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Home My WebLink AboutTrussMaronda S;'stems Maronda Systems 4005 Maronda Way Sanford FL 32771 - (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI.32766 Design Criteria: TPI Design: Matrix Analysis TEE -LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL ST.JOHN 3WT004 4 MEL-3WT STJA3 RIGHT UNIT A Fax (407) 321-3913 FL PE # 50068, This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 140 M.P.H. Wind Zone. V 7-27-05 FA 4-25-07 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 11-2-06 FA-GRD 4-25-07 FGRD1X 5-21-07 FB 4-25-07 FGRD2X 4-25-07 FC 4-20-07 G1X 4-25-07 FD 4-20-07 Total 43.0 psf G3X 4-25-07 FG 4-25-07 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" GRD1X 4-25-07 M1X 4-25-07 M2X 4-25-07 M2AX 4-25-07 M213X 4-25-07 M2CX 4-25-07 MG1X 4-25-07 MG2AX 5-1-07 S1X 4-25-07 TI-GX 4-25-07 T3X 4-25-07 T4X 4-25-07 V10X 4-25-07 V11X 4-25-07 V7X 4-25-07 V8X 4-25-07 V9X 4-25-07 M3X 10/19/07 M3GX ' 10/19/07 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf Total 55.0 psf DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. SDacina: 24.0" INV # DESC ONTY DATE: OCOT 2 5 2007 18331 THD26 18336 THD28-2 1 1.8329 THD48 5 18361- . SKH26L 18363 JUS26 42 18370 THJ26 ROOF SEAT PLATES 28 FLOOR SEAT PLATES 8 e a M ST. JOHN ELEVATION.. "A" - FL GARAGE: RIGHT m „cr�r 0 a m rNuvm ma cs 1V�2►ron" Horner 94073 321-OX4 4005 MNWDA WAY SunORD. FLORIDA HARDWARE LEGEND M HUS26 ❑2 HUS28 03 JUS26 ® MP6F 0 MPA1 & MPAT © SKH26 L/R a SKHH26 L/R ® SUS26 09 SUS28 10 THD26 11 THD28 02 THD28-2 13 THDH28-3 14 THD48 Q5 THJ26-- 16 LTW12 HARDWARE MANUFACTURED BY LISP z HARDWARe MANUFACTURED BY SIMPSON : x HARDWARE MANUFACTURED OCT 2 5 • 007 BY CLEVELAND DESIGNER: CP DRAWN BY: K WARD SCALE: //B' - F-0' CHECKER: MIKE DATE: 1011512007 LOADING—FPC2004ITP12002 00 X LNE 16.00 SNOW LOAD OAO rC DEAD 7.00 LUMBER DOL 125 UM 2000 BC WE 10.00 PLATE DOL 125 9C DEAD 10.00 WIND 140 100rA°=' TOTAL 43.00 SPACING Z-a miropvia�ca� r LA JOB NUMBER: STJAF DRAWN BY 8p DATE: 4-24-07 CUSTOMER: PITCH: LOo� S!S LS JOB NAME: ST. JOHN'S A FLOOR BEARING: 8" 8 3.5' LOAD: 55# -YTEPS TO SETTING TRUSSES .AS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 7 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 — trusses with short member temporary lateral restraint (SEe below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottorn chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all busses are set. 1) Instate Los arriostres de Berra. 2) Instate el primero truss y ate seguramente at ariostre de tierra. 3) Instate Los pr6ximos cuatro trusses con re-stricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cnierda superior (vea abajo). 5) Instate arriosbe diagonal pans IDS pianos de IDS miembros secundarios Para e<--table Los primeros cinco trusses (vea abajo). 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos Los trusses esten instalados. Refer to RCSI-B2 Summary Sheet - Truss Installation & Temoorary Restraint/Bracinn for more ® information. Vea el resumen BCSI-B - In tale ion cle Trusses v Arriostre T mooral pans mayor information. 2ESTRAINT/BRACING FOR ALL PLANES OF TRUSSES =L RESTRICCION/ARRIOSTRE EN TODOS PLANOS.DE TRUSSES. This restraint & bracing method is for all busses except 3x2 and 4x2 parallel chord trusses. Este metodo de restriccian y arrio<-tre es paro !ado trusses excepto busses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 19 D.C. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45, to 60, 6' o.c. max. 45 a 60 pies 1 6 pies maximo 60' to 80" 4' D.C. Max. 60 a 80 pies' 4 pies maximo -Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero Para trusses de mas de 60 pies. QSee RCSI-R7 for TCTLR I Vea el BCSI-B2 Para las t Refer to BCSI-B3 Sum- Restraint/Bracing of Chords & Web Members for Gable End Frame restmint/bradngi reinforcement Information. Para infornaci6n sobre restricd6n/a rriostre/refuerzo Para armaz6n de hastial vea el resumen BCSI-B3 - Re- sLricci6n/Arriosbe Permanente de Cuerdas v Miembms Secundarios. Ground bracing not shown for clarity. Repita IDS arrisotres diagonales Para cada grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS iagonal LATERAL RESTRAINT Bracing &DIAGONAL -BRACING Web Members r ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL -_ �"4k' Bottom Chords SON MUY s [M PORTANTES! -•a .' : = Diagonal Braces every 10 r ^ spaces (20' max.) 10'-15, max. Same spacing as L bottom chord Lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses.,,,_mU_6�' - Bottom chords tea. ' Diagonal Braces every 10 buss spaces (20' max.) f.k 10'-15' Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 QRefer to BCSI-B7 Diagonal Bracing Summary Sheet 10 or 15'• Repeat Diagonal Bracing _ Temporary & Per- eve ry15 truss spaces (30' ) maven[ Restraint/ Bracing for Parallel Chard Trusse for; I j , i � _ _� - `•- �• more information. j•j'- l — / ,.. Vea el resumen fI i G: - Restric- Apply Diagona, Brace to BC51-67 ci6n v Arr os[re vertical webs at end of cantilever and at bearing All Lateral Restraints Temporal y locations. lapped at least two trusses. Permanente de Josses de Cuerdas *Top chord Temporary Lateral Restraint spacing shall be Paralelas pans mas 10 o.c. max. for 3x2 chords and 15' o.c. for 42 chords. informadon. INSTALLING - Tl'STAI ACIO ! M Tolerances for Out -of -Plane. Lr.l Tolerancias pans Fuera-de-Piano. Max. Bow Length —► Max. B Length —► Max. Bow i r--- Length O r t ' m (' Plumb o. Tolerances for n `/bob 1r Out -of -Plumb. Tolerancias Para D/50 max Fuera-de-Plamada. Max. Bow Truss Length D/50 D (ft) 3/4' 12.5' 1/4' 1' 7/8' 14.6' 112' 2' 1 16.7' 3/4' 3' 1' 4' 1-1/4' 20.8' 1-1/4' S' —1_3/8t- 22.9' 1.12- 6' 1-12' 25.0' 1-3/4' 29.2' 2" 2:8' 2' n3.