Imposible usar cualquiera de estos sistemas para proporcionar 6n contra caldas". (4) Baja 29 CFR 1926.501(b)(13) se estab/ece, "hay una suposicidn de que es realizable y que no se creard un pellgro mayor al implementar al meaos uno de los sistemas de proteccl6n contra caldas lindicados]. Por conslgulente, el empleados gene la responsab111dad de establecer que es aproplado implementar un plan de proteccl6n contra caldas que se adhfara a 1926 502(k) para una sltuaci6n particu- lar an el lugar de trabajo, en lugar de implementar cua/qulera de esos sistemas". (5) Bajo 29 CFR 1926.503(a)(1) se estab/ece, "el programa del empleador per- midrd a cada empleado poderreconocerlos peligros de caldas ycapacitard a cada empleado en los procedimlentos a seguir pars minlmizar estos peligros". (6) Bali) 29 GFR 1926.500(b), Jos sistemas convenclonales de proteccl6n contra caldas son: 'sistema de rampas de proteccl6n, sistema de red de seguddad o sistema de proteccl6n personal pars detenci6n de caldas': "'Contact the component manufacturer for more Information or consult a Professional Engineer for assistance. ry To view a non -printing PDF of this document, visit www.sbandustry.com/b11. so� A",ERN This document Component Safety the infartnation provided in Section B11 of the 2011 Edition ng, of Building Component Safety Information SCSI Guide to Good Practice for Handling, —4zih" r w00atAuss couuCn Installing, Restraining 6 Bracing of Metal Plate Connected Wood Trusses. Copyright © TRUSS PLATE INSTITUTE 2004-2011 Structural Building Components Association and Truss Plate Institute. All 218 North Ise SbWt, Ste, 312 6300 Enterprise Lane • Madison, wr 53719 Rights Reserved. This gulde or any part thereof may not be reproduced In any form Alexandria, VA 22314 608/274-4849 • www.sbcmduftcom without the written pertnisslon of the publishers. Printed in the United States of America. 7c3/683-1010 • wwwApinsLorg HIP TRUSS BLOCKING- REQUIREMENTS 8c ONE BACK OF HIP TRUSS FLAT TOP CHORD NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS a Co: q � � "Es o 4 "q � g SHEET: HB I TOE -NAILED CONNECTIONS AT BEARING LOCATIONS 90 DEGREE ANGLE/SQUARE CUT Connection at A Connection at C smavmw emEVMW 1 NEARSIDE NeA89In, --1 FAREIDE FARS8IE NEARSIDE —•i NEAREEIE O.aD' L/3 10d (0.131" x 3") nails TVPTr A T rnl?VC15 L'D 'A 11 AM'ri- 45 DEGREE ANGLE / SQUARE CUT Connection at B 981E VB W V xelAsmR 1slaeme C 10d (0.131" x 3 ") nails CONNECTION VALUES: GRAVITY (3)IOD 222 (3)16D 383 UPLIFT 355 614 Wind loading. Basic wind speed is 140 MPH. Exposure calagory B or C. Occupancy cafagory lI 4.8 psf top choN dead load. 4.2 psf bottom chord dead load. 25'roofheight MWFRS gable end zone. - Enclosed building (Cond.1) FBCR-07,TPI-02, ASCE 7-05 Duration of load is 1.60 L= NAIL LENGTH s9 7 SilM. 1 1 \ I Job Truss Truss Type Oty Ply WESTCOTT_NEW_CODE IWESCOTT H1SX HIP 1 1 Maronda Homes Inc., Sanford, FL Job Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:51:45 2012 Page 1 I 17-5-12 11-10-8 6-1-0 17-8-0 ID:sOyWL H_tPBo4kRrXf01 UNzSB2P-OOa4Uly30k5SOgXkbv?lsy4gAf�SV�1P�0y�uPSOLMzRW2C 1 1 9-8-0 26-9-6 33-10-13 41-6-8 6-1-0 5-9-8 5-9-8 , 2-0-0 7-1-6 7.1-6 7-7-11 Scale =1:75. 5x6 — 5x8 = 6.00 12 4 5 3x4 3 3x4 6 5x6 2 W W5 5x6 W8 7 3x8 II 1 aa{{jj u{ 10 1 4x8 II yl &2 a Iq 14 20 21 13 22 23 24 0 • 12 11 10 y 6x8 = 5x6 = 5x8 = 3x4 = 5x6 = 2x4 II 3x8 = 17-5-12 17-5-12 8-11-12 17-8-0 19-8- 26-9-6 33-10-13 40-8-0 4 --8 8-11-12 8-8-4 1 2-0 0 7-1-6 7-1-6 6-9-3 0-10-8 Plate Offsets (X,Y): [2:0-3-0,0-3-0], [4:0-3-0,0-2-0], [5:0-6-0,0-2-8], [7:0-3-0,0-3-0], [8:0-0-11,0-9-11], [8:0-8-0,0-0-1], [10:0-3-0,0-3-0], [12:0-4-0,0-3-0], 13:0-3-0 0-3-4 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.58 DEFL in (loc) I/deft Ud Vert(LL) -0.20 12-13 >999 240 PLATES GRIP MT20 TCDL 7.0 BCLL ' Lumber Increase 1.25 BC 0.79 Vert(TL) -0.45 12-13 >999 180 244/190 0.0 Rep Stress Incr YES WB 0,.33 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix iM) Weight: 273 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc BOT CHORD 2x4 SP 150OF 1.6E 'Except` purlins, except end verticals. 84: 2x4 SYP No.l D BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. WEBS 2x4 SP 150OF 1.6E WEBS 1 Row at midpt 3-13, 3-12, 5-12, 6-11, 2-14 WEDGE Right: 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 14=1363/0-3-8 (min. 0-1-13), 8=1344/0-3-8 (min. 0-1-10) accordance with Stabilizer Installationuide. Max Horz 14=-220(LC 11) Max Upliftl4=-294(LC 10), 8=-336(LC 11) Max Grav 1 4=1 363(LC 1), 8=1396(LC 2) ��+8� FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 2= 222/109, � PC). N�t@S 2 3=-1868/743, 3 4= 1674/750, 4 -5=-14781726, , ,7-8=-2550/898, 8-18=-9/10,1-14=-235/145 �o®�,��A� .BOTCHORD 14-20=-405/1434, 20-21=405/1434, 13-21=405/tl434, 13-22=-367/1501, 22-23=-367/1501, 'C:r N& 12-23=-367/1501, 11-12=-236/1312, 11-24=49311847, 10-24= 493/1847, 9-10=-686/2173, 8-9=-684/2173, 8-19=0/0 WEBS 2-13=0/265, 3-13= 9/173, 3-12=-364/248, 4-12=-218/554, 5-12=-253/167, 5-11=-214/591, 6-11= 776/�2 No.Ise• 6-1 0=-26/441, 7-10= 367/221, 7-9=0/182, 2-14= 1791/642 p mot» o NOTES (7) 4t it 1) Unbalanced roof live loads have been considered for this design. ond 2) Wind: ASCE 7-10; ve tEdGCpi=O.18; and MWFRS (envelope) ht6 C-C Interior(1) zone; candever rgtexxpossedC-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 R,\ 3) Provide adequate drainage to prevent water ponding. "•P°c�ebf'�j1� F �����,� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14 and 8. This connection is for uplift only and does not consider lateral forces) 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and " R802.10.2 and referenced standard ANSI/TPI 1. Job Truss Truss Type Oty Ply WESTCOTT_NEW_CODE WESCOTT H1X HIP ' 1 1 Maronda Homes Inc., Sanford, FL Job Reference (optional) s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:51:50 2012 Page 1 17-5-1 -10-6 11-2-7 16-6-7 i W7.340 ID:RHGP845GB3ocR?Ex8wYgrmylJNN_OZXP?BFGIkVbPhOTbwZ?nUWgA34Ii�] An�azRW27 21-10-8 3-10- 29-2-9 34-6-9 39-10-10 45-9 0 5-10-6 5-4-1 5-4-1 5-4-1 2-0-0 5-4-1 5-4-1 5-4-1 5-10-6 Scale = 1:78.1 5x8 = 5x6 = 6.00 12 6 7 3x5 % 3x5 5 8 5x6 G 5x6 4 9 2x4 \\ 5 W 2x4 3 10 '5x6 � 2 2 3 5x6 11 c 1 q1 1 12 v o 20 33 34 19 18 I•a 35 17 .16 36 15 14 37 38 13 3x5 = 5x6 = 4x6 = 3x5 = 3x8 = 3x5 = 3x5 = 5x6 = 6x8 = 3x5 = 46 = 6x8 = 17-5-12 17-5-12 0- 0,-8 7-11-11 16-6-7 21-10-8 23-10-p 29-2-9 37-9 5 44-10-8 4 -9-0 0-10-8 7-1-3 8-6-13 5-4-1 Plate Offsets X Y : 1:0-5-0,0-1-12 1:0-1-0 0-1-9 4:0-3-0 0-3-0 2-0-0 •5-4-1-8-6-13 7-1-3 0-1 -8 , 6:0-6-0 0-2-8 , :0-3-0,0-2-0 9:0-3-0,0-3-0 , 12:0-1-0,0-1-9 12:0-5-0 0-1-12 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.80 DEFL in (loc) I/defl Ud Vert(LL) -0.24 18-20 PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0j71 >999 240 Vert(TL) -0.62 18-20 >884 180 MT20 244/190 BCLL 0.0 ' Rep Stress Incr YES WB O.I33 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight: 311 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc BOT CHORD 2x4 SP 150OF 1.6E purlins. WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. SLIDER Left 2x8 SYP No.2 2-6-0, Right 2x8 SYP No.2 2-6-0 WEBS 1 Row at midpt 5-17, 6-16, 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1490/0-3-8 (min.0-2-0), 12=1490/0-3-8 (min. 0-2-0) Max Horz 1=178(LC 9) Max Upliftl=-355(LC 10), 12=-355(LC 11) Max Grav1=151 O(LC 2), 12=1510(LC 2)9�® FORCES (lb) - Maximum Compression/Maximum Tension f�°�� 0 TOP CHORD 1-24=-92/336, 1-1=-1105/329, 1 2= 648/201, 2 3 2759/990, 3-4=-2688/985, 4-5=-2345/928, ,�� • Ea e.°eeAare°oe 5-6=-1945/861, 6-7=-1730/823, 7-8=-1948/862, 8 9= 2344/928, 9-10- 2689/986, 10-11= 2760/991, a°e 4+ EN 11-12=-1106/330, 12-30- 93/341 _ BOT CHORD 1 25= 471/137, 1 21= 770/2344, 1-20= 770/2344,i 20-33=-685/2241, 33-34= 685/2241, 19-34= 685/f i 9 j�, p E• f °e 18-19=-685/2241, 18-35= 501/1936, 17-35=501%1936, 16-17= 319/1541, 16-36=-501/1934, "" 15-36= 501/1934, 14-15= 685/2241, 14-37=-685/2241, 37-38=-685/2241, 13-38= 685/2241, 12-13=-770/2344, 12-31=-477/139 i �, "�= a n;? 8e•><; j : �r n WEBS 3-20= 40/147, 4-20=-15/238, 4-18=-445/267, 5-18=-107/529, 5-17= 733/337, 6-17=-239/644,� d° ; 6-16=-164/203, 7-16=-240/647, 8-16=-722/333, 8215=-1051525, 9-15- 447/268, 9-13= 'S� s� °e ` 17/239, a' r t <°' 10-13- 39/148 NOTES (7) m��,r ` tom' 1 Unbalanced roof live loads have been considered for this design. P�' ,�,��rp, a �,•� •` 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. AF in j ` 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 12. This connection is for uplift only and does not consider lateral forces! 'ontinued on page 2 1 1 runs I russ I ype Oty Ply WESTCOTT_NEW_CODE WESCOTT H2SX HIP I 1 1 Maronda Homes Inc., Sanford, FL Job Reference (optional) 7.346 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:51:56 2012 Page 1 17-5-12 ID:sOyWL H_IPBo4kRrX101UNzSB2P-B8[EoT4yg6UuDWtoiKoG1WO5BV EEzRW21 7-11-12 15-8-0 21-8-0 Q 28-1-6 34-6-13 41-6-84 7-11-12 7-8-4 6-0-0 6-5-6 6-5-6 6-11-11 Scale = 1:76.7 5x8 MT1 H= 6.00 12 5x6 = 4 5x6 3x4 2' 5 6 5x81u1T18H W4 5x6 W7 6 1 9 7 a _ I-IW24. 12 11 18 10 19 9 20 .. 21 8 16 5x6 113x5 = 5z6 = 3x8 = 5x6 = 5x8 11 3x5 = 17-5-12 17-5-12 7-11-12 15-8-0 21-8-0 31-4-1 40-8-0 4 -8 7-11-12 7-8-4 6-0-0 9-8 1 9 3-15 0-1 -8 Plate Offsets (X,Y): [1:Edge,0-1-12], [2:0-3-0,0-3-0], [3:0-5-8,0-2 4], [4:0-3-0,0-2-0], [6:0-3-0,0-3-0], [7:0-1-5,Edge], [7:0-3-S,Edge], [8:0-3-0,0-3-4], 0-3-0 II [10:0-3-0 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl Ud PLATES GRIP TCDL 7.0 ` Lumber Increase 1.25 0.71 BC 0.83 Vert(LL) -0.36 8-9 >999 240 Vert(TL) -0.80 8-9 >617 180 MT20 244/190 MT18H BCLL 0.0 BCDL Rep Stress Incr YES WB 0.33 Horz(TL) 0.10 7 n/a n/a 244/190 10.0 Code FRC2010ITP12007 (Matrix-M) 1 Weight: 246 lb FT = 0% LUMBER TOP CHORD 2x4 SP 150OF 1.6E BRACING BOT CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc WEBS 2x4 SP 150OF 1.6E WEDGE purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. Right: 2x6 SYP No.2 WEBS 1 Row at midpt 2-10, 3-9, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 12=1345/0-3-8 (min. 0-1-12), 7=1375/03-8 (min. 0-1-14) accordance with Stabilizer Installation uide. Max Horz12= 205(LC 11) Max Upliftl 2=-281 (LC 10), 7= 324(LC 11) Max Grav 1 2=1 345(LC 1), 7=1396(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2= 1879/700, 2-3=-1761/766, 3-4= 1622/775, :475= 1839/799, 5-6= 2394/907, 6-7=-2560/949, �Ap 7-16=-8/11, 1-12==1424/573 1 �`y -18= 429/1556, 10-19= 2tv98/1375, 9-19=-298/1375,� @@��,, O6VI' `"Zr BOT CHORD 11-12=-135/247, 11-18= 429/1556, 10 9-20=-559/1885, 20-21=-559/1885, 8-21— 559/1885, 7-8=-731/2178, 7-17=0/0 a`�'PwI'$ oo WEBS 2-11=-245/233, 2-10=-233/200, 3-10= 56/320, 3-9=-107/271, 4-9=-123/499, 5-9= 627/347, 5-8=-34/t f A, �(r f 6-8= 217/230, 1-11=-459/1471 ° 4 i � 0 1.• NOTES (8) €>g . "131 1) Unbalanced roof live loads have been considered for this design. g '"'• ° % of e 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; EaLl GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever right exposed ;C-C for members and forces & 9 •ice' �, r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live'load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12 and 7. This connection is for uplift only and does not consider lateral forces. y f i 8) This truss is also designed in accordance with the 20.06 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. I Job Truss Truss Type Oty Ply WESTCOTT_NEW_CODE WESCOTT H2X HIP 1 1 Maronda Homes Inc., Sanford, FL Job Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:52:00 2012 Page 1 17-5-1 1 ID:NgO9Zm6Wih2JhIOKFLa6xByIJNU-4v_Idg7TuL_Ji7AczZmGz6CC5iYParWgPr-bjMv !RW1; -4-6 10-2-7 15-0-7 19-10-8 25-10-8 30-8-9 35-6-9 40 4 10 45-9-0 5-4-6 4-10-1 4-10-1 4-10-1 1 6-0-0 4-10-1 14-10-1 4-10-1 5-4-6 Scale = 1:77., 5x8 = 5x6 = 6.00 12 ' 6 I 7 3x5 3x5 5 8 5x6 6 �; , 5x6 Q 4 9 a 2x4 4 w c 3x8 :r- 3 3 2x4 2 10 3x8 11 y 1 �[ 1 16 29 30 15 31 14 32 33 13 10 5x6 = 5x10 = 3x5 = 5x8 Sx10 = 5x6 = = 5x6 = 5x6 = 17-5-12 17-5-12 -10-8 10-2-7 19-10-8 25-10-8 35-6-9 _ 44-10-8 4 - -( -1 -8 9-3-15 9-8-1 1 6-0-0 9-8 i 9-3-15 0-1 -E ffsets (X,Y)' [1:0-2-8,0-2-5], [1:0-3-8,0-1-8], [4:0-3-0,0-3-Q1, [6:0-6-0,0-2-8], [7:0-3-0,0-2-0], [9:0-3-0,0-3-0], [12:0-2-8,0-2-5], [12:0-3-8,0-1-81, f13:n-4-n n-q-m NA•n-A-n n-Q_ro ric.n e n n o m LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC TCDL 7.0 Lumber Increase 1.25 BC BCLL 0.0 ' Rep Stress Incr YES WB BCDL 10.0 Code FRC2010ITP12007 (Mat LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 150OF 1.6E SLIDER Left 2x6 SYP No.2 2-7-6, Right 2x6 SYP No.2 2- DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.4215-16 >999 240 MT20 244/190 Vert(TL)-0.9415-16 >587 180 Horz(TL) •0.16 12 n/a n/a Weight: 283 Ib FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. WEBS 1 Row at midpt 5-15, 6-14, 8-14 MiTek recommends that Stabilizers and required cross N-acing be installed during truss erection, in REACTIONS (lb/size) 1=1519/0-3-8 (min. 0-2-0), 12=1513/0-3-8 (min. 0-2-0) accordance with Stab111zer Installation uide. Max Horz 1=162(LC 7) Max Upliftl=-342(LC 10), 12=-342(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20= 184/412, 1-1= 286/282, 1-2= 258/380, 2-3=-2715/1028, 3-4= 2683/985, 4-5= 2778/1132, 5-6= 2084/908, 6-7=-1859/865, 7-8=-2086/909,18-9= 2778/1132, 9-10=-2683/985, 10-11= 2715/1028, CHORD 11 -1 2=-286/375, 12-26— 185/413 BOT 1-21=-582/259, 1-17= 803/2298, 1-16=-803/2298, 16-29=-583/1988, 29-30=-583/1988, 15-30=-583/1988 12 131-803/2298612-271-585/26006, 14-32= 583/1988, 32 33— 583/1988, 13-33=-583/1988, WEBS 3-16=0/172, 4-16=-365/275, 5-16= 235/627, 5-1,5=-558/324, 6-15=-182/661, 6-14=-158/160, ^m •fib a=°a° `' °°°° 7-14= 182/631/ 8 14=-556/3231 8-13— 235/627,19-13=-366/275, 10-13=0/171 _ a ,��gg� NOTES (7) i 4 eM, 1) Unbalanced roof live loads have been considered for this design. 