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Do not proceed with construction until all lateral restraint and �� bracing is securely and properly in place_ No proceda con la construcci6n hasty que Codas pas restric- dones laterales y Los arriostres esten colocados en forma apropiada y Segura. ®Do not exceed maximum stack heights. Refer to BCSI-B4 mmary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el resumen BCSI-134 Carga de Conshucd6n pars mayor informadon. mm&L4 ®Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. ®Never stack materials near a peak Nunca amontone material term del pica. Place loads over as many trusses as possible. Coloque las cargas sabre tantos trusses como sea posible. �( Position loads over toad bearing walls. l� J CplDque las mrgas sobre las paredes soportantes. Truss iaciN not ALTERATIONS — ALTERACIONES shown fur clarity. © Refer to BCSI-B5 Summary Sheet - Truss Damage lobsite Modifications & Installation Errors. Vea el resumen BCSI-B5 Dafigs de trusses. Modifimdones en la Cora v Emotes de Instalaton. ®Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro eshuctural de IDS a trusses, a mends que este especificamente pernitido en el dibujo -• del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's C� prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobremrgado durante la constuccon o han lido alterados sin una autodmci6n previa del Fabricante de Trusses; pueden redudr o eliminar la garantia del Fabrimnte de Teases. NOTE- The Tess Manufacturer and Tram Drslgner WY on the presunpd- drat the Conbvar and vane operator (If app➢ able) are pmksslmals wltu the capability m undertake the wswk Ibey have agreed to do on any given proem If the Conbaaw believes it needs assistarice In some aspeor of the construction project, it should seek ;,ssIa,rw from a toinpetml party. The metods and procedures outlined In big doarment are Intended to ensure that the oven➢ mnstruCbn tedmrques empbyed will put the busses Into plan' SAFELY. These r®mmadatlors fa handt ng, butao4g, resbalnbng and brad.9 trusses are teased upon the m➢edlve experfe ce of leading personnel Involved wlih truss dmigrk manufadum and ImtaliatoN but must, due b the mIure of responslb➢bi In',otved, be presented o* as a GLADE for use by a gwfifted Building Designer or eontreda. It Is not Intended tat these mmmmend dons be Interpe@d as superior to the Building Destgr design spedho)bn for handling, trozili g, restraining and bracing trusses and It does not pedude the use of other iapAmSent methods for res ratningrbmtI g and providing stab➢Ry for the walls. mlums, floors, roofs and al the brardabed stnnIIn-A building oxnponents as determined by the Cmbwt- Inns, wTCA and TPI exaessty d&Wm any responslbnM1y for damages arising horn the use, applimtlon, or reliance on the remmn endatiors and Wormaton—unined herein. AEIR__ TRUSS PLATE INSTITUTE 6300 Enterprise Lane - Madison, wl 53719 218 N. Lee St, Ste. 312 • Alexandina, VA 22314 6OB1274-4849 • maw.sbdndustrycom _ 7031683-1010 • www.tpInstorg 131WARHIU17 2006110 GENERAL NOTES Trusses are not marked In any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to HCST Guide to Grand Practice for Handling. Installina. Restraining & Bradna of Metal Plate Connected Wood TrLccPc for more detailed Information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the B S1-B3 Summary Sheet - Permanent RestraintlBracina of Chords & Web Members for more information. All other permanent bracing design Is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan maicados 'de .ning6n modo que identifique la frectiencia o locafizaci6n de restriod6n lateral y ariostre diagonal temporales. Use las rectimendadones de manejo, tnstaladbn, resbicdbn y aniostre temporal de IDS trusses Vea el falieto BCSI Guia de Buena Pracdca Data el Maneto Instalad6n Restriccl6n v Arriastre de roes Tmsce_ de Madera Conectados can Placas de Metal Para informadbn mes detallada. Los dibujos de d'iseno de los trusses pueden espedficar las local'®dunes de restriod6n lateral permanente o ref ierzo en IDS miembms Indtviduales del truss. Vea la hoja resumen !?m-Ba - Restricdbn/Ariostre Permanente de Cuerdas v Miembros Secundados Para mas infonnad6n. B resto de los disenos de aniostres permanents son la responsabilidad del Disenador del Edificio. The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse'of the structure, or worse, serious personal injury or death. El resultado de un manejo, levantamiento, instalad6n, restricd6n y arrisotre inmrrecto puede ser la cada de la estructura o a6n peor, heridos o muertos. ABanding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. -Empaques y placas de metal'tienen bordes - - afilados. Use guantes y lentes protectores cuando carte IDS empaques. HANDLING - MANE]O X Avoid lateral bending. - Evite la Rexi6n lateral. AThe contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. El contradsta tiene la responsabilidad de recibir, descargar y almacenar adecuada- mente IDS trusses en la obra. ...^ . • •' � Wit'-t ,S � :fit'"��''•�=:%. •' �r . If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For lasses stored for more than one week. cover bundles to prevent moisture gain but allow for ventilation. Refer to SSI Guide to C.oad Prartice for dli Hanng installing P straining & Bra ins_ gL d I Plate Connected Wood Trusses for more detailed information pertaining to handling and jobsite storage of trusses. Si los trusses estaran gtrardados horizon- talmente, ponga bloqueando de altura suficiente detras de la Pita de los trusses. Para trusses gtrardados por mas de una semana, cubra IDS paquetes para prevenir aumento de huntedad paro permita venti- laci6n. Vea el folleto SSLfub dg Buena Practica_ mar-�(a_ge!D. t s I i m.E>:s.I1iCgD—YA= r1QSifS�4lq�i[t+1'S�sSl��aier_d��°f.ta_Q2: Cop Ekr_as dPubetal para inforn,aci6n mas detallada sabre el manejo y almacenado de los trusses en area de trabajo. QUse special care in Utilice cuidado windy weather or special en dias near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos. Spreader bar for truss W, '" O O ® Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. Do not store No almacene unbraced bundles verticalmente los upright trusses sueltos. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUEfES DE TRUSSES. QWanting! Don't overload the crane. iAdvertencia! !No sobrecarga la gr6a! 0 Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use s6lo los empaques Para levantar un paquete. t . No levante un grouo de empaques individuales. QA single lift point may be used for bundles with trusses up to 45. Two lift points may be used for bundles with busses up to 60'. Warning! Do not over load supporting Use at least 3 lift points for bundles with structure with truss bundle. trusses greater than 60. iAdvertenda! No sobrecargue la estructur Puede usar un solo lugar de levantar para apoyada can el paquete de trusses. paquetes de lasses hasta 45 pies. Puede usar dos puntos de levantar Para L J Place truss bundles in stable position. paquetes mas de 60 pies. Prise paquetes de trusses en Una posicl6r: Use por to menos trs puntos de levantar pars estable. paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY'HAND INSTALATION POR LA MANO DE TRUSSES INDMDUALES Trusses 20' Trusses 30' or or less, sup- r less, support at ! i port at peak. quarter points. Levante Levante de del pica los IDS cuartos [Hisses de de bdmo IDS 20 pies otrusses de 30 Trusses u to 30 -*-Trusses up [0 rani -I.I E P -i► menos. Trusses hasty 20 pies pies o menos. Trusses hasty 30 pies MISTING OF SINGLE TRUSSES - LEVANTAMIENTO DE TRUSSES INDMDUAL QHold each truss in position with the erection equipment until top chard temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posid6n con equipo de gr6a hasta que la re-stricci6n lateral temporal de I; cuerda superior este instalado y el truss esta asegurado en los soports. A Warning! Using a single pick -point at the peak can damage the lass. iAdvertencia! El use de un solo lugar para levantar en el pica puede hater dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 50' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Approx t2 truss length Tegline TRUSSES UP TO 30' _ oreaderTRUSSES HASTA 30 PIES TOedn . Attach Locate Spreader bar "Y o.D. Spreader bar 12 m alive or sdrtbaek Illax. 2ra trust length � mid-heighl Tagri TRUSSES UP TO 60' TRUSSES HASTA 6o PIES T— r Spreaderbar2131D 3/4 buss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL QRefer to SCSI-H Summary Sheet - Truss Inctallat!on & Temporary Restraint/Bracing for Top Chord Temporar more information. Lateral Restraint (TCTLR) Vea el resumen BCSI Bra - Restdcd6n,2x4 min. Arriostre Temporal v Insralaci6n de los Tnssec Para mas informati6n. L=,J line with all rows of top chord temporary rat- (y oral restraint (see table in the next column). =g0° ®Do not store on No almacene en Coloque los arriostres de tierra para el primer uneven ground. tierra desigual. truss directaniente en lines con cada Una de Brace first truss las filas de restricc!6n lateral temporal de la 4— securely before ;.,�. cuerda superior (vea la table en la pr6xima erection of addition columna). trusses. Do not walk on unbraced trusses. A< No camine en trusses sueltos. Job: MARONDA SYSTEMS Customers WOIVALLEY SET TI-.V.- Gty:l IGN INFORMATION TOP CHORDS; 2XV SP #2—'1ic4TRARSD RACING N �E-- HHHII ilgn Is ildinged BOT CHORDS: 2X4 5P #2 OF WEB WITH 12d NAILS AT 8' O.C.OR A SCAB OF �H Inormaionproidual n based on Information pra3ided by Ne Client The by the r disclaims any responsibility to, d... gas so. WEBS: 2X4 SP #3 THE SAME DIMENSION AND GRADE AS WEB' NAILED ' I I -SUPPORTING TRUSSES f really ar interrecl tnrormnron, spo.111 dons lesignsrumishcd to the truss dmignar by the clieos TIC MUST BE CONTINUOUSLY BRACED YO FACE (6) OF WEB WITH 10d NAILS STAGGERED VALLEY TR SSES (TYP.) TYP. ( Y ) II 11 II ni-Ilan at ll eteto it nr.0 rojwaft accepts isle loaspc.ific pmJecl and aeeepu no BY ROOF SHEATHING UNLESS NOTED 81 ox, SCAB OR TRANSVERSE BRACKING TO EXTEND VALLEY AREA ',ion,handling,shi metandI , FOR 90% OF WEB LENGTH. 8X6 BRACE REQUIRED ' stalregardto Ilan,handling, shipment andInstallationit wss.. OTHERWISE, dbMMoN VALLEY: barn designed a- an Individual building ass he. I. and aenl fat ac[ardance with AN of the building 7 to be Incorporated os part of the building design VALLEY MEMBERS TO BE SET ON ANY WEB EXCEEDING 14'. -" 0en01es UNE edge or one face [ gilding Designer (regtnercd uchilecl or PERPENDICULAR TO TRUSSES BELOW, "" danoles BOTH edges or Bolh feces, IIIRI tonal engineer). When reviewed tar approval by Iding designer, the design loadings shown must be d to be sure that the dote shown are in agreement IT IS NOT REQUIRED TO SHEATH TRUSSES 1 ' LONG ' I) ONE BRACE REQUIRED ON WEBS > as 84.0 e local building codes, heal climatic records for ioa.arepa<iel BELOW VALLEY SET, VALLEY MEMBERS 2 TWO BRACES REQ'D ON WEBS > =126,0' LONG. " ( ) nwroads,projw pec,rr" Iloads,Unless shown, Oushas not been designed PROVIDE ALL NECESSARY TOP CHORD I age ar occupancy loads. The design assumes VALLEY TRUSSE'S ARE ACCEPTABLE -TO BE msion chords (top or bottom) ors continuously bysha.Nino uplass nth—lse speciem. where BRACING, •CANTILEVERED UP TO TWO FEET. MONO VALLEY chortls in tension ore not fully briced laterally bye WHEN VALLEY MEMBERS ARE NAILED DIRECTLY ly applied rigid eeiling, they should be braced at - mm,p.cing orio,-o,*.,.Connedar plan: shall be acturtdfiom20gaugehotdippedgalvanizedsteel TO TRUSS TOP CHORDS USE (2) 16D NAILS P.ER � VAUEYIRUgaiiii P.I •: — -.— .auPllafiriea Tnusaer f ASTMA653, Grade 40..alees.Nerwite sb.wn. INTERSECTION, OR TWO FEET ON CENTER. --= 3RICATION NOTES WHEN BELOW TRUSSES ARE SHEATHED FIRST • a fobricalion, the fabricator shall review this USE (2) 10d NAILS OR (1) 16d NAIL PER I SUPPORTING TRUSS ig to verify Not this droving is In conformance with iricator's plans and to realise. continuing INTERSECTION, OR TWO FEET ON CENTER. ( \ VALLEY TRUSSES (TYP.) sibllity for such verification. Any discrepancies are " rul In writing before culling or rbbricadim. Plates at be installed aver hmlbule;{rams or ellswied IF LESS ' THEN 3.0.0 THEN MOVE COMMON OR GIRDER Member shall be cut for light filling —d to iv g.cancelorplatushollbelocatedanboN(o=of DIAGONAL WEB TO NEXT PANEL, • •• •' '.. — -� ' ns ssilh .Its rally Imbedded and than be sym about nl unless mh-A. -hmsm. A 5%4 plat. is 5' wide x :• . • • • :: i; ' g. A 6x8 plole is 61 Mde x 81long. Slob (holes) (•) WHEN DIOAONAL WEB PRESENT USE 4Xa'PLATE nt1.1 to the plate length specified. Double cuts on icmbera shall meet at the car troid of the webs unless d.c shown. Connector plate sizes ore minimum VARI E 9 (Pi WHEN NO DIAGONAL WEB PRESENT USE 2X/ PLATE - COMMON TRUSSES forces UP TO 7112 (TYP.) ,.,lid oa the shown and may need to be scd for certain handling andlor creation slressee. 0 2X4 2X4 +. VALLEY TRAPPING T � O TRIJ§S BELOW ' russ Isno[ tobe rbbricotcd pith firs retardant treated OR.6X6 OR • VALLEY MEMBERS AT r unlenolhenvi—bawn. For.ddiliand iation on Quality Control refer to ANSIrtP1 DIAGONAL WEBS REQUIRED WITH �4x8 3x8x6 4x6 a +4XB 24' O, C. (TYP) Q' 4' O, 0,. .. SPANS GREATER THEN 28.0.0 OR ECAUTIONARY NOTES Sze 2x4 acing and erection recommendations us to be red in .... rdanec nith'Handling, lostalling and 2X4 is', FOB-91. Trusses are to be handled with ular an during bonding and bundling, delivery and 2X4 Ielion to avoid damage. Temporary and peman lcnl 0.0.4 . tg for holding mosses In . straight and plural, on and for resisting lateral threat; shall be designed ,walled by othem C.aeful handling Is essemi.l and on bracing is always required. Normal precautionary 3x6 2x4• 2x4 2x4 2X4 4Xi0 I ror trusses rrqulres such temporary bracing during °" 3X6 l.lion lim—cn trusses to avoid toppling and going. The supervision orcreclion of trusses shall be 3X6 a 40 OR the central orpenoru experienced in the # 2x4 0R 2x4 2114 Sze 2x4 _�VARIEB 2x4 3x6 2X4 ; 2x4 axe p" 2x4 a4x6 Linn of truces. Proressmnsl .dvrte shall be sought r dcd. Concentration of consinxtion loads greeter than MAX, 6.0.0 O.C. ITYP) MAX, 0-0•0. O,C.(T•YP) sign loads shall nil be applied to trusses .1 any do,.. cads other than the weight ofthe crtclos aboll be MAX, TRUSS SPACING :d to mosses until alter all restoring and breeing Is';BELOW a 48 ' O.C. Ic,cd. SPANS UP TO 60.0.0 EPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 READ ALL NpTES ON THIS SHEET. A COPY OY THIS DRAWING To BE GIVEN TO Systems) ER7➢CTING CONTRACTOR. BRACING WARNINGI {,'g seatsY91 C Bmdnghan•11 isconsidrew%,n1lsup�!M�aronda Li J7 �e'Ll i 1J the huilAing desiail and which must he considered 6y No building designer. Orating shon•n Ili for lateral wppor of truss members only to (educe buckling length. Previsions Must be made to anchor lateral braelug .1 ends and specified Ioc.lions d.lorminad by tho building dadgmr. Addlllonul bmcing of the overall structure may be required. (see 1,1I8-91 or TPI).For spnitic trust bracing requirements, contact building de6lgner.(Tru.s rime Institute, Tri Is located al 383 4005 MARON DA WAY D'Onorrio Drive, Madison, Wisconsin 53719). Sanford, FL. 32771 (407) 321_0054 Fat[ (407) 321-3913 TOMAS POMCE P.E. LICENSE #0050068 t ID05 VANNESSA DR. OVIEDO FL 32766 Designi Matrix Analysis ProfilelPathi C:\TEE-LOX\Work\Jobe\MARONDA SYSTEMS\VT.prx Cont.'SuDport Studs A 6-0-0 O.0 Eng Job: WO: VALLEY SET Dwg: TI: V' Dsgnr:TLY Chkr 7/27/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf P1t DP•: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 Dsf v4.7.21-4355 Job: TI: GN INFORMATION EP is for an Individual Wilding component and busd on Information provided by the ctjbal. The disclaims any responsibility for damages as ■ faulty or bmTrect information, spocifibatlow arts fhmisbd to the was desigoa by'Ihb client nrmcnam or accuracy of this Inlbrmsdou Is 11 its to a Weaifie pmjmt and emepts w bility or a =Les an control with regrtd to on, handling, shipment and imullation of mosses. w has been designed Is an Individual building - al In aeeordsnm with ANSUI'PI 1.1995 end to be incorporated as part ofthe boilding design ilding Design. Wb—niuveed for approval by ding dodper, the design la Wings motor tense tie to be sure that the data shaven am in sgaohwl r local building codes, focal elimado records ror maw lads, pnject specifications or especial bads Unless shown, coo has net been designed age or —pu y loads. Thu design assemes salon chards (top or bottom) am continuously by ahwthing unless otherwise spcaised Where ebords In tension are not fully brand laterality by a y applied rigid selling, they should be braced at a srn spacing of Id-0- o.c. Connector plates diall be ct red Cron 20 gauge but dipped pt—Ized steel g ASTM A 653, CrtWn 40, antess otherwise mbvn. i 'iON-NOTES-. -- n'fmrcation, the fabricator man review this g to verify that this draw', g is in wnformancevrim dcoun's plans and to rwlim a cootirming ability for such Wdficatioo. Any discrepancies am at In writing before cutting or fabrication, plains at be Installed ova hutinles, knots or distort Membon ddl be M far tight fitting wood to woo