0 NK 2Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; T6DL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Ends '0 o TA41 m OF GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.�� 4) This truss has been designed for a 10.0 psf bottom chord live) load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6 0 tall by d��7`;.ff f. „ mbers, with BCDL = 10.Opsf. 1 0 wide will fit between the bottom chord and any other mebit ;]) 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 12. This connection is for uplift only and does not consider lateral forces. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and 2" R802.10.2 and referenced standard ANSI/fPI 1. WESCOTT JH3SX 17-5-12 6-11-12 6 11 12 4A 17 6-8-4 HIP 5x6 = 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:52:07 2012 Page 1 ID:sOyWL_H_tPBo4kRrXfOl UNzSB2P.N FvO5DDSFUtK1 CCytXPvlb_NJXy1f-�7ld9A65zRW 1: 23-8-0 29-5-6 35-2-13 41-6-8 5-0-0 5-9-6 5-9-6 6-3-11 Scale -1: vv-o-v -+ -0 0 6-11-12 6-8-4 10-0-0 8-8-1 8-3-15 0-10-8 sets (X,Y): [1:Edge,0_1 _121, [3:0-3-0,0-2-01, [5:0-3-0,0-2-0], [7:0-3-0,0-3-01, [8:0-0-3.0-8-111. r8:o-3s-0.0-n-5t rq•n-.,i-n n-q-m r, n•n-,,_n n_2_n, LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.32 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.67 10-11 >744 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-f) Weight: 249 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SIP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc BOT CHORD 2x4 SP 150OF 1.6E purlins, except end verticals. WEDGE WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. Right: 2x6 SYP No.2 WEBS 1 Row at midpt 2-11, 4-11, 4-10, 6-10 [ac'covdance k recommends that Stabilizers and required bracing be installed during truss erection, in REACTIONS (Ib/size) 13=1341/0-3-8 (min. 0-1-12), 8=1377/0-3-I (min. 0-1-14) with Stabilizer Installation uide. Max Horz 13=-190(LC 11) Max Upliftl3= 265(LC 10), 8=-311(LC 11) Max Grav 13=1341(LC 1), 8=1396(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2= 1807/694, 2-3= 1812/781, 3-4=-1599/761, 4-5=-1741/810, 5-6=-1967/844, 6-7=-2406/929, 7-8= 2542/961, 8-17= 8/11, 1-13= 1421/580 j o BOT CHORD 12-13=-106/207, 12-19=-434/1501, 11-19= 434/1501, 11-20=-425/1579, 20-21=-425/1579, ���,R'aP��y����ff�/�� WEBS 20121-338 2/3872 1 �_� 10/16813 1? 106/485,0�1952353 1814 110 5130/9165 5�120 6157/583, /0 �S6 �..:�/V������ . 6-10= 531/306, 6-9=-30/307, 7-9=-156/189, 1-12=j498/1474 0 •n° ^'Cj� NOTES (7) ' m \e ° 1) Unbalanced roof live loads. have been consIidered for this design: 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp B; sc* GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever right exposed ;C-C for members ir.d forces a fir, ° Z MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL L 1.60 ' E� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6 0 tall 1-0-0 wide will fit between the bottom chord and any other members with BCDL = 10.Opsf. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13 and 8. This tt°� ;� r z. ,, connection is for uplift only and does not consider lateral forces. i ; j'r; af+� 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. A,7771 n T � CS1i� LOAD CASE(S) Standard Job Truss Truss Type Oty Ply WESTCOTT_NEW_CODE WESCOTT H3X HIP 1 1 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:52:12 2012 Page 1 17-5-1 2G 3-11 12-1-2 17-10-8 ID:nF3IBo9P?bQuYm6vwT7rYgylJNR-IDjH9xG731Vc8z5wg4_4SeiEpYgdgl yy2,IzRW1n 22-10-8 1 27-10-8 33-7-14 39-5-5 45-9 0 6-3-11 5-9-6 5-9-6 5-0-0 5-0-0 5-9-6 5-9-6 6-3-11 Scale = 1:78.1 5x6 = 3x5 = 5x6 = 6.00 12 6 7 8 3x5 3x5 4x6 5 9 2x4 4 W 5 46 1 10 2x4 ii 3 w3 w 11 5x6 - 2 2 5x6 12 1 �I 1 13 � 19 32 33 18 17 Y fa 34 35 16 15 36 37 14 5x6 = 3x5 = 4x6 = 3x8 = 4x6 = = 3x8 3x5 = 5x6 = 6x8 = 6x8 = 17-5-12 17-5-12 0 1 -8 9-2-7 17-10-8 1 0-110-8 8-3-15 8-8-1 1 27-1078 1 36-6-9 44-10-8 4 -9-0 18-8-1 Plate Offsets X,Y : 1:0-5-0 0-1-12 1:0-1-0 0-1-9 , 4:0-3-0 Ed e 1 10-0-0 8-3-15 0- 0-8 j 6:0-3-0 0-2-0 8:0-3-0,02-0 10:0-3 O Ed e , 13:0-1 0 0 1 -9, 13:0 5 0,0-1 -12 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TIC 0.80 DEFL in (loc) I/defl Ud Vert(LL) -0.34 16-17 >999 240 PLATES GRIP MT20 TCDL 7.0 Lumber Increase 1.25 BC 0.8(1 Vert(TL) -0.73 16-17 >756 180 244/190 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FRC2010/TP12007 WB 0.19 (Matrix-M� Horz(TL) 0.16 13 n/a n/a Weight: 269 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc BOT CHORD 2x4 SP 1500F 1.6E purlins. WEBS 2x4 SP 1500F 1.6E BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. SLIDER Left 2x8 SYP No.2 2-6-0, Right 2x8 SYP No.2 2-6-0 WEBS 1 Row at midpt 5-17, 7-17, 7-16, 9-16 Tek recommends that Stabilizers and required ss bracing be installed during truss erection, in F REACTIONS (lb/size) 1=1498/0-3-8 (min. 0-2-0),13=1498/0-3-8 (min. 0-2-0) ordance with Stabilizer Installation guide. Max Horz 1=146(LC 7) Max Upliftl=-328(LC 10), 13=-328(LC 11) Max Grav1=1510(LC 2), 13=1510(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-156/421, 1 -1 =-1 175/324, 1-2=-727/183, 2-3=-2749/1049, 3-4=-2647/1007, 4-5=-2620/1022, 5-6=-2227/945, 6-7= 1975/901, 7-8=-1975/901, 8-9=-2227/945, 9-10=-2620/1022, 10-11= 2647/1007, 11 -1 2=-2749/1049, 12-13= 1175/324, 13-29= 156/421 BOT CHORD 1-24=-591/229, 1-20= 818/2343, 1-19=-818/2343, 19-32— 699/2179, 32-33=-699/2179, 1833=-699/2179 17-18=-699/2179, 17-34= 542/1888, 34-35= 542/1888, 16-35=-542/1888, 15-16=-699/2179, 15-36= 699/2179, 36-37=-699/2179, 14-37=-699/2179, 13-14=-818/2343, 13-30= 591/229�96€z1$l'y�lr WEB S 3 19= 102/172, 5 19— 23/287, 5 17= 525/305 6-17=�-205/696, , 7-17= 257/176, 7-16=-257/176, `5�"��r 8-16= 205/696, 9-16=-525/305, 9-14=-24/287, 11-14L-102/173 S 4��y°d e(e� s" NOTES (7) e C" 1) Unbalanced roof live loads have been considered for this design.' a '� \�'�� A 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; C�cl. I GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C C for members and' ; X No. forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.:.r0 b R"y�4r N y w- 4) This truss has been designed for a 10.0 bottom live -p psf chord load nonconcurrent with any other live loads. �„ Vie' - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 t31{�y�1� p';: UN- 1 wide will fit between the bottom chord and any other members, with BCDL=10.0psf.� p 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 13. This �A`' I connection is for uplift only and does not consider lateral forces. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.a . I NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDLI 4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load �nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall b 1-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. Continued on Pape 2 I Job Truss WESCOTT HS4X Maronda Homes Inc., Sanford 17-5-1 g-7-11 3x5 3x5 2 a 1E 0 5x6 = 5x6 = 17-5-12 6.00 12 3x5 46 � 5 2x4 \, 3 7-6- SPECIAL 15-10-8 5-1-6 5x8 = 6 1 I 1 IJob Reference (optional) s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 0 "AfXDgcn3G12uAJeFyIJN P-o?pxH lu2 W CNcDZKg W DOVtvFE 29-10-8 , 35-2-12 , 40-7-0 , 44- 3x5 = 2x4 11 5x8 = 7 TA 8 9 17 34 16 21 6 32 19 33 78 6x12 = 3x5 = 4x= 5x8 = 3x5 = 3x5 = 3.00 12 1-8], [1:0-2-8,0-2-5], 1 3x5 10 46 11 3x5 12 Scale =1:79.1 v 0 15 14 (a 4 3x5 = 6x8 MT18H= 13 48 c 4x8 // 17454Z -13], [13:0-0-7,Edge], LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.P0 Vert(LL) 0.30 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.53 19-21 >999 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.27 13 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight: 286 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc BOT CHORD 2x4 SP 1500F 1.6E "Except` purlins. B5: 2x6 SYP No.i D BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. WEBS 2x4 SP 1500F 1.6E WEDGE MiTek recommends that Stabilizers and required Right: 2x4 SP 1500F 1.6E cross bracing be installed during truss erection, in SLIDER Left 2x6 SYP No.2 3-0-0 accol .;3-;ce with Stabilizer Installation guide. REACTIONS (lb/size) 1=1446/0-3-8 (min.0-2-0), 13=1371/0-3-8 (min. 0-1-9) Max Horz 1=136(LC 7) Max Upliftl= 311(LC 10), 13=-279(LC 11) Max Grav1=1507(LC 2), 13=1465(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-139/333, 1-1= 241/242; 1-2=-192/294, 2-3=-2693/1052, 3-4=-2637/1016, 4-5— 2615/1030, 5-6=-2325/994, 6-7=-2262/1030, 7-8— 2527/1107, 8-9= 2531/1110, 9-10= 2613/1085, 10-11=-3181/1235 ®�® �b g� 1d��°��� 11-12=-3204/1222, 12-13=-4039/1489 ,adp�® BOT CHORD 1 26=-473/197, 1-22=-847/2297, 1 21= 847/2297, 20-21=-767/2235, 20-32— 767/2235, 19-32— k® 767/223 19-33=-597/1938, 18-33=-597/1938, 17-18= 708/2� 97, 17-34= 680/2198, 16-34= 680/2198, 15-16=-945/2793, 14-15=-1252/3486, 13-14=-1267/354613-29=0/10WEBS , 5-21 = ,-=439/248, 6-19=102/44, 6-18=-184/432, 7-18=-729/354, � o P' ° 7-17=-165/545, 8-17=-192/159, 9-17=-187/472, 9-16= 146/563, 10-16=-771l340, 10-15= 56/430, c a ¢� o. 15 12-15=-729/323, 12-14= 86/476 v a c n e 10 AL ef;,gg pp9g g@ppgg yypp 'd AR ? 2 W ESCOTT I HS4X I SPECIAL Homes Inc., NOTES (9) 7) Bearing at joint(s) 13 considers parallel to grain value using J surface. 8) One RT7 USP connectors recommended to connect truss to consider lateral forces. 9) This truss is also designed in accordance with the 2006 Inter ANSI/TPI 1. LOAD CASE(S) Standard 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:54:26 2012 Page 2 ID:kdB2cTAfXDgcn3Gl2uAJeFyIJNP-o?pxHlu2WCNcDZKgWDOVtvFB8ZO9eopavlyl UXzRW?h I/TPI 1 angle to grain formula. Building designer should verify capacity of bearing ring walls due to UPLIFT at jt(s) 1 and 13. This connection is for uplift only and does not >nal Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard 2 2f It o mss toss Type STCOTT_NEW_CODE WESTCOTT H4SX HIP ]7FYT Homes Inc.. Sanford. FL i Reference o tionatMaronda on .. _ ,.,.�,� , �....-., ry , — iv: io: io co is rage i 17-5-12 ID:i3XJEDAefPI_LEMH1nE0,,OpWU-uhd173ViV5fibcroA77ua9NwgSPF9W x25uzOpOJ F 5-11-12 11-8-0 18-8-0 2550 3 r i 1 41 6 8 511.12 G9 d 7.00 7-0-0 5x8 — 2x4 II 6x8 M18SHS, 6.00 F12 3T9 4 5 3x4 ir- 4x6 i' 1 7 16 15 22 14 2313 12 24 11 10 4x6 11 3x5 = 3x4 = 3x6 — 3x8 = 3x4 = 3x$ _ 17-5-12 511-12 11 8-0 18 8 0 25-" 33-4-1 5 11-12 5-8-4 Plate Offsets (X,Y): f3:0-6-0 0-2-81 f5.0-4-0 0-1-151 7-" f8:0-8-0 0-0-11 [8:0 0 5 Edge] 7-0-0 7-8-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.21 9-11 >999 240 TCDL 7.0 BCLL ' Lumber Increase 1.25 BC 0.83 Vert(TL) -0.47 9-11 >999 180 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 150OF 1.6E WEDGE Right: 2x6 SYP No.2 REACTIONS (lb/size) 16=132810-3-8 (min: 0-1-12), 8=1331/0-3-8 (min. 0-1-1 Max Horz 16=-1 75(LC 11) Max Uplift16=247(LC 10), 8=296(LC 11) Max Gravl6=1337(LC 2), 8=1396(LC 2) Scale = 1:73.1 34 \ 3x4 6 7 00 �S 8 I� 9 2x4 11 3x8 = 8x10 II 17-5-12 40$-0 1 315 1 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 244 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. WEBS 1 Row at midpt 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1716/670. 2-3=1832(799, 3-4=1949/906, 4-5=1949/906, i6=2041/881, 6-7=2101/855, 7-8=2524/951, 1-16=14241682 BOT CHORD 15-22=-425/1429, 14-22=425/1429, 14-23=406/1488, 13-23=-406/1488, 12-13=-406/1488, 12-24=500/1732, 11-24=500/1732, 10-11=727/2147, 9-10=727/2147, 8-9=727/2147 WEBS 2-15=-416/260, 3-12=205/536, 4-12=343/286, 5-12=153/270, 511=39/464, 7-11 =-479/257,1-15=509/1456 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psF h=25ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wi. between the bottom chord and any other members, with BCDL=10.Opsf. 7) One R17 USP connectors recommended to connect truss to bearing walls due to; UPLIFT at jt(s)16 and 8. This connection is . r upli s only and does not consider lateral forces. 1 8) This truss is also designed in accordance with the 2006 International Residential Code sections R50Z11.1 and R802.10.2 atXt referenced standard ANSI/TPI 1. a LOAD CASE(S) Standard At j 2 0 2F111-2 W ESCOTT I HS5X I SPECIAL Maronda Homes Inc., Sanford, FL 17 5 � 1 11 9-5-2 13-10-8 21 4-11-11 4-5-8 4-5_R 7. 5x8 = 4 6.00 F12 3x5 .3 2x4 2 1 1 1 7.340 s Feb 24 2012 Mire Industries, Inc. Thu Apr I D:8CsB EVDXg82BeX?sjOj OFtylJN M-DaU4vnxwo7mA413 FCMy 25-5-8 I 31-10-8 , 36-2-12 , 40-7-0 , 3x5 = 4x6 = 2x4 II 5 6 7 5x8 = 8 3x5 9 7 4 2x4 II 10 l'RP 14 15 6 12 = 30 13 3x5 = 18 2811 16 29 4x6 = 3x5 = 4x6 = 3x5 = 5x8 = 6x8 II 3.00 12 17-5-12 0 10 8 7-5 6 13-10-8 0-10-8 6 6-14 6-5-2 21-5-8 25-5 8 31 1%11 40 7 7-7-0 4-0-0 6-5-0 8-8- Plate Offsets (X,Y). (1:0 0-11,0-10-01, [1.0-0-3,Edgej (4:0-6-0 0-2-81 (6:0 3 0 Edgej, (8:0 6 0,0 2 "':^ :r-0,1-1-11, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 16.0 TCDL Plates Increase 1.25 TC 0.7II6 Vert(LL) 0.35 12-13 >999 240 7.0 BCLL 0.0 ' Lumber Increase Rep Stress Incr 1.25 YES BC 0.79 Vert(TL) -0.76 12-13 " >726 180 BCDL 10.0 Code FRC2010/TP12007 WB 0.4,6 (Matrix-M1 Horz(TL) 0.28 11 n/a n/a LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD BOT CHORD 2x4 SP 150OF 1.6E *Except* B5: 2x6 SYP No.i D BOT CHORD WEBS 2x4 SP 150OF 1.6E WEDGE Left: 2x8 SYP No.2, Right: 2x4 SP 150OF 1.6E REACTIONS (lb/size) 1=1428/0-3-8 (min. 0-2-0), 11 =1 375/0-3-8 (min. 0-1-9) Max Horz 1=120(LC 7) Max Upliftl=-293(LC 10), 11=-261(LC 11) Max Grav 1=1505(LC 2), 11=1467(LC 2) -0 1 Scale = 1:78. a 0 12 Iv o 6x12 = 11 4x8 48 // 1745-J2) 44-7-044-10- 4-0-0 0-3-8 0-10-8 PLATES GRIP MT20 244/190 Weight: 266 lb FT = 0% Structural wood sheathing directly applied or 3-2-4 oc purlins. Rigid ceiling directly applied or 7-2-1 oc bracing. MIek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-7/11, 1-1= 947/343, 1-2= 2701/1061, 2-3=-2642/1047, 3-4= 2449/1043, 4-5=-2578/1155, 5-6=-2927/1271, 6-7= 2927/1271, 7-8=-2933/1276, -9= 2819/1160, 9-10=-4057/1575, 10-11=-4099/1482 BOT CHORD 1-23=-0/O, 1-19= 326/806, 1-18=-864/2298, 18-28=-813/2287, 17-28=-813/2287, 16-17=-813/2: 16-29= 688/2078,15-29= 688/2078,14-15=-883/2530,14-30=-791/2411,13-30= 791/2411, 12-13= 1019/2834, 11-12=-1257/3598, 11-25=0/10 WEBS 2-18— 7/123, 3-18=-12/128, 3-16=-312/191, 4-16=-52/440, 4-15=-233/589, 5-15=-848/442, 5-14— 221/645, 7-14= 246/202, 8-14=-260/621, 8-13= 112/574, 9-13=-572/302, 9-12=-323/980, 10-12=-48/156 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilev forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gri 3) Provide adequate drainage to prevent water.ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 5) ' This truss has been designed for a live load of 20.Opsf on the bot 1-0-0 wide will fit between the bottom chord and any other member 6) Bearing at joint(s) 11 considers parallel to grain value using ANSV should verify capacity of bearing surface. 7) One RT7 USP connectors recommended to connect truss to bearil connection is for uplift only and does not consider lateral forces. Continued on page 2 a °yaf V C-.. po C �.A i�' of 0 ° as OF 1.2psf; BCDL=6.Opsf; h=25ft; Cat. li; Ex B; Encl.8���APn ���'���a���a left and right exposed ;C-C for membe s and��� DOL=1.60 rnconcurrent with any other live loads. °' "� L U I n chord in all areas where a rectangle 3-6-0 tall by with BCDL=10.Opsf. I 1 angle to grain formula. Building designer walls due to UPLIFT at jt(s) 1 and 11. This J00 I russ Truss TyF WESCOTT JHS5X SPECIAL Qty IPly 1 JWESTCOTT—NEW— Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries,"lnc " Thu Apr 12 09:54:29 2012 Page 2 ID:8CsBEVDXg82BeX?sjOjOFMJNM-DaU4vnxwo7mA413FCMyCVXtgymQOr9U1 bjBhSsznW?c 8) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ° o. . No, oQ 4s' G$ ~ 090j�2D°asa 00e 4A 10, pp,rggppLee .,,..1 12 rn .^ .i 2 Job Truss Truss Type Qty Ply WESTCOTT_NEW_CODE WESCOTT H5X HIP 1 1 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 —Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:52:24 2012 Page 1 17 5-1 ID:rX8BBOoHF5JAf0oqlgU4gWyEK13-NXRpg1QWEjOvapOENcCuxABHuNmV2i9dEoglCczRW1b 4-2f1-11 9-5-2 13-10-8 19-10-8 25-10-8 1 31-10-8 36-3-14 40-9-5 45-9-0 4-11-11 4-5-6 4-5-6 6-0-0 6 0-0 6-0-0 4-5-6 4-5-6 4-11-11 Scale =1:76.9 5x6 = _ 3x5 = 46 — 3x5 = Sys 4 15 6 7 8 6.00 12 3x5 3x5 3 9 2x4 w 5 2 2x4 10 ,p 1 18 29 30 17 16 31 32 15 33 34 14 35 36 12 13 3x5 = 4x6 = 4x6 = 3x5 = 3x8 = 3x5 = 4x6 = 3x8 = 6x8 11 4x6 = 6x8 II 17-5-12 17-5-12 0-,1q-8 7-5-6 13-10-8 22-10-8 0-10 8 6 6 14 6-5-2 31-10-8 38 3 10 44 10 8 41 9; 0 9-0-0 Plate Offsets X Y : 1:0-0-5 Ed a 1:0-0-7,Ed e 4:0-3-0 0-2-0 9-0-0 6-5-2 6-6-14 0-10-8 6:0-3-0 Ed a 8:0-3-0 0-2-0 , rl1:0-0-7 Ed a 11:0-0-5 Ed e LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.86 DEFL in (loc) I/defl Ud Vert(LL) 0.28 15 PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.8b >999 240 Vert(TL) -0.65 15-17 >846 180 MT20 244/190 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FRC201 O/TPI2007 WB 0.16 (Matrix-M) Horz(TL) 0.17 11 n/a n/a Weight: 257 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc BOT CHORD 2x4 SP 150OF 1.6E purlins. WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 7-10-2 oc bracing. WEDGE WEBS 1 Row atmidpt 5-17,7-13 Left: 2x6 SYP No.2, Right: 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=1471/0-3-8 (min. 0-2-0), 11 =1 471/0-3-8 (min. 0-2-0) accordance with Stabilizer Installation uide. Max Horz 1=113(LC 7) Max Upliftl=-293(LC 10), 11=-293(LC 11) Max Grav 1 =1 51 O(LC 2), 11 =1 51 O(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-8/10, 1-1=-791/264, 1-2= 2706/1062, 2-3= 2645/1049, 3-4=-2459/1043, 4-5=-2197/982, 5-6= 2570/1124, 6-7= 2570/1124, 7-8= 2197/982, 8-9=-2459/1043, 9-10= 2645/1049, 10-11=-2706/1062 t:;1:td:rfg��@A 11-27=-8/10 �a®��,� BOT CHORD 1 23=-0/0, 1-19=-310/777, 1-18=-842/2290, 18-29= 795/2291, 29-30=-795/2291, 17-30= 795/2291, '' q a� e�^" 16 17= 829/2415, 16 31=-829/2415, 31-32=-829/2415, 15-32=-829/2415, 15-33= 829/2415, e ° _ dP 33-34= 829/2415, 14-34=-829/2415, 13-14_ 829/2415, 13-35=-795/2291, 35 36= 795/2?.91, °« R' 12-36— 795/2291, 11-12=-842/2290, 11-28=0/0 �4,��` �'' Qiel' &• o ff @�"` WEBS 2-18=-7/129, 3-18= 27/114, 3-17=-328/198, 4-17= 259/821, 5-17=-583/260, 5-15=0/229, 7-15=0/229,� s 7-13=-583/260, 8-13=-259/821, 9-13= 328/198, 9-12=1 27/114, 10-12=-7/129 ° o. 511++008 o NOTES (7) �'' y T E 0 F 8 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl. a; 0 GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever, left and right exposed ;C-C for members and ifi', '•< ,�°°` ,,�, forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �® � 3) Provide adequate drainage to prevent water ponding. fy L �Zwha 1} This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1-0-0 wide will fit between the bottom chord and any other members,lwith BCDL=10.Opsf. 3) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 1 and 11. This connection is for uplift only and does not consider lateral forces. A r) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and tl d ci ;oMi fr°u6�06� oaq� erenced standard ANSI/TPI 1. Y UbZ' i russ I ype Qty Ply W ESTCOTT NEIN_CODE WESCOTT HS6X SPECIAL 1 1 Job Reference o tional Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:54:33 2012 Page 1 17-51_ ID:4b_xfBEoMllvur9FrRIULly;.INK-5Lkbl8_RsLGcYeN0RC08fN1LyN91�ly 9vEdzRW?i 4 11 8-1-2 11-10-8 16 8 0 21-5-8 25-5-8 29 8 0 33 10 8 40-7 0 44-7 0 4- 4-3 11 3 9 6 3-9-6 4-9 8 4-9-8 1 4-0-0 4-2-8 4 2-8 6-8-8 4-0-0 2- Scale = 1:' 3x5 = 5x6 = 2x4 II 4x6 = 5x8 MT18H- 3x5 = 3x5 = 6.00 F12 5 6 7 8 9 Tq 10 11 3x5 4 2x4 T 2x4 II 3x8 2 3 M t 4 12 c 0 v .1 -e 32 33 15 34 o 14 fo 19 016 20 19 30 31 14x8 3x5 = 4x6 = 6x12 = 3x5 = 6x8 = 13 = 3x8 = 5x10 = 4x10 5x6 = 3.00 12 4x8 // 2 6-5-6 11-10-8 17g5^SZ 21-5-8 255-8 i 33-10-8 do-zn nn_�nee - - � �'� —w, LV•V-o-v,L�Uyc1, 17 O-7-0 0-2-12 I I I:U-O 4,U 'C tfJ, 11U:U-4-0,1-1-13], [13:0-0-7,Edge], [14:6-5-4,0 3-4], LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl L/d PLATES GRIP TCDL 7.0 ' Lumber Increase 1.25 0.76 BC 0.80 Vert(LL) 0.40 Vert(TL) -0.88 16 >999 240 17-18 >621 180 MT20 244/190 MT18H BCLL 0.0 BCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.31 13 n/a n/a 244/190 Code FRC2010/TP12007 (Matrix-M) Weight: 266 lb FT = 0% LUMBER TOP CHORD 2x4 SP 150OF 1.6E BRACING BOT CHORD 2x4 SP 150OF 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc 135: 2x6 SYP No.1 D WEBS 2x4 SP 150OF 1.6E BOT CHORD purlins. Rigid ceiling directly applied or 6-5-10 oc bracing. WEDGE Mi I ek recommends that Stabilizers and required Right: 2x4 SP 150OF 1.6E cross bracing be installed during truss erection, in SLIDER Left 2x6 SYP No.2 2-0-7 accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=1374/0-3-8 (min. 0-1-15),13=1383/0-3-8 (min. 0-1-9) Max Horz 1=89(LC 7) Max Upliftl=-280(LC 7), 13=-280(LC 6) Max Grav 1 =1 463(LC 2), 13=1463(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD �Fn���������� 1-2= 301/589, 2-3=-2518/1017, 3-4=-2543/1030, 4-5=-2520/1064, 5-6= 2256/993, 6-7= 2945/1290, 7-8=-2939/1285, 8-9— 2939/1285, 9-10=-3463/1484, ��a�°�!°��9���� ��1:1 °a � Qo V-11— 2728/1168, 11-12= 4058/1699, 12-13=-4023/1548 wA�„dG s° IV BOT CHORD 1-22=0/0, 1-1=-813/2096, 1-20=-813/2096, 19 20= 842/2287, 18-19= 842/2287, 18 30=-970/2600, 30-31=-970/2600, 17-31=-970/2600, 16-17= 1282/3497, 16-32= 1127/3057, 32-33=-1127/3057, „�', p° �° ° 15-33— 1127/3057, 15-34= 913/2614, 14-34=-913/2614, 13-14=-1324/3538, 13-27=0/10 WEBS 3-20=-32/240, 4-20= 164/93, 4-18= 209/168, 5-18=-369/904, 6-18= 716/369, 6 17=-112/433, t 7-17=-230/187, 9-17=-950/356, 9-16= 109/557, 10-16=-167/503, 10-15= 717/331, 11-15— 18lR79, 11-14=-531 /1151, 12-14=-202/243 ;„ -0 _ '• T �`~--1�' o �. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; 160mph (3 second Vasd=124mph; r!��a;�°7 AL gust) TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. li; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and�et��E��irQ����6� forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' K-12 2 r ., j 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any With other members, BCDL = 10.Opsf. Dontinued on Daoe 2 Job Truss Truss Type Qty Ply WESTCOTT_NEW_CODE WESCOTT H6X HIP 1 1 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:52:30 2012 Page 1 17-5-1 ID:kJOil mroJKpb7d5byWZl rMyEK1?-Cgo5w5UHgZm3lkTNjsJIARRJBooC8�ly .Vgis�lFzRW1 V 4-311 8-1-2 11-10-8 19-3-1 26-5-15 33-10-8 1 37-7-14 41-5-5 45-9-0 4-3 11 3-9-6 3-9-6 7-4-9 j 7-2-13 7-4-9 3-9-6 3-9-6 4-3-11 Scale=1:77.0 5x8 = 2x41' 4x6 = 3x87 5x6 = 4 5 6.00 12 6 8 3x5 3x5 3 9 2x4 w5 W5 2x4 O 2 10 v 1 q1 o t 19 18 30 17 16 3x5 = 4x6 = la 31 15 3214 13 12 4x6 = 3x5 = 3x8 = = = 2x4 II 4x6 = 3x8 = 3x5 4x6 5x8 II 5x8 II 17-5-12 17-5-12 0-1 -8 6-5-6 11-10-8 19-3-1 0 0 8 5-6 14 5-5-2 7-4-9 26-5-15 33-10-8 1 39-3-10 44-10-8 4 -9 0 Plate Offsets X,Y : 1:0-0-3 0-8-11 1:0-0-3 Edge], 4:0-6-0,0-2-8 ; 7-2-13 7-4-9 5-5-2 5-6-14 0-1 -8 6:0-3-0 Edge],8:0-3-0 0-2-0 11:0-04Ed a 11:0-0-3 0-8-11 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl Ud PLATES GRIP TCDL 7.0 Lumber Increase 1.25 0.81 BC 0.85 Vert(LL) 0.32 15-16 >999 240 Vert(TL) -0.57 15-16 >956 180 MT20 244/190 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FRC2010/TP12007 WB 0.34 (Matrix-M) Horz(TL) 0.18 11 n/a n/a Weight: 256 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc BOT CHORD 2x4 SP 150OF 1.6E purlins. WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEDGE WEBS 1 Row at midpt 7-16, 7-13 Left: 2x6 SYP No.2, Right: 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=1448/0-3-8 (min. 0-2-0), 11=1440/0-3-8 (min. 0-2-0) accordance with Stabilizer Installation quide. Max Horz 1=-97(LC 8) Max Upliftl= 301(LC 7), 11=-301(LC 6) Max Grav 1 =1 51 O(LC 2), 11=151O(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23= 8/10, 1-1=-767/276, 1-2=-2637/1052, 2-3=-2619/1052, 3-4=-2556/1089, 4-5=-293%'1295, 5-6=-2932/1295, 6-7=-2932/1295, 7-8=-2299/1024, 8-9— 2556/1088, 9-10— 2619/1052, 10-11= 2638/1052, 11-28=-8/10 wa:u:vr'daa�:dr� BOT CHORD 1-24=-0/01 1-20=-307/770, 1-19= 834/2216, 18-19= 832/2319, 18-30= 746/2185, 17-30= 746/2185, �4 �'� //- 16-17=-746/2185, 16-31— 1022/2831, 15-31=-1022/2831, 15-32=-1022/2831, 14-32= 1022/2831, 13-14= 102212831, 12=13= 832/2319, 11-12=-834/2217, 11-29=0/0 t�03��oreo>o°°°sf WEBS 2-19=-16/175, ° E 3-19=-115/96, 3-18=-204/153, 4-18=-37/364, 4-16=-355/845, 5-16=-383/314, 7-16= 103/68, 7-15=0/329, 7-13— 887/353, 8-13=-249/833, 9-13= 203/154, 9-12— 106/96, 10-12=-16a73 NOTES 7 ; r t!�• 1 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; 160mph (3 second gust) Vasd=124mph; TC._ a v:b � �• s DL 4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; En �•Gt� GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C C for members and �a ° 4Z' forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� 3) Provide drainage adequate to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load Inonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a recta le 3-6-0 tall b��;d�� 1-0-0 gyd�r���b� wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 11. This connection is for uplift only and does not consider lateral forces. g A � � � . 7) This truss is also designed in accordance with the 2006 Internationial Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply WESTCOTT_NEW_CODE WESCOTT HS7X SPECIAL 1 1 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:54:36 2012 Page 1 17-5-12 ID:VAg4HCHgeghMltgWZJByxyl.INH-WwQjNAOJ9GeBP65b6KarHOfuYb � 3JNZryzRW?X 3 1 6-9-2 9-10-8 15-8-0 21-5 8 3-7-11 3-1-6 3 1-6 5-9-8 5-9-81 25-5 8 30 8-0 35-10 8 40-7 0 44-7-0 9 0 4-0-0 5-2-8 5 2-8 4 8-8 4-0 0 0 1 12 1-0-4 Scale=1:78.1 5x8 = 2x4 11 3x8 = 4x6 = 2x4 11 3x5 = 5x8 - 6.00 F12 4 5 6 7 8 9 10 3x5 Tq 3 2x4 2x4 11 11 2 4 0 v 1 v o 16 15 14 9 13 1 I 0 20 19 30 18 = 31 17 6x12 3x5 = 2x4 II 6x6 = o 4x6 = 3x5 = 5x6 = 3x8 = 5x6 = 12 4x10 II 3.00 f 12 4x8 4x8 // OYY4�812 5-5-6 9-10-8 15-8 0 21-5 8 0 10�8 4 6 14 4-5-2 5-9-8 5-9-8 44�12-0 25-5-8 , 30-8-0 35-10-8 40-7-0 44 7 0441,Plf 4-0 0 5-2-8 5 4-0 0 0 1 12 0-1-12 Plate Offsets X,Y : [1:0-0-1,1-0-4], 1:0-0-3,Ed e], [4:0-6-0,0-2-$ 0-10-8 7:0-3-0,Edge], [10:0-6-0,0-2-8], 12:0-4-0,1-1-9 , 12:0-0-7,Edge], [13:0-5-4,Edge], 17:0-3-0,0-2-12 , 19:0-3-0,0-3-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/ciafl Ud PLATES GRIP TCLL 16.0 TCDL 7.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.50 15-16 >999 240 MT20 244/190 Lumber Increase 1.25 BC 1,00 Vert(TL) -0.85 15-16 >648 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.29 Horz(TL) 0.33 12 n/a n/a BCDL 10.0 Code FRC201 O/TPI2007 (Matrix IM) Weight: 261 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc BOT CHORD 2x4 SP 150OF 1.6E 'Except" purlins. B5: 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4 SP 1500E 1.6E WEDGE MiTek recommends that Stabilizers and required Left: 2x8 SYP No.2, Right: 2x4 SYP No.1 D cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=137810-3-8 (min. 0-1-15), 12=1321/0-3-8 (min. 0-1-13) Max Horz 1=87(LC 10) Max Upliftl= 333(LC 7), 12= 313(LC 6) Max Grav 1 =1 505(LC 2), 12=1467(LC 2) �����i®® _ p �,' P� �4! FORCES (lb) - Maximum Compression/Maximum Tension ti a.j °°® `° s r�s tl TOP CHORD 1-24=-7/11, 1 -1 =-904/354, 1-2= 2532/1026, 2-3=-2572/1047, 3-4=-2622/1119, 4-5=-3169/1388,° o°�� °' a 5-6=-3169/1388, 6-7=-4303/1836, 7-8=-4303/1836, 8-9= 4311/1843, 9-10=-3826/1637, 10-11= 3902/1636, 11-12= 3928/1541�' BOT CHORD 1-25= 0/O, 1-21=-327/792, 1-20=-829/2112, 19 20=888/2335, 19 30= 831/2263, 18 30= 831/2 18-31=-1330/3433, 17-31=-1330/3433, 16-17= 1365/3521, 15-16=-1433/3751, 14-15=-1040/2 13-14=-1041/2819, 12-13=-1309/3438, 12-27=0/10 ; .��� 're' WEBS 2-20=-44/249, °°t 3-20=-178/113, 3-19=-121/121, 4-1;9=-31/263, 4-18= 466/1098, 5-18= 308/254, ok, V'10 `° b a 1135, 81 9-16=-260/611, 9 15=-625/374,�t�# 610 4 160-i5=4495/9567, 10-144 0/381,1 269, 13 357/796, 13 � 79117 5 1ONAL NOTES 1) Unbalanced roof live loads have been considered for this design;. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. s 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. continued on page 2 WESCOTT IHS7X (SPECIAL 1 1 Maronda Homes Inc Sanford, FL Job Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:54:36 2012 Page NOTES (8) ID:VA94HCHgeghTlltgWZJByxylJNH-WwQjNAOJ9GeBP65b6KarHOfuYbmJ_Nx3CJNZryzRW? 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 12. This connection is for uplift only and does not consider lateral forces. 8) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ' ��,tl �i pip°A�Jpe oa pQL info V\ m oF 10 AL ° mew O O Rso G ryry O � � o I D 0 �eqn}rr o rt D O �• � 02 p'O p0° O •� �6C � ODO °OaDO Job Truss WESCOTT HGRDIX Maronda Homes Inc., Sanford, FL 17-5-4z4-7 , 7-10-8 , 6.00 12 Truss Type HIP 12-11-11 1 1 5-1-3 4_11-7 1 31 Job Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 ID:rpgclC?yFKSIBdb5D114s6yEK0o-wDZOROrxszt4kyl vHOK: 10 8 47 1;15 32-9-5 37-10 8 41-4-9 11-7 4-11-7 4-11-7 5-1 3 3-6-1 5x8 = 2x4 II 3x8 = 2 28 29 3 30 r„ 31 4 ii 32 19 39 40 18 41 1742 16 4x6 = 2x4 I I 48 = 46 = 2x4 11 4x8 11 17-5-12 10 8 12-11 11 17-11-1 2x4 11 4x6 = 3x8 = 2x4 11 5x8 = 5 34 7 r35 836 37 938 -a-Zl -- . r -� 44 15 45 46 14 4713 48 12 49 50 11 4x8 = 2x4 II 46 = 4x8 = 2x4 II 44-10 3-5-1 6 Scale = 1:71 4x6 = 08 11 17-5-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.32 15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.61 15 >901 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.11 10 n/a - n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight: 814 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x6 SYP No.2 purlins. WEDGE WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2x6 SYP No.2, Right: 2x6 SYP No.2 REACTIONS (lb/size) 1=2829/0-3-8 (min. 0-1-8), 10=2830/0-3-8 (min. 0-1-8) Max Horz 1=64(LC 5). Max Upliftl=-1093(LC 5), 10=-1093(LC 4) Max Grav 1 =3222(LC 2), 10=3223(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-942/328, 1-1= 3252/1129, 1-2= 5676/2041, 2-28=-7573/2755, 28-29= 7573/2755, 3-29= 7573/2755, 3-30= 7573/2755, 30-31=-7573/2755, 4-31=-7573/2755, 4-32= 9352/3354 32-33=-9352/3354, 5-33= 9352/3354, 5-6=-9352/3354, 6-34= 9352/3354, 7-34= 9352/3354, 7-35=-7573/2755, 35-36=-7573/2755, 8-36= 7573/27$5, 8-37=-7573/2755, 37-38=-7573/2755, ®� t,,t °p6� 9 38=7573/2755, 9 10= 5677/2041, 10 26=-942/329 A, BOT CHORD 1-23=-268/773, 1-1=932/2500, 1-19- 1798/4983, 19139=-1796/4991, 39-40=-1796/4991, ` ^2 18-40=-1796/4991, 18-41=-3163/8910, 17-41=-3163/8910, 17-42=-3163/8910, 16-42= 3163/8 ° �` _ F�• I o ^, . `� 16 43=-3163/8910, 43-44= 3163/8910, 15-44=-3163/8910, 15-45=-3134/8912, 45-46=-3134/892� 14-46=-3134/8912, 14-47=-3134/8912, 13-47=-3134/8912, 13-48=-3134/8912, 12-48= 3134/8 12-49= 1731/4992, 49 50= 1731 /4992, 11-50= 1731/4992, 10 11 _ 1733/4984, 10-27=-267/773 1� N WEBS 2-19=0/347, 2-18=-1210/3319, 3-18=-534/424, 4-18=;1723/616, 4-16=0/398, 4-15= 21Fi593, ✓sue€� 5-15=-464/386, 7-15=-214/591, 7-14=0/398, 7-12=-1724/617, 8-12=-534/424, 9-12=-1210/3319, `5?.. ^4X° ' 9-11=0/347 ! ��'�° ea a NOTES (10) �`sJ',`y4 C3 AL. �`' N�.,`a`' 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:®\� Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 1 row at 0-9-0 oc. aES L 2) All loads are considered equally applied to all plies, except if noted s front (F) or back (B) face in the LOAD CAS12 � section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise 'N ^ indicated. 3) Unbalanced roof live loads have been considered for this design. Continued on paqe 2 WESCOTT jHGRD1X IHIP Homes Inc., Sanford, FL NOTES (10) 4) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TC cantilever left and right exposed ; Lumber DOL=1.60 plate grip 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live II 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bf consider lateral forces. 9) Hanger(s) or other connection device(s) shall be provided suffi( 128 Ib up at 9-11-4, 96 Ib down and 128 Ib up at 11-11-4, 96 It 128 Ib up at 17-11-4, 96 Ib down and 128 Ib up at 19-11-4, 96 128 Ib up at 25-9-12, 96 Ib down and 128 Ib up at 27-9-12, 96 128 lb. up at 33-9-12, and 96 Ib down and 128 Ib up at 35-9-12 7-10-6, 85 Ib down at 9-11-4, 85 Ib down at 11-11-4, 85 Ib do% down at 21-11-4, 85 Ib down at 23-9-12, 85 Ib down at 25-9-1; 33-9-12, and 85 Ib down at 35-9-12, and 501 Ib down and 2181 the responsibility of others. 10) This truss is also designed in accordance with the 2006 Intern; ANSI/TPI 1. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-38, 2-9- 38, 9-10=-38, 1-10= 20 Concentrated Loads (lb) Vert: 2=-81(B) 6=-81(8) 9=-81(B) 19= 442(B) 4=-81(I 32=-81(B) 33=-81(B) 34= 81(B) 35= 81(B) 36=-81(B) 45- 59(B) 46= 59(B) 47=-59(B) 48=-59(B) 49=-59(B) 1 242012 Thu Apr 12 09:54:22 2012 ID:rpgclC?yFKSIBdb5D114s6yEKoo-wDZOROrXSztAkylvHOKZj34ar 30i31?_7_gLmzR' =4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); L=1.60 ad nonconcurrent with any other live loads. )ottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the 3ring walls due to UPLIFT at jt(s) 1 and 10. This connection is for uplift only and does not ent to support concentrated load(s) 96 Ib down and 128 Ib up at 7-10-8, 96 Ib down and down and 128 Ib up at 13-11-4, 96 Ib down and 128 Ib up at 15-11-4, 96 Ib down and down and 128 Ib up at 21-11-4, 96 Ib down and 128 Ib up at 23-9-12, 96 Ib down and > down and 128 Ib up at 29-9-12, 96 Ib down and 128 Ib up at 31-9-12, 96 Ib down and and 96 Ib down and 128 Ib up at 37-10-8 on top chord, and 501 Ib down and 218 Ib up at I at 13-11-4, 85 Ib down at 15-11-4, 85 lb down at 17-11-4, 85 Ib down at 19-11-4, 85 Ib , 85 Ib down at 27-9-12, 85 Ib down at 29-9-12, 85 Ib down at 31-9-12, 85 Ib down at I up at 37-9-12 on bottom chord. The design/selection of such connection device(s) is tional Residential Code sections R502.11.1 and R802.10.2 and referenced standard •59(B) 14=-59(B) 7=-81(B) 11=-442(B) 28=-81(B) 29- 81(B) 30=-81(B) 31=-81(B) 1(B) 38=-81(B) 39=-59(B) 40= 59(B) 41= 59(B) 42=-59(B) 43=-59(B) 44=-59(B) n/P% �axxx'4 P0 i A�.��' �GE[V c,� m` m No.50 8 , OF t °Aa �jarB ee a°"Aooeam°o 11&R1111B tI38!%tt����R Job Truss Truss Type Qty Ply WESTCOTT_NEW_CODE WESCOTT HSGRDiX SPECIAL 1 3 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:54:48 20 22 Page 1 17-5 ID:viLDvEJZxb32cmcPBisuaZylJNE-92SFuH9rKy9Usy0vprnfmY90e0z1x t�CGGzRW?L �3 7 7-10-8 12-4-13 16-11-3 21-5-8 25-5-8 29-7-3 33 8 '13 , 37-10-8 , 40-7-0 44-7-0fl41b , 4-4-7 3-6-1 4-6 5 465 4 6 5 4-0-0 4-1-11 4-1-11 4-1-11 2-8-8 4-0-0 -2 Scale = 1:78. I 5x8 = 6.00 12 2x4 11 3x8 = 36 = 46 =2x4 11 3x8 = 2x4 it 5x8 = 3 35 431 37 5 38 39 6 40 7 8 9 10 11 2x4 II 3x5 1-212 3x5 4 13 ci 1 v 1 0 o 19 47 48 18 49 17 so 16 15 c 24 23 22 41 42 43 21 44 45 20 46 6x8 = 2x4 11 48 = 2x4 11 6x8 MT18H= 5x6 = 2x4 11 46 = 48 - W 11 6x8 = 14 46 = 3.00 12 400 II 4x6 17-5-12 174a420 0 10 8 4-4-7 7-10 8 12-4-13 16 11 3 21 5 8 25 5 8 29-7-3 33-1 -13 37-10 8 4070 44-7 044 10- 0 10-8 3-5-15 3-6-1 4-6-5 4-6-5 4-6 5 4-0-0 4 1-11 4-1-11 4-1-11 2-8-8 4-0-0 0- -8 0-10-8 Plate Offsets (X,Y): [1:0-2-8,0-2-9], [1:0-2-8,0-4-9], [3:0-6-0,0-2-8), [7:0-3-0,Edge], [11:0-6-0,0-2-8], [14:0-6-12,Edge], [15:0-5-4,0-4-4], [19:0-5-4,0 3-12], 20:0-5-4,0-3-8 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.3,4 DEFL in (loc) l/,•fefl Ud Vert(LL) 0.32 19 PLATES GRIP TCDL 7.0 ' Lumber Increase 1.25 BC 0.5'7 >999 240 Vert(TL) -0.64 19 >853 180 MT20 244/190 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.1;6 Horz(TL) 0.19 14 n/a n/a BCDL 10.0 Code FRC201 O/TP12007 (Matrix-M Weight: 843 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x6 SYP No.2 purlins. WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP 150OF 1.6E 2-0-10, Right 2x4 SP 150OF 1.6E 2-9-11 REACTIONS (lb/size) 1=2476/0-3-8 (min. 0-1-8), 14=1936/0-3-8 (min. 0-1-8) Max Horz 1=72(LC 8) Max Upliftl=-908(LC 5), 14= 642(LC 4) Max Grav1=2817(LC 2), 14=2199(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-27=-1513/501, 1-1- 3047/993, 1-2= 2804/924, 2-3=-4888/1689, 3-35=-6168/2137, 35-36=-6168/21 %��%%itilligiiitsl`�, 4-36= 6168/2137, 4-37=-6168/2137, 37-38= � k•��� 6168/2'137, 5-38= 6168/2137, 5-39=-7237/2392, 8845 /2� i 6�8 �'9 BOT i9 C00-6403%06010 1=-6403/2060,112=5090/1639,1213852991657,3-4�3035/90o'e,+ -28=-434/1318, 1-1=-1497/4326,1-24=-1487/428623-24=-1487/4296,23-41-1487/4296, 22-41= 1487/4296, 22-42= 2343/7048, 42-43=-2343/7048, 21-43= 2343/7048, 21 44= 2343 648," « `, 44-45=-2343/7048, 20-45=-2343/7048, 20-46=-2395/7370, 19-46=-2381/7386, 19-47= 2469iE968, 47 48=-2469/7968, 18-48= 2469/7968, 18 49=-2469/7968, 17 49- 2469/7968, 17 50= 1451 7319 16-50= 1456/4739, 15-16= 1442/4694, 14-15=-1466/4827, 14-31=0/10 e WEBS 3-24=-31/382, 3-22= 866/2540, 4-22=-495/385, 5-22=-1179/360, 5-21=0/328, 5-20- 42/396> 6-20=-1606/662, 6-19=-593/2086, 8-19- 139/108, 9-19= 409/1162, 9-18=0/300, 9-17=-1939i6�5;"'�, 10-1 7=- 147/124, 11-17=-662/2080, 11 -1 11-15=-320/249, 12-15= �'`� 115/388 `r �a' �^ h+ NOTES (12) � . c;•'°�:idt> �c L. �oeN� 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: �ef��f rr �,��N Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �1�;a���$q �10 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted, as front (F) or back (B) face in the LOAD CASE(S) s ^ n r section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise''"r�� �.b t indicated. 3) Unbalanced roof live loads have been considered for this design. Continued on pane 2 WESCOTT JHSGRD1X ISPECIAL NOTES (12) 4) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TC cantilever left and right exposed ; Lumber DOL=1.60 plate grip 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live k 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord and any other members. 9) Bearing at joint(s) 14 considers parallel to grain value using AN surface. 10) Provide mechanical connection (by others) of truss to bearing 11) Hanger(s) or other connection device(s) shall be provided suff 128 lb up at 9-11-4, 96 lb down and 128 lb up at 11-11-4, 96 128 lb up at 17-11-4, and 96 lb down and 128 lb up at 19-11 at 7-10-8, 85 lb down at 9-11-4, 85 lb down at 11-11-4, 85 lb 85 lb down at 21-5-8, 51 lb, down at 23-5-8, 11 lb down and 5 lb down and 5 lb up at 29--12, 11 lb down and 5 lb up at 31-! lb down and 169 lb up at 37-9-12 on bottom chord. The desig 12) This truss is also designed in accordance with the 2006 Intern; ANSI/TPI 1. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-38, 3-11= 38, 11-32= 38, 1-20=-20, 19-20: Concentrated Loads (lb) Vert: 3— 81(B) 23=-59(B) 19= 6(B) 24=-442(B) 20= 5 39= 81(B) 40=-81(B) 41=-59(8) 42=59(B) 43=-59(B) 3 24 Thu Apr 12 09:54:48 2012 Page 2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); 1.60 d nonconcurrent with any other live loads. ottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the /TPI 1 angle to grain formula. Building designer should verify capacity of bearing ate capable of withstanding 908 lb uplift at joint 1 and 642 lb uplift at joint 14. lent to support concentrated load(s) 96 lb down and 128 lb up at 7-10-8, 96 lb down ani down and 128 lb up at 13-11-4, 96 lb down and 128 lb up at 15-11-4, 96 lb down and and 96 lb down and 128 lb up at 21-4-12 on top chord, and 501 lb down and 218 lb up own at 13-11-4, 85 lb down at 15-11-4, 85 lb down at 17-11-4, 85 lb down at 19-11-4, i up at 25-5-8, 11 lb down and 5 lb up at 26-8-4, 11 lb down and 5 lb up at 27-9-12, 11 12, 11 lb down and 5 lb up at 33-9-12, and 11 lb down and 5 lb up at 35-9-12, and 266 selection of such connection device(s) is the responsibility of others. onal Residential Code sections R502.11.1 and R802.10.2 and referenced standard 15-19= 20, 14-15=-20 6=-81(B)18=-6(B)17=-6(B)16=-229(B) 35=-81(B) 36= 81(B) 37=-81(B) 38=-81(B) -59(B) 45— 59(B) 46=-26(B) 47=-6(B)48=-6(B) 49=-6(B) 50— 6(B) op'S P gQSOWO'n 6°°D V m D D � ,�h' • gyp' tI D cue` p ,:F;b atem , � � E��;ea�e f oOpaaDc°9}�p��o��mg `` pp55'�n G{ A b ��I•u x��?r•P�� �G��®�� „00 i russ I russ Type Qty Ply WESTCOTT_NEW_CODE WESCOTT �Jix JACK 28 1 Job Reference (optional) Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek Industries. Inc. Thu ADr 12 09:54:49 2012 PR a 1 17-5-12 7-10-8 7-10-8 scale = 1 Attach with (3) 16d com Toe Nails 6.00 F12 1 Attach with (2) B1 16d com Toe Nails 3x4 = 3x8 II 17-5-12 0-10-8 7-10-8 0-10-8 7-0-0 Plate Offsets X,Y : 1:0-1-3,0-0-1 , 1:0-0-1 0-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.17 3-8 >566 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.26 3-8 -3E3 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 2 n/a n/a BCDL 10.0 Code FRC201 O/TPI2007 (Matrix-M) Weight: 27 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP 150OF 1.6E purlins. WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 2=119/Mechanical, 3=79/Mechanical, 1=255/0-3-8 (min. 0-1-8) accordance with Stabilizer Installation guide. Max Horz 1=159(LC 10) Max Uplift2=-122(LC 10), 1=-44(LC 10) Max Grav2=142(LC 2), 3=125(LC 3), 1=290(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7= 3/15, 1-1= 166/82, 1-2— 93/79 BOT CHORD 1-8=-0/01 1-4=-219/161, 1-3=0/0 �, A r ..; NOTES (7) d `E 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60® ���vb. M 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m �,� 3) ' This truss has been designed for a live load of 20.Opsf on the bottochord in all areas where a rectangle 3-6-0 tall , P, pw', O ” 1-0-0 wide will fit between the bottochord and any other members. m 4) Refer to girder(s) for truss to truss connections. a :Nµ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint ems: Vic - 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3 and 1. This ;Q G N � � : r connection is for uplift only and does not consider lateral forces. u w:3 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R ° R802.10.2 and referenced standard ANSUfPI 1. �T •0 Q tOFq q LOAD CASE(S) Standard o ° o� t r W ESCOTT J2X JACK g 1 Inc., Sanford, FL 7.340 s Feb 24 201 1 7-5-1 2 ID:V_FM_eugeL6EM8Hd 5-10-8 1 5-10-8 6.00 F12 T1 1 B1 2x4 - M rIN 3x8 11 17-5-12 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2010/TP12007 LUMBER TOP CHORD 2x4 SP 1500F 1.6E BOT CHORD 2x4 SP 1500F 1.6E WEDGE Left: 2x6 SYP No.2 3 5-1 12 09:54:51 2012 Rage Scale =1:17 Attach with (2) 16d com Toe Nails Attach with (2) 16d com Toe Nails CSI TC 0.22 DEFL in Vert(LL) 0.05 (loc) I/deft Ud 3-8 >999 240 PLATES GRIP MT20 BC 0.18 Vert(TL) -0.07 3-8 >999 180 244/190 WB O.Od (Matrix M) Horz(TL) 0.02 2 n/a n/a Weight: 21 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross ;;racing be installed during truss erection in REACTIONS (lb/size) 2=83/Mechanical, 3=56/Mechanical, 1=198/0-3-8 (min. 0-1-81 accordance with Stabilizer Installation quide. Max Horz1=118(LC 10) Max Uplift2— 87(LC 10), 1= 34(LC 10) Max Grav2=99(LC 2), 3=87(LC 3), 1=226(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-7= 3/15, 1-1= 85/45, 1-2= 67/57 BOT CHORD 1-8=-0/O, 1-4= 142/100, 1-3=0/0 NOTES (7) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fie,>•� * � �, 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 taj�t,'l �Q��t~ 1-0-0 wide will fit between the bottom chord and any other members) ® � 4) Refer to girder(s) for truss to truss connections. �� \(a% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2� 61 One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3 and 1. This connection is for uplift only and does not consider lateral forces. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 ands R802.10.2 and referenced standard ANSI/TPI 1. ^'rS LOAD CASE(S) Standard Job Tru: WESCOTT J3X Maronda Homes Inc., Sanfo Truss Type I Qty=PIYWESTI JACK 6 7.340 s Feb 24 2012 MiTek Ind 17-5-12 3-j :SX2F1MyoStKXTv9boKJKEKyIJMP-2' 0-8 3-10-8 2 6.00 12 T1 1 1 131 2x4 = 3x8 11 17-5-12 10-8 1010 8 3-10-8 3-0-0 3 • BE LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) Vdefl Ud TCDL Lumber Increase 1.25 TC 0.06 BC 0.06 Vert(LL) Vert(TL) 0.01 -0.01 3-8 >999 240 0.0 BCLL 0.0 ' BCDL Rep Stress Incr YES WB. 0.00 Horz(TL) 0.00 3-8 2 >999 180 10.0 Code FRC2010/TPI2007 1MatriY-M11 ;da n/a LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD BOT CHORD 2x4 SP 150OF 1.6E WEDGE BOT CHORD Left: 2x6 SYP N0.2 REACTIONS (lb/size) 2=46/Mechanical, 3=31/Mechanical, 1=143A1-3-8 (min. 0-1-8) Max Horz 1=78(LC 10) Max Uplift2=-51(LC 10), 3=-2(LC 10), 1=-24(LC 10) Max Grav2=55(LC 2), 3=49(LC 3), 1=163(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-3/15, 1-1= 31/24, 1-2= 38/33 BOT CHORD 1-8=-o/0, 1-4=-74/48, 1-3=0/0 Inc. Thu Apr 12 09.54:52 2012 Page Scale = 1:1 Attach with (2) 16d com Toe Nails Attach with (2) 16d com Toe Nails PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Structural wood sheathing directly applied or 3-10-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. NOTES (7) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantileve( left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3- 1-0-0 wide will fit between the bottom chord and any other membersl. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate I apable of withstanding 51 lb uplift at joint 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3 and 1. Thi; connection is for uplift only and does not consider lateral forces. 1 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 an, R802.10.2 and referenced standard ANSI/TPI 1. 1 LOAD CASE(S) Standard Y °,D °6 nAoppo Po.", ha.NY✓ o s A -A "�d n ilt° 1;.W(•bp. ci�x+n , aTy 4.r! v3IF w 1 qa1 ri/ Q W n. $��JitlSkS(900V ry A d :� i 12 J S[_ russ WESCOTT IJ4X IJACK r.J4u s 1-eb 24 2012'lVI?Mf `Fndustries, Inc. Thu Apr 12 09:54:53 2012 Page 1 17-5- oKA?S2z3_V_FIDJzvILoJ9ylJMN-WBx8x_D_9UnmyivscONgTbsxTRoaT7UZ6S?yxTZRW?G 11 - n_a 17-5-12 1-2-0 1-10 8 1'1 -0 n_st_u Attach with (2) Scale = 7 16d corn Toe Nails Attach with (2) 16d com Toe Nails LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 CSI DEFL in (loc) I/defl Ud TCDL 7.0 Lumber Increase 1.25 1.25 TC BC 0.02 O.d2 Vert(LL) Vert(TL) 0.00 0.00 5 >999 240 BCLL BCDL 0.0 ' 10.0 Rep Stress Incr YES Code FRC201 O/TPI2007 WB 0.011 (Matrix-M� Horz(TL) -0.00 5 3 >999 n/a 180 n/a LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x6 SYP N0.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 4=-5/Mechanical, 5=109/0-3-8 (min. 0-1-8), 3=4/Mechanical Max Horz5=38(LC 10) Max Upl!ft4=-6(LC 2), 5=-22(LC 10), 3=-17(LC 10) Max Grav4=7(LC 6), 5=124(LC 2), 3=9(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/3712-3=-16/5 BOT CHORD 1-5=-42/51, 4-5=0/0 WEBS 2-5=-85/86 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% Structural wood sheathing directly applied or 1-10-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. M!Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u!de. NOTES (7) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., 1300=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2 This truss has been designed for a 10.0 psf bottom chord live load inonconcurrentwith any other live !ozds. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall b 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 4. 6) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3 and 5. This connection is for uplift only and does not consider lateral forces. _ 7) This truss is also designed in accordance with the 2006 International Residential Code sections R50 d R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard y�o P'S ` u j55 f;fo Tao . Cr�l�.�.���r��".� ••: 9 pp L o. 0 n � r�yD rO CR��D4 $• IWESCOTT JGRD1X MONO TRUSS 2 1 Maronda Homes Inc., Sanford, FL Job Reference o tional 1.341 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:55:10 2012 Page 1 17-512 5-9-4 ID:GFGy5an01azWn15vz032fnyIJMd-:0-14 QeBjwMUKi75TBpf63Wxl5�fiG30bcM2_zRW?? 11-0-14 5-9-4 5-3-10 3x8 II Scale =1:22.7 3 4.24 F12 11 3x4 2 T1 wa 10 W1 1 B1 3x4 = 12 5 13 4 2x4 11 17�' 2 NT5-12 1-2-14 5-9-4 11 0 14 1-2-14 4-6-7 5-3-10 Plate Offsets X Y: 1:0 0 4 Ed e 1:0 2-9 0 0 2 3:0-3 14,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.04 4-5 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.10 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER TOP CHORD 2x4 SP 1500E 1.6E � BRACING BOT CHORD 2x4 SP 1500F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc WEBS 2x4 SP 1500F 1.6E purlins, except end verticals. WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2x4 SP 1500F 1.6E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 4=403/Mechanical, 1=328/0-5-11 (min. 0-1-8) accordance with Stabilizer Installation quide. Max Horz 1=157(LC 4) Max Uplift4=-217(LC 4), 1=-152(LC 4) Max Grav4=458(LC 2), 1=374(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension °a� TOP CHORD 1-10= 567/334, 2-10=-570/210, 2-11=-125/38, 3-11L-48/0, 3-4=-164/142 ���aO��� s go ��q U"A n OT CHORD 1-9= 388/76, 1-6= 160/517, 1 12= 301/517, 5-12= 301/517, 5-13=-301/517, 4-13=-301/517 °°" c_- ii ,'° �� WEBS 2-5=0/211, 2-4— 483/295 ; �" �y (- E 1 g ��,` t : . NOTES (9) nn 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl.,'A rr c GCpi=0.18; MWFRS (envelope); cantilever left exposed ; LumberDOL=1.60 plate grip DOL=1.60 ° 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.3 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall bge, 4 ten? t •� .��tr , 1-0-0 wide will fit between the bottom chord and any other members. g y ar a ° 4) Refer to girder(s) for truss to truss connections. l,. 5) Provide mechanical connection (by others) of truss to bearing plat I capable of withstanding 217 lb uplift at joint 4. A . �7 A6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1. This connection is for uplift only and does not consider lateral forces. �'a��aeInn%°ug�0�`�� 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 17 lb down and 40 lb up at 2-9-10, 17 lb down and 40 lb up at 2-9-10, 9 lb down and 56 lb up at 5-7-9, 9 lb down and 5^ 'f I and 53 lb down and 92 lb up at 8-5-8, and 53 lb down and 92 lb up at 8-5-8 on top chord, and 34 lb up at f 2-9-10 34 a A4.t 2 L J z lb up at 2-9-10, 13 lb down and 22 lb up at 5-7-9, 13 lb down and 22 lb up at 5-7-9, and 47 lb down at 8-5-8, and 47 lb down at 8-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �Pnin CA�S�Ej( )_y$Aapdarci WESCOTT I JGRD1 X I MONO TRUSS Maronda Homes Inc., Sanford, FL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-38, 4-6=-20 Concentrated Loads (lb) Vert: 5=-23(F=-11. B= 11) 2=-17(F= 8, B=-8) 10=6i 2 I 1 IJob Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:55:11 2012 Page I0:GFCyGan0lazWnlSvz032fny]JMd-_f1 yf BRHv02D6UHKfAi2COcxhis?hEWCFFMvan7R W 13=34) 11=-90(F— 45, B=-45) 12=36(F=18, B=18) 13= 71(F=-36, B=-36) f ti y i p o � _ No'.50C/63f, 12212 WESCOTT JS1AX SPECIAL 1 1 Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 Job Reference (optional) MiTek Industries, Inc. Thu Apr 12 09:55:14 2012 Page 1-1'Z05-12 3-2-0 ID:1oh_nJt1t1_Nk_iRR3Cw TyIJMv-M44&$6bxoozx?vKJFlg1ER6vw2udDaaAIZRw _fx 1-2-0 2-0-0 7-10-8 4-8-8 3x5 II Scale =1:2; 4 Atta h with (3) 16d com Toe Nails 6.00 12 2x4 11 w3 3 Ti v 2 w2 — Atta h with (2) ' B2 s 133 16d omToe Nails 6 5x6 = 5 0 2x4 II 3x4 4 7 5x8 = 3.00 F12 17-5-12 124442 i 0-10-811-2-0 3-2-0 7-10-8 Plate Offsets (X Y1: 6-10-8 0 3-$ f1:0-2-5,0-1-81.r7:0-6-4 0-2 41 2-0-0 4-8-8 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 EFL in (loc) I/deft Ud PLATES GRIP TCDL 7.0 Lumber Increase 1.25 =0.24 ert(LL) 0.15 6 ert(TL) -0.19 6 >518 240 MT20 244/190 BCLL 0.0 ' BCDL Rep Stress Incr YES orz(TL) 0.05 5 >413 180 n/a n/a 10.0 Code FRC2010/TP12007 Weight: 32 lb FT = 0% LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 1500F 1.6E I BOT CHORD REACTIONS (lb/size) 5=46/Mechanical, 7=287/0-3-8 (min. 0-1-8), 4=116/Mechanical Max Horz7=157(LC 10) f Max Uplift7= 74(LC 10), 4=-111(LC 10) Max Grav5=91(LC 3), 7=327(LC 2), 4=137(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-713/475, 2-3— 128/2, 3-4= 77/78, 4-5=0/0 BOT CHORD 1-7= 702/1031, 6-7=0/25, 5-6=0/0 WEBS 2-7= 667/369, 3-6=0/136 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES (9) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDI1=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl. GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=J .60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 4. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) This truss is also designed in accordance with the 2006 International Residential Code sections R50.'_.1 L"I and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WESCOTT JS1X SPECIAL g 1 Maronda Homes Inc., Sanford, FL Job Reference o tional 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:55:16 2012 Pac 1.12Z05 12 ID:5PZDMdsnLCkf VgY2KeASv2yIJMX-Lc4M651F%Rh WDF9HSIIDvSJn7jcbMX RxPX3g EezR 5-2-0 7-10-8 1-2 0 4-0-0 2-8-8 3x5 11 Scale = 1 4 Aft ch with (3) 16 com Toe Nails 6.00 12 2x4 11 3 W3 M ci T1 W2 Aft ch with (2) 2 B3 16 co Toe Nails 1 e2 6 5 5x6 = a 2x4 11 3x4 i�'- 7 3.00 12 5x8 = 17-5-12 01-5"R i_0-10-81,-2-p 5-2-0 7-10-8 0 10 80 3-$ Plate Offsets X,Y : 1:0-2-5 0-1 8 , 7:0-6-4 0-2-4 14-0-0 1 2_g_g —I LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl Ud PLATES GRIP TCDL 7.0 ' Lumber Increase 1.25 0.44 BC 0.24 Vert(LL) 0.19 Vert(TL) -0.25 6 >416 240 MT20 244/190 6 >316 180 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.06 5 n/a n/a Code FRC201 O/TPI2007 (Matrix IM) BRACING Weight: 32 lb FT = 0% LUMBER TOP CHORD 2x4 SP 150F 1.6E BOT CHORD 2x4 SP 150O E 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc WEBS 2x4 SP 150OF 1.6E BOT CHORD purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=26/Mechanical, 7=286/0-3-8 (min. 0-1 8), 4=136/Mechanical Max Horz7=157(LC 10) Max Uplift7— 74(LC 10), 4= 98(LC 10) Max Grav5=51(LC 3), 7=326(LC 2), 4=158(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2— 699/484, 2-3=-116/26, 3-4=-65/90, 4-5=0/0 BOT CHORD 1-7=-714/1011, 6-7=-4/27, 5-6=0/0 WEBS 2-7=-638/387, 3-6=0/135 cross bracing be installed accordance with Stabilize A A OF NOTES (9) E°'n�`� "° �" O 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL11.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live:ouds. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. I 5) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4. 7) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. -OAD CASE(S) Standard Al M e.a12 Lu'rb WESCOTT JSGRDiX SPECIAL 1 1 Maronda Homes Inc., Sanford, FL 7Job Reference (optional) T.340 s Feb 24 2012 MiTek Industries,, Inc. Thu Apr 09:55:21 2012 Pac 17-5-12 1 13 �12Q ID:Ks4CgummEzjoYSxWsz1 aaMylJMf-haekpZZYZ5JoJ02FFHtOcWi�kl�AnNhYpnRwrzR 4-5 12 7-3-11 11-0-14 1-7-13 2-9-15 2-9-15 3-9-3 2x4 II Scale = 1 4 4.24 rl2 3x4 3 13 w4 a 2x4 II T7 2 W2 3 12 VV1 133 1 132 15 654 = 16 5 0 B1 14 2x4 II 3x4 = 3x4 = 8 3x5 = 2.12 12 17-5-12 18-5-12 1-2-14 1,-7-13 4-5-12 7-3-11 11-0-14 Plate Offsets (X Y): 1-2-14 0-4-15 [8:0-2-8,0-0-7j 2-9-15 2-9-15 _ 3-9-3 LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI TC DEFL in (loc) I/deft Ud PLATES GRIP TCDL 7.0 Lumber Increase 1.25 0.20 BC 6.35 Vert(LL) 0.04 6-7 Vert(TL) -0.06 6-7 >999 240 >999 MT20 244/190 BCLL 0.0 ' BCDL Rep Stress Incr NO WB 0.07 Horz(TL) 0.02 5 .180 n/a n/a 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 1500F 1.6E BOT CHORD 2x4 SP 1500F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc WEBS 2x4 SP 1500F 1.6E purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 5=247/Mechanical, 8=297/0-4-15 (min 0-1-81 accord;_;r,ce with Stabilizer Installation guide. Max Horz8=157(LC 4) Max Uplift5=-152(LC 8), 8= 167(LC 4) Max Grav5=284(LC 2), 8=339(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-471/273, 2-12=-439/158, 2-13=-450/196, 3-13=-436/188, 3-4— 45/8, 4-5=-72/53 BOT CHORD 1-8=-305/413, 8-14= 252/403, 7-14=-250/408, 7-15=-267/420, 6-15= 263/430, 6-16=-252/400, 5-16=-252/400 WEBS 2-7=-64/106, 3-6=-42/185, 3-5=-425/2-1 NOTES (9) ' 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCIDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has,been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 5. 