g, Connector plates shall be looted on both faccrol so with nits fully Imbedded and'ehan be rim abdol at under alb—i.e sb— A Sao plate la S' wide a A 6n8 plate Is 6' wido s 8- long. 31o13 (bathes) mile] to the plate length specified. Double cam do iembem chat! meet at the muraid of the wehs onic a ow do mer meet plate sizes am minimum iased on the forea mown that may need to be sed for mrmin handling and/or aenUoa sumacs. we Is not to be fabricated with fire retardant deksbd r unless otherwise shown. For additional nation on Qhality, Control refer to AXZgTl s &CAUTIONARY NOTES acing and esatiwaecommeodadmu are to be rod to arear4®ee with accepted Industry rations. Tmsses am to bb handled wills particular Irving boding and bandling, dellveryand laton to avoid damage. Tempniary and permanent ig for holding susses to a straight knd plumb no and for resisting lateral farces shall be designed ataHed by omera Careful bundling Is bss%utial and nu biasing la'olasrye regdred Ndrmd'pmenotlomary I far tmssce Implies such tmrpamly bracing timing Iuiao between trusses *to avoid toppling and wing. Toe w*vWoo of eredca of bosses mall be r the control ofpmwo enspaiwud In the lallon of trassrs Prolichional -advice mall be sought deed. Can®trallon dtsmsbuctlon lok& gsoterthan edgn loads shall 69 be applied in trliies at ury time pads oma tom me woighl of thb naeilon shag ba ad to btn6es bobl MCI an fastening Eta bracing is dad n 3/a• � BLOCK sn2 (1) 2x TO THE FRONT OF HIP TRUSS 7/16a OSB ROOF HIP TRUSS BLOCKING REQUIREMENTS APA-FORM NO. Ti'-083 SPAN RATING AND BLOCKING RBCOMMBNDAI'IONS FOR USE OVER HIP -ROOFS SUPPORT AT 24' O.0 NQTra P"wAnA RHqum7XLUb®HR 13LOCKM HBTWOM TRUSS AT UN SUPPO M PANHI, HIMN IN HIP ROOF AREAS I �I 2X BLOCKING TYP it•11 3/4" NAILBD W/ IOD 12" 0,C, ' I ' �VA�`TSLYYa C_L. .. .: Yaaaasanwnrnaarpau y �__ SRYClI2S0 •' �'... SirPQ1a. t 1—m—1 e s l O/is�r`�i M/�,�Tw HIbuISnil mown i' titles 1a sg mewnatngaa3eii:aawbimrdhq .:=1ng meal wIY'tg,, etbac jag le Iseadons detetmm r the bdtldinl I 4005 MARONDA WAY alYrCho6i13 rvc Mamwa Wiewos Sanford, FL 32771 Component Hngloedrm8 by. 760 f (407) 3=-0064 FaX (907) 321-3413 TOMAS PONCE P.E. LICENSE Rf.005G0E8 ' 347 MednNon FL Chuluots, FL 327H j n....r ...•. sr.. t-�r. ww.1.•wsw Dvnl:Clo 'berth• f'•\ 6/12 OR ABOVE (2) 2X ONE FROM & ONE BACK OF HIP TRUSS NOTE( NO BLOCKING IS REQUIRED ON 4112 AND BELOW PITCHED ROOFS Qtiy.1 + I !try /?, 11 16 BLOCIc M �PRE •BNGD TRUSSES ' !$ U.-d.0a.: WWII il¢'1'10&UFMbL 11 co"'AY 1'SZ8 zil"lf3N0 " An fii— V0 Ti iTIP iiitt7Efic7a DES': : & w in4 burin& Portal braclug or similar bracing whibh Is a coat 6f Ilia ban4an8 desigmR• ?�, ,�8 6� is fiir le'tdral support oftuas .: _. .... /.. - mhat heprude to mAar lateral 0ncing st cad's and tpkoified 1dua16'rpghig ofmni bvahll 6hgmlrire toay 66 FtgonrEri ��uua.ww"�� AD3A1 iamb TC Live 16.0 p s f •Lbr 1S0: 1.25 jet betfdtnq 4adaa•••t'n4aea elan wt la'IaeNW .a nos TC pead 7.0 pbZ bit DP. 1.25 P.A., 818 Soandside Rd, F.denlaq NC 2793z BC Live 10.0 p s f O.C. ; 2 - 0 - 0 TPI-02/FBC-04 BC Dead 10.0 Iisf ' Code: FLA .fn1•n.1 \ f'(1MN.'I ni•v STJA3X ESIGN INFORMATION s design is for an Individual building component and been based on information provided by the client. The igner disclaims any responsibility for damages as a ,it of faulty or immni information, specifications Vor designs furnished to the truss designer by the client I the mrrecmcs or accuracy of this information as it f mlate to a specific project and accepts no sensibility, or exercises no control with regard to ricalion, handling, shipment and installation of trusses. Is truss has been designed as an individual building nponem in accordance with ANS11rPI 1.1995 and Si to be incorporated as par of the building design a Building Designer. When aviewed for approval by building designer, the design loadings shown must he cked to be sva that the data shown am in agreement h the local building codes, local climatic records for id or snow loads, project specifications or special died loads. Unless shown, truss has not been designed storage or occupancy loads. The design assumes npresdon chords (top or bottom) am continuously ced by sheathing unless otherwise specified. Where tom chords in tension am not fully braced laterally by a perly applied rigid ailing, they should be bread at a ximum spacing of 10i o.c. Connector plates shall be nufacmred from 20 gauge Trot dipped galvanited steel :ling ASTM A 653, Grade 40, unless otherwise shown. kBRICATION NOTES or to fabrication, the fabricator shall review this wing to verify that this drawing is in conformance with fabricator's plans and to malin a continuing mrsibility for such verification. Any discrepancies am e put in writing before cutting or fabrication. Plates 11 not be installed over knotholes, knots or distorted in. Members shag be col for tight fitting wood to wood ring Connector plates shall be located on both faces of truss with nails fully imbedded and shall be sym. about joint unless otherwise shown. A SA plate is 5' wide x long. A 6x8 plate is 6' wide x V long Slots (holes) parallel to the plate length specifrod. Double cuts on s members shall mat at the centmid of the webs unless erwise shown. Connector plate sizes am minimum s based on the force shown and may need to be rased for certain handling and/or erection stresses. Is Wes is not to be fabricated with fire retardant treated nber unless otherwise shown. Far additional rrmi- Quality Control refer to ANSVPPI 995 RECAUTIONARY NOTES bracing and erection mournmendalions am to be owed in accordance with accepted industry ilications. Trusses am to be handled with particular e during banding and bundling, delivery and lallalion to avoid damage Temporary and permanent sing for holding lases in a straight and plumb Sidon and for resisting lateral fore shall be designed I installed by others. Cani handling is essential and ction bracing is always required. Normal precautionary ion for cases requires such temporary bracing during lallalion between trusses to avid toppling and ninoing. The supervision detection of buses shall be ler the control of persons evperieno d in the lallalion of tresses. Professional advice shall be sought eeded. Concentration ofconctmetion loads greater than design lads shall not be applied to trusses at any Brae i loads other than the weight of the tractors shall be died to trusses until after all fastening and bracing is apleted Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:FGRDIX Qty:3 TC: 2x 8 SP #2 Unbalanced load case(s) have been checked. Joint Locations BC: 2x 8 LSL LSL 1.7E Bottom chord live loads based on 1) 0- 0- 0 7) 35- 9-12 13) 12- 0-0 WE: 2x 4 SP #2 uninhabitable areas without storage 2) 3- 7-12 8) 35- 9-12 14) 7- 4- 4 MULTIPLE LOADCASES -- This design is the loaded concurrently per IRC-00 R301.4. 3) 7- 4- 4 9) 32- 3-12 15) 3- 7-12 composite result of multiple loadcases. [1 or 0: Plate(s) OFFSET from joint center. 4) 16- 9-12 10) 28- 7- 4 16) 0- 0- 0 All COMPRESSION Chords are assumed to be The Joint Detail Report must be included 5) 28- 7- 4 11) 23-11- 8 continuously braced unless noted otherwise. with any submittal, inspection, and/or 6) 32- 3-12 12) 16- 9-12 L. and R. End verticals designed for wind fabrication documentation. ------------ TOTAL DESIGN LOADS ------------ This 3-PLY truss designed to carry This truss is designed to bear on multiple Uniform PLF From PLF To 9111" span framed to BC one face supports. Interior bearing locations should TC Vert Li -345 0- 0- 0 -345 35- 9-12 16' 0" span framed to TC opposite face be marked on truss. Shim or wedge if BC Vert L+D -212 1 0- 0 -212 3- 9-12 WndLod'per ASCE 7-02, CSC, V= 140mph, necessary to achieve full bearing. BC Vert L+D -752 3- 9-12 -752 7- 2- 4 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 3-PLY TRUSS) fasten w/3"x 0.12011 nails in BC Vert Li -182 7- 2- 4 -182 35- 9-12 Bld Type= encl L= 36.0 ft W= 35.8 ft Truss staggered pattern per nailing schedule: Concentrated LBS Location in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC- 3 per ft. BC- 6 per ft. WEBS- 2 per ft. BC Vert L+D -73 3- 9-12 Impact Resistant Covering and/or Glazing Req Repeat nailing as'each ply is 'applied. BC Vert L+D -66 7- 2- 4 Supported span based on int. wind zone. Distribute loads equally to each ply. In -Plant Quality Assurance with Cq = 1.00 This truss has not been designed for ROOF This truss is designed in accordance with In -Plant Quality Assurance, per PONDING. Building designer must provide the 2004 Florida Building Code section sec. 3.2.4 of TPI-1-02, for joint(s): adequate drainage to prevent ponding. (0.25 2306.1 and referenced standards, U.N.O. 12,15 in./ft. min. slope to drain). Truss must be ----MAX. REACTIONS PER BEARING LOCATION----- markedto prevent UPSIDE DOWN erection. X-Loc BSet. Vert Horiz Uplift Y Type --------GLOBAL MAX DEFLECTIONS--------- 1 1-12 1 4713 0 0 B Pin LL TL 16- 9-12 1 13590 0 -703 B H Roll in./Ratio in./Ratio Jnt(s). 35- 6- 3 1 3880 0 -264 B H Roll I.Span-0.17/999-0.50/999 5-4(L) PROVIDE UPLIFT CONNECTION PER SCHEDULE Horiz. 0.03 0.06 NA 35-9-12 Long term de£ ctaon £act r = 1.50 (L)': Deflection it from local inner paned. 4 5 6 7 3 PLYS REQUIRED FR Lineal Footage = 353.9 8-8-8 6x8 3x6 10x10 1Ox10 6x8 8- 8- 8 1"I ry 4713# 3.50" 13590# 3.50" 388ON 7.13" 35-9-12 6 15 14 13 12 io 734 66# CIL: 16- 9-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.1791 3- 5- 0 U 1 7 11 P��v�&-i 3- 5- 0 3x6 arc n a:r ySte s 4005 MARONDA WAY Sanford, FL. 32771 (407)•321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 307 Medallion P1. Chuluolm; FL.72760 1OX10 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET.. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is o part of D9 r : TLY Chk : the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Live 16 . 0 psf locations determined by the building designer. Additional bracing of tie overall structure may be required (See HID-91 p ofTPD.For specific truss bracing requirements, contact building designer.frruss Plate Institute. TPI Is bard at 583 D'Onofrio Drive, Medisan. Wisconsin 53719). TC Dead 7.0 psf Component Engineering by: Truss Engineering Co., P.A., 918 Soundside Rd. Edenton, NC 27932 ' BC LiVe 10.0 psf BC Dead 10.0 psf [6x8) 3x6 WO: STJA3X TI: FGRDIX 5/21/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA Design: Matrix Analysis Profile Path: C: 140MPH\STJA3X\ST. JOHN STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the client. 'Ilia designer disclaims any responsibility for damages as a result of faulry or incorrect information, specifications and/or designs famished to the lass designer by the client and the cor emm or accuracy or this information as it may relate to a specific project and accepts no responsibility or exercises no central with regard to fabrication, handling, shipment and installation of Russel. This truss has been designed as an individual building component in accordance with ANSUTP1 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When reviewed for approval by the building designer. We design loadings shorn most be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow Inds, projrol specifications or special applied loads Unless shown, Tess has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously braced by sheathing unless othenise specified. Where bottom chords in tension am not fully braced laterally by a property npplicd rigid