6) One RT7 LISP connectors recommended to connect truss to be walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down and 29 lb up at 2-9-10, 8 lb down and 29 lb up at 2-9-10, and 2 lb down and 57 lb up at 5-7-9, and 2 lb down and 57 lb up at 5-7-9 on top chord, and 26 lb up at 2-9-10, 26 lb up at 2-9-10, 11 lb down and 5 lb up at 5-7-9, 11 lb down and 5 lb up at 5-7-9, and 29 lb up at 8-5-8, and 29 lb up at 8-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12 l7 13 WESCOTT IJSGRDIX (SPECIAL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-38, 8-9= 20, 6-8=-20, 5-6=-20 Concentrated Loads (lb) Vert: 12=49(F=24, B=24) 13=-2(F=-1, B=-1) 14=26(F= 1 1 1 7.340 s Feb 24 2012 MiTek Industries Inc. Thu Apr 12 ID:Ks4CgummEzioYSxWsz1aaMYIJMf-haekpiZ, Z5JoJ02FFHtOeV1 13=13) 15=-11(F=-6, B=-6) 16=29(F=14, B=14) �4`�° gel gpzA Pg�P+dQQA oa C, ® _J)_ �° iSV �• �w��sp?lyS 44'.I1i °O /sa �Gh�p B gy����ca7��=chi+ pq� ° OR AAaQO V_ 4P iN . e,% 2 i `'s t � G.�a Job W ESCOTT Maronda Homf 17-5-12 Tl SX I COMMON 2 1 Job Reference (optional) Sanford, FL 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:55:45 2012 Page 1 10:sOyWL_H_tPBo4kRrXf01UNzSB2P- B4psmrbvTKOBitsfJJlaZOh6PLOe zRW_S 5-0 12-6-8 18-8-0 26-1-6 33-6-13 41-6-8 5-0 6-1-8 6-1-8 7-5-6 7-5-6 7-11-11 Scale =1:71.4 1 5x6 = 5x6 2 4 6.00 12 3x4 I I 3 5x6 5 5x6 6 12 6x8 = 18 19 11 20 Sx8 = 21 10 22 9 y 8 5x8 = 5x6 = 2x4 II 17-5-12 8-5-4 18-8-0 26-1-6 33-6-13 Plate Offsets (X )O: 8-5-4 10-2-12 r2:0-3-0 0-3 01 r5:0-3-0 0-3-01 r6.0-3-0 0-3-01 17.0 7-5-6 7-5-6 8 0 0 0 it r7.0 0 3 0 8 151 19 0 3 0 0 3 01 r10 0 4 0 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI I TC DEFL in (loc) Vdefl Ud TCDL 7.0 BCLL ' Lumber Increase 1.25 0.61 BC d.88 Vert(LL) Vert(TL) -0.35 10-11 -0.76 10-11 >999 240 >654 180 0.0 BCDL 10.0 Rep Stress Incr YES Code FRC2010/TP12007 WB d.57 (Matrix;M) Horz(TL) 0.12 7 n/a n/a LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 150OF 1.6E BRACING TOP CHORD WEDGE BOT CHORD Right: 2x6 SYP N0.2 WEBS REACTIONS (lb/size) 12=1388/0-3-8 (min. 0-1-13), 7=1357/0-3-8 (min. 0-1-14) Max Horz 12=-227(LC 11) Max Upliftl2= 301(LC 10), 7=-341(LC 11) Max Grav12=1388(LC 1), 7=1396(LC 2) 3x8 = 5x8 II 17-5-12 41-6; 8 PLATES GRIP MT20 2441190 Weight: 245 lb FT = 0% Structural wood sheathing directly applied or 3-10-10 oc purlins, except end verticals. Rigid ceiling directly applied or 8-11-7 oc bracing. 1 Row at midpt 3-10, 5-10. 6-9, 2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-218/128, 2-3— 1883/753, 3-4=-16451733, 4-5� 1659/726, 5-6=-2188/831, 6-7=-2563/891, 7-16=-8/11, 1-12=-238/159 BOT CHORD 12-18= 401/1474, 18-19= 401/1474, 11-19= 401/1474, 11-2D— 350/1483, 20-21=-350/1483, 10-21=-350/1483, 10-22= 463/1799, 9-22=-463/1799, 8-9= 676/2181, 7-8=-674/2182, 7-17=0/0 WEBS 2-11=0/261, 3-11=-35/208, 3-10= 378/266, 4-10==388/1058, 5-10= 783/391, 5-9_ 41 /433, 6-9=-425/244, 6-8=0/217, 2-12=-1834/611 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tally 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12 and 7. This connection is for uplift only and does not consider lateral forces. 6) This truss is also designed in accordance with the 2006 International Residential Code sections R502.1 nd /� R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard V c 5 Job W ESCOTT Maronda Homes Inc., 17 5-126-1-6 6 I russ Truss Type Qty Ply -WEST COTT_NEW_CODE T1 X COMMON 3 1 anford, FL Job Reference (optional) 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:55:49 11-8-7 17-3-7 ID:YWOu Ij2l7rHAzNwAv4TkhwylJNa-tzKJh7v6zirggKBdu9NzIPBL70IOaGMf 22-10 8 28-5-9 34-0-9 5-7-1 5-7-1 39 7 10 45 9-0 15-7-1 5-7-1 5-7-1 5-7-1 6-1-6 6.00 12 36 G 5 5x6 4 2x4 \\ 5x6 1�' 3 5x6 - 2 2 v 1 dI 0 46 II 46 = 17-5-12 18 31 32 17 16 3x5 = 4x6 = 3x5 = 17-3-7 22-1 8-11-13 I F-7 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.74 TCDL 7.0 Lumber Increase 1.25 BC 6.74 BCLL 0.0 ' Rep Stress Incr YES WB 6.78 BCDL 10.0 Code FRC2010/TP12007 (Matrix! Ml LUMBER TOP CHORD 2x4 SP 1500F 1.6E BOT CHORD 2x4 SP 1500F 1.6E WEBS 2x4 SP 1500F 1.6E SLIDER Left 2x8 SYP No.2 3-0-9, Right 2x8 SYP No.2 3-0 9 5x6 = 6 3x5 7. :\ 8x6 O Scale = 1:T 2x4 9 5x6 5x6 10 110 33 15 34 14 13 35 36 12 3x8 = 3x5 = 4x6 = 3x5 = 4x6 II 4x6 = 17-5-12 5-1-1 B-11-13 17-5-3 0 1 -8 )-3-01, I'll 1:0-1-13 0-1-01 I ; 'j-0-3 Edgel DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.2712-14 >999 240 MT20 244/190 Vert(TL) -0.6712-14 >817 180 Horz(TL) 0.16 11 n/a n/a Weight: 288 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 1 Row at midpt 7-15, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=1507/0-3-8 (min. 0-2-0), 11=1507/0-3� 8 (min. 0-2-01 accordance with Stabilizer Installation uide. Max Horz 1=186(LC 7) Max Upliftl =-361 (LC 10), 11= 361(LC 11) Max Grav1=1510(LC 2), 11=1510(LC 2) FORCES (lb):- Maximum Compression/Maximum Tension TOP CHORD 1-22=-45/245, 1-1=-925/257, 1-2=-637/196, 2-3=I-2756/981, 3-4= 2688/975, 4-5= 2299/904, 5-6=-1890/838, 6-7= 1890/838, 7-8=-2299/904, 8-9= 2688/975, 9-10=-2756/981, 10-11= 925/257, 11-28=-45/245 BOT CHORD 1-23=-342/71, 1-19=-758/2344, 1-18=-758/2344,118-31=-664/2221, 31-32= 664/2221, 17-32= 664/2221 16-17=-664/2221, 16-33=-465/1886, 15-33=-465%1886, 15-34=-465/1886, 14-34=-465/1886, 13-14= 664/2221, 13-35= 664/2221, 35-36=-664/2221, 12-36=-664/2221 11-29=-342/71 , 11 12=-758/2344, WEBS 6-15=-525/1327, 7-15= 745/341, 7-14— 113/556,18-14= 482/287, 8-12= 20/270, 9-12=-48/154, 5-15=-745/341, 5-16=-113/556, 4-16=-482/287, 4-18— 19/270, 3-18=-48/153 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; - cl GCpi=0.18; MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and: forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the, bottom chord in all areas where a rectangle 3-6-0 tall b 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 11. This connection is for uplift only and does not consider lateral forces. 6) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss WESCOTT V1X Maronda Homes Inc., Sanford, FL 23-9-4 1 9 v 0 0 23-9-4 1 2x4 VALLEY I I I 1 6.00 F12 2 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:56:02 2012 Page 1 IDvZxUcgwYxGUpDbOCgvHs8JyIJMR-_TcEQa3GvhT kKg78O60m8Dk FL07KhLhC6szzRW E 4-0-0 3x4 = B1 2x4 1 2-0-0 J Scale =1:7 Plate Offsets X,Y : 2:0-2-0 Ede 3-11-8 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.02 VertLL n/a TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) n/a - n/a 999 999 MT20 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD Structur4l wood sheathing directly applied or 4-0-0 oc BOT CHORD 2x4 SP 1500E 1.6E I purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=80/3-11-0 (min. 0-1-8), 3=80/3-11-0 (min. 0-1-8) accordance with Stabilizer Installation guide. Max Horz 1= 11(LC 6) Max Upliftl= 22(LC 10), 3=-22(LC 11) Max Grav1=91(LC 2), 3=91(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2— 105/67, 2-3=-105/67 BOT CHORD 1-3=-41/77 i �������� NOTES (7) 6 1) Unbalanced roof live loads have been considered for this design. .�°a�0 °°.9MWO4SC R+q, 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-01for members and forces & MWFRS for reactions shown; a o Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. ° No. 50068 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0'wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 22 ;rl�� lb uplift at joint 3. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. `���' psf �L• LOADCASE(S) Standard I WESCOTT IV2X (VALLEY 1 1 JJ Maronda Homes Inc., Sanford, FL 7.340 s Feb 24 2012 MiTek li 22-9-4 4-0-0 ID:80STxxgXppTyGN0gCEB_gdylJM; 4-0-0 46 = 2 6.00 12 0 v 0 0 ST1 4 2x4 G 2x4 11 22-9-4 0-9-8 8-0-0 0-0-8 7-11-8 LOADING (psf) TCLL SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCDL 16.0 7.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.12 BC 6.08 Vert(LL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 6.02 Vert(TL) Horz(TL) n/a - 0.00 3 n/a n/a 999 n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E OTHERS 2x4 SP 150OF 1.6E REACTIONS (lb/size) 1=96/7-11-0 (min. 0-1-8), 3=96/7-11-0 Max Horz 1— 28(LC 6) Max Upliftl=-43(LC 10), 3= 48(LC 11), 4= 20(LC 1t Max Grav 1=111(LC 2), 3=111(LC 2), 4=225(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/3812-3=-52/37 BOT CHORD 1-4— 3/21, 3-4=-3/21 WEBS 2-4= 176/109 Inc. Thu Apr 12 09:56.04 2012 Page OJkizdgWGp9UsZJ3x30CbEy0R?hDxszR W Scale = 1:1. 2x4 3 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0-1-8), 4=201/7-11-0 (min. 0-1-8) I NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�O�B� 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 t �P, P 0 �®"eO 1-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb upV1 .: joi uplift at joint 3 and 20 lb uplift at joint 4. ° 7) This truss is also designed in accordance with the 2006 International Residential Code sections .1 a� R802.10.2 and referenced standard ANSI/TPI 1. a LOAD CASE(S) Standard k 2 s ` b ; C) o e NN AL WESCOTT IV3X (GABLE Maronda Homes Inc., Sanford, FL 21-9-3 6-0-0 6-0-0 0 b 0 3x4 21-9-3 6.00 F12 7.340 s Feb 24 2012 Mil ID:sgXgTY18TfbxwlMKIF W L1 46 II 2x4 11 12-0-0 11-11-E LOADING (psf) SPACING 2-0 0 CS' DEFL in (loc) I/dell Ud TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber Increase 1.25 BC I0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC201 O/TP12007 I (Matrix) LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E OTHERS 2x4 SP 150OF 1.6E REACTIONS (lb/size) 1=130/11-11-0 (min. 0-1-8), 3=130/11-11-0 Max Horz 1=-44(LC 6) Max Uplift)= 48(LC 10), 3=-55(LC 11), 4=-73(LC 10) Max Grav1=155(LC 24), 3=155(LC 25), 4=412(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-89/61, 2-3=-89/59 BOT CHORD 1-4=-3/38, 3-4— 3/38 WEBS 2 4 Apr Scale - 1:1 v .0 0 3x4 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% BRACING TOP CHORD Structural :vood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [accordance recommends that Stabilizers and required racing be installed during truss erection, in with Stabilizer Installation guide. (min. 0-1-8), 4=363/11-11-0 (min. 0-1-8) =-310/186 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live jload nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 t b 1-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearingiplate capable of withstanding 48 Ib uplift 55 Its uplift at joint 3 and 73 lb uplift at joint 4. 7) This truss is also designed in accordance with the 2006 International Residential Code sect' 50vi' and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard F No. OR �• ytE`'(� °°° °° TV ��� V.�i7'i 1 ) FWESCOTT b Truss Truss T V4SX GABLE aronda Homes Inc., Sanford, FL 0-9-d i 7-R-19 1 I 1 IJoo Reference (optional) s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 UVTzwbi7xOxfmg KyEKOU-LQP7TH7 Pj E6Gg5Z5xxi BTCx. i A-i n_n -6-12 I 7-3-4 06 = 3 6.00 ri2 2x4 11 2 42x4 II 2012 Pape 1 Scale -1 11PI I 5 6 B1 LJ 3x4 i� 6 20 II 7 2x4 II 6 2x4 II 3x4 20-9-4 0-9-8 I 14-10-0 0-0-8 I 14-9-8 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL GRIP in (loc) Well UdFWeight: FBCDL10.0 Lumber Increase 1.25 0.09 BC 0.08 Vert(LL) Vert(TL) n/a - n/a 999244/190 n/a Rep Stress Incr YES Code FRC2010/TP12007 WB 0.03 - n/a 999 Horz(TL) 0.00 5 n/a n/a (Matrix) b FT = 0% LUMBER TOP CHORD 2x4 SP 1500F 1.6E BRACING BOT CHORD 2x4 SP 1500E 1.6E I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc OTHERS 2x4 SP 1500E 1.6E CHORD purlins.BOT Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=70/14-9-8 (min. 0-1-8), 5=70/14-9-8� (min. 0-1-8), 7=221/14-9-8 (min. accordance t 8), 8-223/th 9Stabilizer (min 0-1-.8) l0-1a181)tisn223d 4-9 8 (min. Max Horz 1= 57(LC 6) Max Upliftl =-1 8(LC 11), 5= 10(LC 11), 7— 8(LC 10), 8= 122(LC 10), 6=-122(LC 11) Max Grav 1=80(LC 2), 5=80(LC 2), 7=250(LC 2),18=263(LC 24), 6=263(LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2— 62/44, 2-3=-85/9313-4= 85/93, 4-5=-45/24 BOT CHORD 1-8=-11/43, 7-8= 11/43, 6-7= 11/43, 5-6=-11/43 WEBS 3-7= 184/83, 2-8=-225/181, 4-6=-225/181 i NOTES (7) j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 1, 10 I uplift at joint 5, 8 lb uplift at joint 7, 122 lb uplift at joint 8 and 122 lb uplift at joint 6. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11 nd R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard eq IF G EN, ° m 01 o OF OR �41,11 'Al AL JINN'. WESCOTT 1V5SX 19-9-4 O 0 0 19- GABLE 7.340 s Feb 24 2012 MiT,,k Ind ID:krnY90F7Jn5nCsh7yfA?DxfCK0T istnes, Inc. Thu Apr 12 09:56:10 2012 Page -I?5F6J9H09UrhYHfc3Gu5gY3kU2s?y6upxBX9VzR W 11-0-0 46 = Scale -1:26 V-V-O 10-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I!defl Ud TCLL TCDL 16.0 7.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a sz/a 999 BCLL 0.0 Lumber Increase Rep Stress Incr 1.25 YES BC 0.13 WB 0.04 Vert(TL) Horz(TL) n/a -0.00 5 n/a 999 BCDL 10.0 Code FRC201 O/TP 12007 (Matrix) n/a n/a LUMBER TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 150OF 1.6E OTHERS 2x4 SP 150OF 1.6E REACTIONS (lb/size) 1=114/10-11-8 (min. 0-1-8), 5=19/1 Max Horz 1=166(LC 10) Max Uplift5=-17(LC 11), 6=-47(LC 10), 7= 16( Max Grav 1=131(LC 2), 5=30(LC 23), 6=221(L _N C 4 PLATES . GRIP MT20 244/190 Weight: 49 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 11-8 (min. 0-1-8), 6=221/10-11-8 (min. 0-1-8), 7=319/10-11-8 (min. 0-1-8) C 10) 1), 7=358(LC 24) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-149/106, 2-3=-52/36, 3-4= 12/24, 4-5=-24/15 BOT CHORD 1-7=-1/1, 7-8=-1/1, 6-8= 1/1, 5-6=-1/1 I WEBS 3-6= 161/117, 2-7=-320/252 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;CI C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord libe load nonconcurrent with any other live loads.