roiling, they should be braced at a maximum spacing or 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, Ilse fabricator shall tevimv this deeming to vodry thal this dmwing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pill in writing before culling or fabrication. Plates shall not be iulalled over knotholes, knots or distorted ',grain. Members shall be of for tight filling wood to wood boring. Connector plates shall be looted on both races of the truss with mills fully imbedded and shall be sym. about Ihejoinl unless olhen ise shown, A 5s4 plate is 5' wide s 4' long. A 6sg plate is 6' wide s r long. Slats (holes) ran parallel to the plate length specified. Double cuts on wall, members shall meet m the anlroid or the webs unless otherwise shown. Connector plate sins are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This truss is not Id be fabricated with fire retardant treated lumber unless otherwise sham. For additional information on Quality Central refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recornmendations arc to be folimved in accordance with accepted industry publications. Tresses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding Irassm in a straight and plumb position and for resisting intent forces shall be designed and installed by others. Careful handling is essential and erection bracing Is always required. Nonnal precautionary action for Ifusaea requires such temporary bracing during installation between Inissa to avoid toppling and dominoing. Thc siipcnision orereetion of lases shall be under [lie antral of persons evperienrod in live installation of trusses. Pmrcssional advice shall besought if needed. Concentmllon ofeonstmclion loads greater than the design loads shall not be applied to hi sses at any lima No loads other than file weigh) of the erectors shall be applied to Itsses until after oil fastening and bracing is completed TC: 2x 8 SP #2 BC: 2x 8 LSL LSL 1.7E WB: 2x 4 SP #2 Unbalanced load case(s) have been checked, MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. L. and R. End verticals designed for wind This 3-PLY truss designed to carry 21' 3" span framed to BC one face 16' 9" span framed to TC opposite face WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L-- 36.0 ft W= 35.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based'on int, wind zone. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Heriz Uplift Y Type 0- 1-12 1 7628 0 -325 B Pin 16- 9-12 1 13430 0 -484 B H Roll 35- 6- 3 1 8455 0 -355 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 199 0.08 A 18-17 2761 0.09 2- 3 -4311 0.18 A 17-16 2761 0.16 3- 4 -4311 0. 7 A 16-15 3050 0.19 4- 5 -3103 0, 3-1�15T4-j-1I1lbo UT;dj 5- 6 -4670 0.2V A 14-13 2 1799 0323 6- 7 -4968 0.26 A 13-12 4625 0.20 7- 8 -4968 0.17 A 12-11 3031 0.16 8- 9 199 0.07 A 11-10 3031 0.09 33*YS REQUIW 10XIO L 8- 8- 8 TI:FGRD2X Qty:3 Bottom chord live loads based on _ Joint Location uninhabitableareas without storage 1) 0- 0- 0 7) 28- 9- 4 13) 21- 7- 8 loaded concurrently per IRC-00 R301.4. 2) 3- 9-12 8) 32- 1-12 14) 16- 9-12 11 or 0: Plate(s) OFFSET from joint center. 3) 7- 2- 4 9) 35- 9-12 15) 14- 4- 0 The Joint Detail Report must be included 4) 14- 5-12 10) 35- 9-12 16) 7- 2- 4 with any submittal, inspection, and/or 5) 16- 9-12 11) 32- 1-12 17) 3- 9-12 fabrication documentation. 6) 21- 5-12 12) 28- 9- 4 18) 0- 0- 0 This truss is designed to bear on multiple ------------ TOTAL DESIGN LOADS ------------ supports. Interior bearing locations should Uniform PLF From PLF To be marked on truss. Shim or wedge if TC Vert L+D -362 0- 0- 0 -362 35- 9-12 necessary to achieve full bearing. BC Vert L+D -462 0- 0- 0 -462 35- 9-12 3-PLY TRUSS! fasten w/3"x 0.120" nails in This truss is designed in accordance with staggered pattern per nailing schedule: the 2004 Florida Building Code section TC- 3 per ft. BC- 4 per ft. WEBS- 2 per ft. 2306.1 and referenced standards, U.N.O. Repeat nailing as each ply is applied. In -Plant Quality Assurance with Cq = 1.00 Distribute loads equally to each ply. In -Plant Quality Assurance, per This truss has not been designed for ROOF sec. 3.2.4 of TPI-1-02, for joint(s): PONDING. Building designer must provide. 8,16 adequate drainage to prevent pending, (0.25 FORCES (lb) - Max Compression/Max Tension in./ft. min, slope to drain). Truss must be TOP CHORD 1-2=0/199,2-3=-4311/389, marked to prevent UPSIDE DOWN erection. 3-4=-4311/389,4-5� 3103/367,5-6=-4670/423, .WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI, Cr 6-7=-4968/412,7-8=-4968/412,8-9=0/199, 18- 1 -629 0.22 C 5-13 6252 0.38 CBOT CHORD 18-17=0/2761,17-16=0/2761, IS- 2 -6700 0.58 C 6-13 -2806 0.21 C 16-15=0/3050,15-14=0/1799,14-13=0/1799, 17- 2 1233 0.08 C 6-12 779 0.05 C 13-12=-20/4625,12-11=0/3031,11-10=0/3031, 2-16 4028 0.25 C 12- 7 -2100 0.16 C Webs 18-1=-629/64,18-2=-6700/297, 16- 3 -2134 0.16 C 12- 8 5036 0.31 C 17-2=0/1233,2-16=-173/4028,16-3=-2134/224, 16- 4 1996 0.1235-C942 11- 8 1204 0.07 C 16-4=-39/1996,15-4=-3181/2 3,15-5=-154/5198, IS- 5 51918 0.33 C 10- 9 6 -606 0.22 252, C 6-13= 72806/237,(8-12=-67/779),12-7=-2100/222, 14- 5 -10617 0.79 C 12-8=-210/5036,11-8=0/1204,8-10=-7609/330, 10-9=-606/61, --------GLOBAL MAX DEFLECTIONS --------- >nvTn f�. 43 sn_.sn T.T!__r MT., I cal Foot ce 417. - 4UAIU -�7(e ,7CD t 9 Horiz c ,0 7-y �Pf Lonj term L tion fact L/ 6x8 3x6 (6x8] 1Ox10 3x6 1Ox10 (6x121 3x6 6x8 iot Jot (a) . 