�, 5) ' This truss has been designed for a live load of 20.0psf onjthe bottom chord in all areas where a rectangle 3-6-0 tall NX ��°��, 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. �a1�+ t^� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17lb uplift at joint 5, 4 � uplift at joint 6 and 166•lb uplift at joint 7. 7) This truss is also designed in accordance with the 2006 International Residential Code sections R502J i.1 a R802.10.2 and referenced standard ANSI/TPI 1. 0 (mj,94 ° �?4 LOAD CASE(S) Standard '¢ OF F J 12 4' / WESCOTT I V6X I MONO TRUSS 17-5-12 I V.I,Z f WIVKLj" 1-7-8 I 1-7-8 6.00 12 -5-12 17-5-12 1-7-8 1-7-8 2012 LOADING (psf) TCLL SPACING 2-0-0 CSI I DEFL in (loc) fl 16.0 TCDL 7.0 Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 4 >999 Ud 240 BCLL 0.0 ' Lumber Increase Rep Stress Incr 1.25 YES BC 0.02 WB Vert(TL) -0.00 4 >999 180 BCDL 10.0 Code FRC2010/TP12007 0.01 (Matrix-M1 Horz(TL) -0.00 2 n/a n/a LUMBER I BRACING TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD BOT CHORD 2x4 SP 150OF 1.6E WEBS 2x4 SP 150OF 1.6E *Except* BOT CHORD W 1: 2x4 SYP No.1 D REACTIONS (lb/size) 4=43/0-3-8 (min. 0-1-8), 3=15/Mechanical, 2=28/Mechanical Max Horz4=30(LC 10) Max Uplift3=-23(LC 10), 2= 31(LC 10) 1 Max Grav4=49(LC 2), 3=30(LC 3), 2=34(LC 2) j 61 3201 Scale =1: PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2— 23/20, 1-4=-34/0 BOT CHORD 3-4=-37/23 WEBS 1-3=-34/54 NOTES (6) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph;;TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C; C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 4Z� O� �Ifi 1-0-0 wide will fit between the bottom chord and any other members. P0 4) Refer to girder(s) for truss to truss connections. �,�� � 1 5) One RT7 USconnection sf or uplift only and does not consider lateral forces.connectors dto connect truss to aring walls due to UPLIFT at jt(s) 3 an Is 0 ��, E IV a °� R 6) This truss is also designed in accordance with the 2006 International Residential Code to R :?..� 1.1 and ri ° R802.10.2 and referenced standard ANSI/TPI 1. ! floe 5008 ° � a �s. LOAD CASE(S) Standard y .,, A1,`' OF o ST�,. ���p'�o±af a�°y t�?l► A ise�,. WESCOTT IV7X I MONO TRUSS 17-5-12 3x6 11 17-5-12 i.J4u s Feb 24 2012 MiTek Industries, Inc. I D:AWOOscsMK22K70 N7PYxLP5zSBEa•em LmxhCo4N 3-4-0 3-4-0 3 4 3-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 16.0 Plates Increase 1.25 TCi 0.14 Vert(LL) n/a - n/a 999 TCDL 7.0 BCLL ' Lumber Increase 1.25 BC1 0.09 Vert(TL) n/a - n/a 999 0.0 BCDL 10.0 Rep Stress Incr YES Code FRC2010ITP12007 WB 0.00 (Matrix) i Horz(TL) -0.01 3 n/a n/a LUMBER BRACING TOP CHORD 2x4 SP 1500E 1 6E I 4 Scale = 1: PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc BOT CHORD 2x4 SP 150OF 1.6E purlins. SLIDER Left 2x4 SP 150OF 1.6E 1-11-5 i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 1=97/3-4-0 (min. 0-1-8), 3=63/3-4-OI (min. 0-1-8), 4=33/3-4-0 (min. 0-1-8)ccordance with Stabilizer Installation guide. Max Horz 1=88(LC 10) Max Upliftl— 6(LC 10), 3— 82(LC 10) Max Grav1=11O(LC 2), 3=77(LC 2), 4=67(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=61/33, 2-3=-54/47 BOT CHORD 1-4=0/0 NOTES (6) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zonefC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. j 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live inar!s. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b a 1-0-0 wide will fit between the bottom chord and any other members. ��-@�� �j,�� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1),,S P � ®�®{f lb uplift at joint 3. �.d 4 b y°ane�°°O 6) This truss is also designed in accordance with the 20061nternational Residential Code sections R502. , o_o`"r R802.10.2 and referenced standard ANSIfTPI 1. "\ LOAD CASE(S) Standard A7621, 12 tv 12 ° Chi✓. �'�� o vd a Staid+ C � F 87AI'M OF R O eqy goo qq T�,y G+ �� PLOD 2D `+.� '�d °e6 ;�✓ ti RN WESCOTT 1 V8X ISPECIAL i 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:56: 18-9-15 IDP@91GJsMK22K70N7PYxLP5zSBEa-a9SXMMD2c?E?PTlpzKMIL507Jv7c 2-2- 2-2-8 3A = 1 3-15 18-9-15 1-7-8 2-2-8 1-7-8 '0-7-0 Page Scale � 1:21 LOADING (psf) TCLL 16.0 TCDL 7.0 BCLL 0.0 a BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC,' 0.03 BC 0.04 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.00 floc) I/defl Ud 5 >999 240 5 --91-19 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 150OF 1.6E BOT CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc WEBS 2x4 SP 150OF 1.6E I BOT CHORD purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 5=31/0-3-8 (min. 0 1-8), 4=80/0-3-8 (min. 0-1-8) accordance with Stabilizer Installation uide. Max Uplift5=-11(LC 6), 4= 28(LC 6) Max Grav5=36(LC 2), 4=91(LC 2) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-53/45, 1-2=0/0, 2-3=-53/45 I BOT CHORD 4-5= 0/O, 3-4=-0/0 WEBS 1-3=0/0 NOTES (7) 1) Wind: ASCE 7-10; 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone,;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify adequacy of top chord live load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .@gi��11 +7� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b,0� 1-0-0 wide will fit between the bottom chord and any other members. N, �.. �* �> 6 Z 6,. One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This^�,• connection is for uplift only and does not consider laterali forces. `+ \G F /'+a " 'oo f, 7) This truss is also designed in accordance with the 2006 International Residential Code sections R5 and �P R802.10.2 and referenced standard ANSI/TPI 1. CASES S No. LOAD .13 () Standard p`� O. 2 W ESCOTT j V9X I SPECIAL es Inc., Sanford, FL � Icic, S rZ v u�nal 7.340 s Feb 24 2012 MiTek Industries, Inc. Thu Apr 12 09:56:17 19-9-15 ID:AVff_Eyy 22K7ON7PYxLP5zSBEa-2LOvaiEgNlMsldKOX1uXtJLl3rrv87F 2-2-8 2-2-8 3x4 _ 2x4 11 1 19 scale: 1" 1 1-/-8 ' 0-7-0 LOADING (psf) SPACING 2-0-0 CSII TCLL 16.0 Plates Increase 1.25 TC 0.03 DEFL in floc) I/deft Ud PLATES GRIP Vert(LL) 0.00 TCDL I 0.04 7.0 Lumber Increase 1.25 BC 5 >999 240 MT20 244/190 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Horz(TL) 0.00 4 n/a n/a Weight: 14 lb FT = 0% LUMBER I TOP CHORD 2x4 SP 150F 1.6E BRACING � BOT CHORD 2x4 SP 1500E 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc W WEBS 2x4 SP 1500E 1.6E purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek rocommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS (lb/size) 5=31/0-3-8 (min. 0-1-8), 4=80/0-3-81 (min. 0-1-8) accordance with Stabilizer Installation guide. Max Uplift5= 11(LC 6), 4=-28(LC 6) Max Grav5=36(LC 2), 4=91(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-53/45, 1-2=0/0, 2-3=-53/45 BOT CHORD 4-5=-0/01 3 4=-0/0 WEBS 1-3=0/0 NOTES (7) I Wind: AS) 7-10; 160mph (3-second gust) Vasd=124mpli; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for �r Lumber DOL=1 60 plate ri DOL-1 60 reactions shown; °A��',�� 2) Provide adequate drainage to prevent water ponding. i ; ` ',.3`�A0 Z'���. 3) WARNING: Top chord live load is below minimum required by FRC. The building design profession A `;%I' the overall structure to verify adequacy of top chord live load. w 4) This truss has been designed for a 10.0 psf bottom chord 'live load nonconcurrent with any other live loads. Ri 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 0 talliytiY rSj �'• e r members. 1 0 wide will fit between the bottom chord and any othe 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 7) This truss is also designed in accordance with the 2006 In, Residential Code sections R502.11.1 and _ 1-4 R802.10.2 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard r,, • f 113��.�� A 6x8 = 2x4 11 3x4 = 30 = 2x4 = 3x5 = 3x4 = 3x4 = 3x4 = 2x4 11 34 1 2 3 4 5 6 7 8 9 1 50 49 48 47 46 45 44 43 4241 6xB = 3x5 = 3x4 = 2x4 II 3x6 FP= 05 = 3x6 = 2x4 II 2x4 SP= 3x6 = 46 = __ 2x4 II 4I 3x6 FP= 2x4 II 3x4 = FP= 4x6 = 5x10 = 4x6 = 4x6 = 6x8 = � 3x4 = 3x4 = 3x4 = 3x4 = 3x5 = 2xq = D11 12 14 15 16 17 18 19 20 21 Z2 23 24 25 1 52 1. 40 39 38 37 36 35 34 33 32 31 30 4x8 = 4x6 = 4x6 = 4x6 = 29 28 27 26 2x4 II 34 = 3x4 = 3x4 = 6x8 = 5x6 = 5x6 = 3x6 = 2x4 11 4x8 3x6 FP= 2x4 SP= 0•0-0 1184 100 1 2 21-10-12 D-0-0 33-3-8 0-6-2 10-4.8 32-3.4 3 - 43-M 0-ND 0-&2 1 10.4-8 0-6.2 10-6.0 Plate Offsets (X,Y): [1:Edge,0.1-8], [6:0-1-8,Edge], [7:0-1-8,EdgeJ, [9:0-1-12,Edge], [17:0.1-12,Edge], [19:0.1-B,Edge],[20:0-1-8,Edge]?[24:0-2-4,Edge],1-8,Edge], [26-Edge 0], [32:0-1I8,Edge], [37:0-2-8,Edge], [39:0-2-8,Edge]: [44:0-1-8,0-0-0], [45:0-1-8,Edge], [48:0-2-4,Edge], [50:Edge,0-1-8], LOADING(psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 EHc)rz(TL) in (loc) I/deftPLATES GRIP TCDL 10.0 Lumber Increase 1.00 TC 0.88-0.35 30-31 >744 BCLL 0.0 BC 0.90-0.49 30-31 >5352407MT20 244/190 BCDL 5.0 Rep Stress Incr NO WB 0.430.06 26 Code FRC2010/TPI2007 (Matrix) n/a LUMBER Weight: 231 lb FT = 0%F, O%E TOP CHORD 2x4 SP 150OF 1.6E(flat) *Except- BRACING T2: 2x4 SYP No.1 D(flat) j TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SYP No.1 D(flat) *Except* I end verticals. B2: 2x4 SP 150OF 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP 150OF 1.6E(flat) REACTIONS (lb/size) 50=3129/0-6-12 (min. 0-1-8), 26=3225/0-6-1I2 (min. 0.1-8), 38=2984/0-3-8 (min. 0.1-8) Max Grav50=3233(LC 3). 26=3330(LC 4). 38=2984(LC 1) FORCES (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 50-51=3230/0, 1-51= 3226/0, 26-52=-3326/0, 25.52=3322/0, 1-2=1133/0, 2-3=2643/0, 3-4=3543/0, 4-5=3947/0, 5-6=3947/0, 6-7=3784/167, 7:8-- 9/524, 8 9=3299/524, 9 10=2139/1104, 10.11=2139/1104, 11-12=-455/1847, 12-13=0/3592,13-14=0/3592, 14-15=-453/1843,15-16=2138/1101, 16-17=2138/1101, 17-18=3299/521. 18-1 9=3299/521, 19-20=3785/165, 20-21=3948/0, 21-22=3948/0, 22-23-3546/0, 23-24=2646/0, 24-25=-1138/0 BOT CHORD 48-49=012035. 47-48=0/3222, 46.47=0/3845, 45-46 1167/3784, 44-45=167/3784, 43 44=-167/3784, 42-43=794/2822, 41-42=-794/2822, 40-41=1447/1423, 39-40=2488/0, 38-39=5100/0, 37-38=5100/0, 36-37=-2486/0, 35-36=1444/1421, 34-35=791/2821, 33-34=791/2821, 32-33=165/3785, 31-32=165/3785, 30.31=165/3785, 29-30=0/3647. 28-29=0/3225, 27-28=0/2039 WEBS 6-45=331/0, 7-44=0/350, 13-38=2933/0, 19-32=0/350, 20-01=331/0, 1-49=0/1328, 2-49=1266/0, 2-48=0/856, 3-48=818/0, 3-47=59/460, 4-47=432/87, 6.46=-18/775, 13-39=0/2008, 12-39=-1908/0, 12-40=0/1553, 11-40=1515/0,11-41=0/1146, 9-41=1096/0, 115 35=0/1147, 17-35118097/0, 17-33=0/792 19 33190818/0 2 27/ 0/51328,0.3�15j 51 . 24-28=0/856, 23-28=-817/0, 23-29=58/460, 22-29=-431/86, 20-30=18f775 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) Load case(s) 3, 4, 8, 9 has/have been modified. Building designer,must review loads to verify that they are correct for the intended use of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and ifastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.'' 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2232 lb down at 0-2-4, and 2329 lb down at 43-7-4 on top chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) This truss is also designed in accordance with the 2006 Intemaffonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 APR 20,2 truss I ype FLOOR 79 LOAD CASE(S) Standard 1) Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 26-50=10, 1-25=100 Concentrated Loads (lb) Vert 1=2232(F) 25=2329(F) 3)1sl unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-50=-10, 1-13=-100, 13-25=20 Concentrated Loads (lb) Vert: 1=2232(F) 25==635(F) 4) 2nd unbalanced Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-50=-10, 1-13=-20. 13-25=-100 Concentrated Loads (lb) Vert: 1=609(F) 25=2329(F) 8) 2nd chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-50=10, 1-6=20, 6-25=100 Concentrated Loads (lb) Vert: 1=-609(F) 25=2329(F) 9) 3rd chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-50=10, 1-20=100, 20-25=-20 Concentrated Loads (lb) Vert: 1=2232(1`) 25=-635(F) ���`ed��66BU1llBddl/��`9 S PO �y peeeowane� P f� No. o TE OF f1/11ddld d d & § 1 a06e�d�® APR 12 2012 30= 3164M34-1 2'8 42 = 0-0-0 5x6 =39 38 3.6'M- - 5x6 = 0.0-0 33-3.8 6x8 = 1.29 = .7 6 9d= 0-0.0 LOADING(psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI ( TC DEFL in (loc) I/deFl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.00 I0.99 BC 0.97 Vert(LL) -0.34 Vert(TL) -0.50 31-32 >769 480 31-32 >523 240 MT20 244/190 BCLL 0.0 BCDL 5.0 Rep Stress Incr NO Code FRC2010/rP12007 WB 0.77 (Matrix) Horz(TL) 0.04 26 n/a nla Weight: 238 lb FT = 0%F, 0%E LUMBER TOP CHORD 2x4 SYP at) *Except* I BRACING T3: 2x4 SYPYP NoNo.1(flat), T2: 2x4 SYP No.3(flat) TOP CHORD Structural word sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.3(flat) `Except' end verticals. B4: 2x4 SYP No.2(flat), B3: 2x4 SYP No.1 D(flat) BOT CHORD Rigid ceiling directly applied or 2-11-15 oc bracing. WEBS 2x4 SYP No.3(flat) 1 I REACTIONS All bearings 4-6-12 except (jt=length) 26=0-6-12, 39=0-3-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 51=144(LC 10), 50=466(LC 6) Max Grav All reactions 250 lb or less atjoint(s) except 51 2112(LC 5), 26=3331(LC 5), 39=2724(LC 4), 50=597(LC 5), 49=1989(LC 3) I FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except!when shown. TOP CHORD 51-52=2113/149, 1-52=2110/149, 26-53=3327/0, 25-53=3323/0,1-2=0/401, 2-3=-428/2191, 3-4=-373/772, 4-5=373/772, 5-6=759/0, 6-7=1633/140, 7-8=1941/367, 8-9=1549/1106, 9-10=-403/1863, 10-11=-403/1863, 11;12=0/3327,12-13=0/3327, 13-14=0/2742, 14-15=510/896, 15-16=2178/290, 16-17=2178/290, 17-18=3315/0, 18-19=3315/0,19-20=3791/0, 20-21=3954/0, 21-22=3954/0, 22-23=3550/0, 23-24=-2649/0, 24-25=1139/0 1 BOT CHORD 49-50=1046/337, 48-49=2191/428, 47-48=0/434, 46-47=0/1320, 45-46=0/1320, . 44-45=-367/1941, 43-44=711/2034, 42-43=711/2034, 41-42=145711122, 40-41=2325/0, 39-40=-4208/0, 38-39=4186/0, 37-38=156210, 36-37=4156210, 35-36=566/1476, 34-35=43/2849, 33-34=0/3791, 32-33=0/3791, 31-32=0/3791, 30-31=0/3852, 29-30=0/3228, 28-29=0/3228, 27-28=0/2041 WEBS 13-39=-2667/0,19-33=9/305, 20-32=285/29,1-50=677/0, 2-50=-494/1080, 249=1439/134, 3-49=1151/0, 348=65/1673, 5-48=1258/79, 5-47=162/840, 6A7=798/200, 6-45=273/437, 7-45=420/309, 8 44=119/431, 20-31=171/642, 22-30=437/0, 23-30=0/465, 23-28=-823/0, 24-28=0/862, 24-27=-1271/0, 25-27=0/1334, 8-42=943/0, 9-42=0/881, 9-41=1285/0, 11-41=0/1327J 11-40=1675/0, 13-40=0/1437, 19-34=986/0, 17-34=0/723,17-35=1026/0,15-35=0/1073, 15.36=1439/0,14,36=0/1479, 14-38=1843/0,13-38=0/1929 NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 51 and 466 lb uplift at joint 50. 3) Load case(s) 3, 4, 5, 6, 11 has/have been modified. Building designer,must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Continued on page 2 " No. 50* 6 o fir, 6 M6tp. 6 On. 10 F 4 . c SS ADO .���e� aP�C?O•��" �'� ~ ��� Fa (FLOOR NOTES (8) 6) Hanger(s) or other connection device(s) shall be provided sufficient t 14-4-14 on top chord. The design/selection of such connection devi( 7) In the LOAD CASE(S) section, loads applied to the face of the truss 8) This truss is also designed in accordance with the 2006 International LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-51=-10, 1-25=-100 Concentrated Loads (lb) Vert: 1=-2232(F)25=2329(F)8=-240(F) 3)1st unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-51=-10, 1-13=100, 13-25=20 Concentrated Loads (lb) Vert: 1=2232(F) 25=-635(F) 8=-240(F) 4) 2nd unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-51=10, 1-3=20, 3-25=100 Concentrated Loads (lb) Vert: 1=-609(F) 25=2329(F) 8=240(F) 5) 3rd unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-51=10, 1-3=-100, 3-13=20, 13-25=100 Concentrated Loads (lb) Vert: 1=-2232(F)25=-2329(F)8=-65(F) 6) 4th unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 26-51=10, 1-3=-20, 3-13=-100, 13-25=20 Concentrated Loads (lb) Vert: 1=609(F) 25=-635(F) 8=240(F) I 11) 1st chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) I -20=100, 2 Vert: 26-51=10, 10.25=20 Concentrated Loads (lb) Vert: 1=2232(F) 25=635(F) 8=240(F) i."vu s Mar 28 2012 MiT ID:Mu?OdgsXuuURIGxiX40Bz6ylaV1-XoF1 Wort concentrated load(s) 2232lb down at 0-2-4. and 2329 lb down at 43-7-4, and 240 lb down at ) is the responsibility of others. noted as front (F) or back (B). sidential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1. APR 12 2012 I 5x8 = 4x8 = 3x4 = 3x4 1.5x4 = 3x6 = 3x4 II 3x4 = 3x4 = 3x4 =16 FP 1 2 3 4 E R 7 a �- I 50 49 48 5x6 = 3x4 = 1.5x4 II o•D-0 47 46 45 44 43 42 41 40 3x8 = 44 = 1.5A II 3x6 FP= 3x4 = 1.5x4 11 3x4 = 3x4 = 11-6.4 16 FP= 1.5x4 II 3x4 = 3x4 = 4x8 = 5x10 = 4x8 = 48 = 3x4 = 3x4 = 1.5x4 II 3x4 = 48 = 11 )1 13 14 15 16 17 18 19 20 41 22 23 38 37 36 4x8 II 4x8 = 5x6 = D-0-D 35 34 33 32 31 30 29 48 = 4x8 = 1.5x4 11 3x6 = 34 = 1.5x4 II 3x6 FP= 1.5x4 SP= 33-3-6 - 0-0-121 f52.0-1-8,0-0-81 --�- • -•_I r, . ---. --W� J, tc,:u-i-n,tageb Izb:Edge,0-1 ACING tes Increase 2-0-0 1.00 CSI DEFL in Ud =0. mber Increase 1.00 TC 10.98 BC 1 0.90 Vert(LL) Vert(TL) -0.34 29-30 9-30 29-30 761defl >761 80 480 p Stress Incr NO WB j 0.77 Horz(TL) -0.51 0.04 25 >515 n/a 240 de FRC2010/TP12007 (Matrix) n/a LUMBER TOP CHORD 2x4 SYP No.2(Flat) 1 BRACING Ule = 1:74.7 6x8 = 1.5x4 = 24 fist„ r:( 28 27 26 25 3x4 = 48 = 6x6 = 48 = 0-0-0 PLATES GRIP MT20 244/190 Weight: 232 lb FT = 0%F, 0%E BOT CHORD 2x4 SYP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except B3: 2x4 SYP No.1 D(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I REACTIONS All bearings 4-6-12 except Ot=length) 25=0-&12, 37=011 8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 47 except 50 i 170(LC 10), 49=206(LC 10), 48=191(LC 6) Max Grav All reactions 250 lb or less at joint(s) except 50=2141(LC 5), 25=3335(LC 5), 47=1680(LC 7). 37=2599(LC 4). 49=407(LC 5). 48=256(LC 9) 1 I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 50-51=-2138/175, 1-51=2136/175, 25-52=3331/0, 24-52=3327/0,1-2=20/366, 2-3=267/1631, 3-4=268/1630, 4-5=243/271, 5-6=900/0, 6-7=1434/158, 7-8=1568/478, B-9=1318/1035, 9-1 0=1 31811035. 10-11 =-489/1748, 11-12=0/2789,12-13=0/2587, 13-14=519/792, 14-15=2199/201,15-16=2199/201, 16-17=3351/0,17-18=3351/0, 18-19=-3828/0,19-20=3983/0, 20-21=3983/0, 21-22 3571/0, 22-23=2662/0, 23-24=1143/0 1 BOT CHORD 48-49=-707/151, 47-48=707/151; 46-47=1004/269, 45-46=0/514, 44-45=158/1434, 43 44=158/1434, 42-43=-158/1434, 41-42=743/1597; 40-41=743/1597, 39-40=1361/1022, 38-39=2162/0, 37-38=-4026/0, 36-37=4032/0, 35 36=1439/0, 34-35=467/1487, 33-34=0/2878, 32-33=012878, 31-32=0/3828, 30-31=0/3828, 29-30=0/3828, 28-29=0/3878, 27-28--0/3245, 26-27=0/2050 1 WEBS 12-37=2551/0, 18-31=5/299, 19-30=279/25, 1-49=-632/18, 2-49=280/621, 2-47=1185/205. 645=727/304, 5-45=178/633, 546=981/63, 4 46= 38/1020, 4-47=1108/1, 7-42=572/183, 8-42=-40/475, 8.40=-538/0, 10.40=0/670, 10-39=101810, 11-39=0/1060, 11-38=1433/0, 12-38=0/1589,18.32==967/0, 16-32=0/711, 16-34=1013/0, 14-34=0/1060, 14-35=1429/0, 13-35=0/1467, 13-36=i1821/0 12-36=0/1922, 19-29=160/623, 21-28=438/0, 22-28=0/466, 22-27=8 24-26=0/1334 24/0, 23 27=0/862, 23 26=1272/0, NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 47 except at --lb) 50=170, 49=206,48=191. 1 3) Load case(s) 3, 4, 6, 13 has/have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1 5) CAUTION, Do not erect truss backwards. I 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2232 lb down at 0-2-4, and 2329 lb down at 43-74 on top chord. The design/selection of such connection devioe(s) is the responsibility of others. Continued on page 2 APR 12 2012 ALL_ELEV NOTES (8) 7) In the LOAD CASES) section, loads applied to the face of the truss 8) This truss Is also designed in accordance with the 2006 International LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pin Vert: 25-50=-10,1-24=-100 Concentrated Loads (lb) Vert: 1=2232(F) 24=2329(F) 3) list unbalanced Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 25-50=10, 1-12=-100, 12-24=-20 Concentrated Loads (lb) Vert: 1=-2232(F) 24=635(F) 4) 2nd unbalanced Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 25-50=10, 1-3=20, 3-24=-100 Concentrated Loads (lb) Vert: 1=609(F) 24=-2329(F) 6) 4th unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 25-50=-10, 1-3=-20, 3-12=100, 12-24=20 Concentrated Loads (lb) Vert: 1=-609(F) 24=-635(F) 13) 3rd chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 25-50=-10, 1-19=100, 19-24=-20 Concentrated Loads (lb) Vert 1=2232(F) 24=-635(F) r.J4u s Mar 28 A ID:nTgXFhvPBps?9kgHCCZubkylaV e noted as front (F) or back (B). iesidential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. I APR 12 M2 S PO 91QBfB�s®% O o raw a V. w^* AL ,Ff 1HErE�a}���� E �FL �FL70OR _ELEV Maronda Homes Inc., Sanford, , 1-2-6 1 1-q: p gam, 1 1 Job I 7.340 s ):jsoHg Nwgj O6j 01 pgKdcN i1-3-2�� Y -a Scale = 1:49.. 3x4 11 3x4 = 4x8 = 1 2 3 4x8 = 3x4 11 4 I 3x6 = 3x4 = 4x8 = 4 = I 3x6 FP= 3x4 = 3x4 = 1.5x4 II 3x4 = 6 7 8 9 10 11 12 13 14 6 _ 3x4 = 3x6 = 1. - 1.Sx4 = 15 16 135 �J 1 34 a 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 = 48 = 48 = 48 = 4x8 = 34 FP= 3x4 = 3x4 = 1.5x4 11 3x6 20 19 18 = I 3x4 = 3x4 = 4x8 = 6x8 = 4x8 - 1.5x4 11 I 0 i I i '0'Q- 0 7-4-4 I 17•R-�4 ." 18 9-2 0-0•0 -_-- - -- .• •��a��--�,L---,CUYUJ, t,u:u-1-o,tagej. p1:u-1-8,Edgej, [12:0-1-8,Edge], [17:0-1-8,Edge), [18.Edge,0-1-8], [20:0-1-8,Edge], [25:0-1-8,Edge], [26:0-14 Edge][34.0-1-8 0-0-81 LOADING(psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 CSI TC 0.99 DEFL in (loc) Vdefl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(LL) -0.31 22-23 >850 480 MT20 244/190 Vert(TL) -0.48 22-23 >548 240 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FRC201 OITP12007 WB 0.66 (Matrix) Horz(TL) 0.04 18 n/a n/a Weight: 156 lb FT = 0%F, 0%E LUMBER TOP CHORD 2x4 SYP No.'Except' BRACING 500E Ti: 2x4 SP 150OF 1.6E(flat) I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SYP No.2(flat) *Except* 132: 2x4 SYP No. 1D(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SYP No.3(flat) REACTIONS (lb/size) 18=3300/0-6-12 (min. 0-1-8), 30=2460/0-3-8 (min. 0-1-8), 33=246/Mechanical Max UpIR33=517(LC 4) Max Grav18=3300(LC 1), 30=2460(LC 1), 33=207(LCI6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exl pt when shown. TOP CHORD 18-34=3296/0, 17-34=3291/0, 2-3=120/1179, 3-40/2487, 4-5=0/3820, 5-6--0/3821, 6-7=0/1118, 7.8=-1021/0, 8-9=2475/0, 9-10=2475/0, 10-11=3054/0, 11-12=3558t% 12-13=3766/0, 13-14=3766/0, 14-15=3412/0, 15-16=256210,1635=1105/0, 17-35=1105/0 BOT CHORD 32-33=-584/175, 31-32=1805/35, 3031=3186/0, 29-30=2299/0, 28-29=291/231, 27-28=0/1884, 26-27=0/1884, 25-26=0/3054, 24-25=0/3558, 23-24=0/3558, 22-23=0/3558, 21-22=013689, 20-21=0/3116, 19-20=0/1979 1 WEBS 11-24=15/289,12-23=260138, 2-33=236/790, 2-32=828/0, 3-32=0/871, 3-31=1150/0, 4-31=0/1173, 4-30=1256/0, 6-30=2032/0, 6-29=0%1643, 7-29=1612/0, 7-28-0/1248, 8 28=1213/0, 8-26=0/832, 10-26=795/0, 10-25=0/,477, 11-25=892/0, 12-22=217/550, 14 21=398/0, 15-21=0/424, 15-20=784/0, 16-20=0/823,16-19=1227/0, 17-19=0/1289 NOTES (9) 1) Unbalanced floor live loads have been considered for this design., 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 33=517. 4) Load case(s) 3, 7 haslhave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. i 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2329 lb down at 29-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. LOAD CASE(S) Standard Continued on page 2 r \c, E N ,s"y�t`eoor0000woe"edf�� .•,�p� o B�\ Y \ o No. 50068 o was oSTIAXEOF ° °�. 4/ A � °eoovooc• * � �Iz�d� 0NAL APR 12 2012 LUAU QASE(5) 5tandard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=10, 1-17=100 Concentrated Loads (lb) Vert 17=2329(F) i 3) 1st unbalanced Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=-10, 1-5=100, 5-17=20 Concentrated Loads (lb) Vert: 17=-635(F) 7) 1st chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=10, 1-12=-100, 12-17=20 Concentrated Loads (lb) Vert: 17=-635(F) No. 50068 ^ ^^tM1M1 e 0 0 RA APIR 12 2012 0.1$ ---------,•--••,••_�-•••...�y.,�u�.ru�uuucs ltrculZVJITb5W6ZFfll H 1 1-2-4 i 1, -3-o 3-10, 1P:- I P: 1F -2=-� 1i �� I -MsCaIE 1 -0 - = 1:4c 1.5x4 = 3x4 = 3x4 = 48 = 48 = 1 2 3 4 35, 34 FP= 3x4 3x4 = 1.5x4 II 3x4 = 3x4 = ILA II 3x4 = 1.5x4 II 3x4 = 33 32 31 30 29 28 I 27 3x4 11 3x4 = 3x6 = 4x8 = 4x8 = 3x4 = 3x6 FP= 0-0-8 0-0-0 5x6 = 4x8 = 1.5x4 11 3x5 = 26 25 24 23 22 21 20 19 8 3x6 = 1.5x4 II 34 = 34 = 4x8 = 8x10 = 1.5x4 II 34 FP= 56 = 3x8 WB= 15-6.4 0-0-0 LOADING(psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.57 DEFL in Vert(LL) (loc) Udefl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 1.00 -0.47 Vert(TL) -0.71 24 >561 480 24 >368 MT20 244/190 BCLL 0.0 BCDL 5.0 Rep Stress Incr NO Code FRC2010/rP12007 WB 0.35 (Matrix) Horz(TL) -0.11 240 31 n/a n/a i Weight: 144 lb FT = 0%F, 0%E LUMBER TOP CHORD 2x4 SP 150OF 1.6E(flat) BRACING BOT CHORD 2x4 SYP No.1 D(flat) i TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except WEBS 2x4 SP 150OF 1.6E(flat) 'Except' BL1,W9: 2x4 SYP No.1 D(flat), W7: 2x4 SYP No.3(flat� BOT CHORD end verticals. Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: 32-33.31-32,30-31. REACTIONS (lb/size) 18=3462/0-6-12 (min. 0-1-8), 31=1683/0-318 (min. 0-1-8) Max Gravl8=3466(LC 4), 31=1683(LC 1) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less ezoept when shown. TOP CHORD 18-34=3474/0, 17-34=3431/0, 2-3=0/688, 3-4=1d78/314, 4-5=3016/0, 5-6=-4365/0, 6-7=-4365/0, 7-8=5195/0, 8-9=5195/0, 9-10=5397/0, 10-11=5281/0, 11-12=5281/0, 12-13=-4570/0, 13-14=-4570/0, 14-15=3280/0, 15!16=1434/0, 16-36=1434/0, 17-36=1434/0 BOT CHORD 30-31=688/0, 29-30=012183, 28-29=0/2183, 27-28=0/3821, 26-27=0/4882, 25-26=0/5397, 24-25=0/5397, 23-24=0/5397, 22-23=0/4991, 21-22=0/4039, 20-21=014039, 19-20=0/2495, 18-19=01358 WEBS 2-31=586/0, 3-30=011677, 4-30=1579/0, 4-28=0/1199, 5-28=1161/0, 5-27=0/798, 7-27=759/0, 7-26=0/513, 9-26=700/210,10-23=557/361, 12-23=0/432,12-22= 605/0, 14-22=0/758, 14-20=1074/0, 15-20=0/1111, 15-19=1460/0, 17-19=0/1557, 3.31=1298/0 NOTES (7) I� 1) Unbalanced floor live loads have been considered for this design: 2) Load case(s) 3, 7 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss, 1 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 1 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2329 lb down at 25-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) This truss is also designed in accordance with the 2006 International Residential Code sect'� standard ANSI/TPI 1. ..,,V [ffl�p�yjMJjgp,, nd R802.10.2 and referenced LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=10, 1-17=-100 Concentrated Loads (lb) Vert: 17=2329(F) Continued on page 2 omp`^pB°A°N° No. 508 87ATE OF 0 ° 0 ek 5 O•,°°°6°°69 .4'p M1611H11100 34 LOAD CASE(S) Standard 3) 1st unbalanced Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=10, 1-3=100, 3-17=20 Concentrated Loads (lb) Vert: 17=635(F) 7)1st chase Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-33=10, 1-3=20, 3-10=100, 10-17=20 Concentrated Loads (lb) Vert: 17=635(F) APR 12 2012 5 OR : r ' 1 �i 0-10-0 1 3x6 = 2 3x41 33x4 = Scale = 1:14.1 3x6 = a I 6 3x4 = 7 3x4 = 6 3x4 = i oxw 3x4 11 0.0-0 0-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 40.0 TCDL 10.0 Plates Increase Lumber Increase 1.00 1.00 TC 0.32 Vert(LL) -0.01 7 >999 480 BCLL 0.0 Rep Stress Incr NO BC WB 0.17 '0.18 Vert(TL) Horz(TL) -0.02 0.00 7-8 5 >999 240 BCDL 5.0 Code FRC2010/TPI2007 (Matrix) n/a n/a LUMBER BRACING TOP CHORD 2x4 SYP No 2(flat) PLATES GRIP MT20 244/190 Weight: 43 lb FT = 0%F, 0%E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS (lb/size) 9=403/Mechanical, 5=403/0-3-8 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=398/0, 4-5=401/0, 1-2=-333/0, 2-3=597/0 BOT CHORD 7-8=0/615, 6-7=0/553 WEBS 1-8=0/443, 2-8=-392/0, 3-6=423/0, 4-6=0/400 NOTES (3) 1) Refer to girders) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. 3) This truss is also designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard XNA. E N��' o ax ra° tato. 5 isk. 58 oe , � o r, STATE OF o � 4 AP 12 20012