99 7-6 3 NA or = 1.50 8-8-8 A A Pq 7628# 3.50" 134304 3.50" 84554735-9-12 .13" 8 17 16 15 14 13 12 11 0 C/L: 16- 9-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO y ERECTING CONTRACTOR. BRACING WARNING: drondd , ' SteM Bracing shown on this dewing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of V 111 S Ilia building design and which must be considered by the building designer. Bracing sham is for lateral support of Truss . members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loralions determined by the building designer. Additional bracing of the overall structure may be required. (See FIIB-91 af7Pl).For rycclfic truss bracing requirements, contact building designer,(frhss Plate lnsttute, TPI Is looted at 583 4005 MARONDA WAY D'Onofrio Drive, Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd, Edenton. NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE p.E. LICENSE ti0050068 3B7 Medallion PI. Chuluolla, FL 32766 Design: Matrix Analysis Profile Path: C: Over 3 Supports Scale = 0.1738 Eng Job: STJA3X Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: STJA3X TI: FGRD2X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90767 \140MPH\STJA3X\ST. JOHN A\FGRD2X.prx STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI;G1X Qtlf;2 DESiGN INFORMATION TC: 2x 4 SP 42 Analysis based on Simplified Analog Model. Joint Locations This deign is for an individual building component and has been based *rhe BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 8) 13- 7-14 15) 7- 7-14 on information provided by the client. designer disclaims any responsibility for damages as a GB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 1- 7-14 9) 16- 9- 0 16) 5- 7-14 result of fault• or incorrect informmion, specifications MULTIPLE LOADCASES -- This design is the WndLod per ASCE 7-02, C&C, V= 140mph, P 3) 3- 7-14 10) 16- 9- 0 17) 3- 7-14 and/or designs furnished to the toss designer by [be client composite result of multiple loadcases. H= 15.0 £t, I= 1.00, Exp.Cat. B, Xzt= 1.0 4) 5- 7-14 11) 13- 7-14 18) 1- 7-14 and ilia corroctness or aceumcy of this information as it This truss is designed to bear on multiple Bld Type= enel L= 16.8 ft W= 16.8 ft Truss 5) 7- 7-14 12) 11- 7-14 19) 0- 0- 0 May Fatale to a specific project and accepts no no responsibility or exercises mile supports. Interior bearing locations should in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 6) 9- 7-14 13) 11- 0-14 control regard to fabrication. handling. shipment and installation or trusses. be marked on truss . Shim or wedge if g Impact Resistant Covering and/or Glazing Req 7) 11- 7-14 14) 9- 7-14 This truss tins been designed as an individual building necessary to achieve full bearing. This truss is designed in accordance with Continuous lateral bracing attached to component in accordance with ANSIMI I-1995 and NDS-97 to be incorporated as of the building design Wind loads have been checked perpendicular the 2004 Florida Building Code section ® either edge of web(s) shown. Bracing MUST be pan by a Building Designer. Wlien rWmved for approval by to the face of the truss. 2306.1 and referenced standards, U.N.O. positioned to provide equal unbraced llte building designer. the deign loadings shoim must be In -Plant Quality Assurance with C = 1.00 q Bracin Schedule: 4 segments OR 2x4 T-brace nailed flat to edge checked to besumthatiliadatashotmaminagrccinent ----MAX• REACTIONS PER BEARING LOCATION----- Webs Brace Pt Joint to Joint of web with w/3"x 0.120" nails spaced 8" o.e Mitt the local building codes. local climatic records for rind or snmv loads, X-Loa BSet Vert Horiz Uplift Y Type 1/2 4-16 Brace must extend at least 90% of web length project spxinotiois or special applied loads. Unless shown• from has not been designed 0- 0-12 1 74 -68 -23 B Pin Bracing shown is for visual purposes only. 2x6 Brace required on any web over 14'-0". for storage or acnipancy loads. The design assumes 16- 2- 0 1 121 -232 -142 B Pin FORCES (lb) - Max Compression/Max Tension ..TC. ..FORCE. Cr compression chords (lop or bottom) are continuously 16- 8- 4 1 79 0 -2 B H Roll TOP CHORD 1-2=-50/74,2-3=-53/78,3-4=-52/147, .CSI. 1- 2 74 0.10 A .,BC. ..FORCE..CSI. 1-18 -1 0.02 braced by shothing unless othenin specified. Where PROVIDE UPLIFT CONNECTION PER SCHEDULE 4-5=-54/112,5-6=-42/25,6-7=-39/0,7-8=-80/0, 2- 3 78 0.15 A 18-17 0 0.03 bottom chords in tension are not fully broad Intently by a properly rigid braced ah a PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 8-9=-184/12, 3- 4 147 0.20 A 17-16 0 0.03 vinnumapplied i ty-il,,lliry'nnectd or Plata she maximuauned -WEB. ••FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr HOT CHORD 1-18=-1/0,18-17=0/0,17-16=0/0, 4- 5 112 0.12 A 16-15 0 0.03 from 20gouge hot dipped golvnized salall monilfndured frown 20 gauge liol dipped galvaniatd slat 18- 2 -102 0.13 C 14- 6 140 0.54 C16-15=0/0,15-14=0/0,14-13=0/0,13-12=0/0, 5- 6 -42 0.09 A 15-14 0 0.03 meeting AS TM A 653, Grodo 4n, unless othenvim sho%vn. 17- 3 -116 0.51 C 12- 7 96 0.29 C12-11=0/0,11-0=0/0,0-9=-26/253, 6- 7 -39 0.05 A 14-13 0 0.03 FABRICATION NOTES 16- 4 -76 0.42 C 11- 8 255 0.12 1s- CWebs 18-2=-102/94,17-3=-116/94, 7- 8 -80 0.13 A 13-12 0 0.02 Prior to fabrication. s 217 0.87 C 16-4=-76/0,15=5=-92/217,14-6=-93/140, B- 9 -184 0.20 A 12-11 0 0.04 ilia fnbricalorshall review [his ve droning to verify that this drawing is in --------GLOBAL MAX DEFLECTIONS--------- 12-7=-81/96,11-8=-123/255, 11- 0 0 0.04 conformance with LL TL Ilia fabricolces plans and to relim a continuing responsibility for such verification. Any discrepancies are in • /Rati.o in. /Ratio Jnt (s) . 0- 9 253 0.14 to be put in writing before cutting or fabrication. Plata I.Span 0.00/999 0.00/999 4-3 shall not be inslulled over knotholes, knots or distorted Horiz . 0.00 0.01 NA grain. Members shall be at for light filling wood to ivood baring. Connector Long term deflection factor = 1.50 Plata shall be loomed on both faces of the truss with nails fully imbedded and shall be sym. about 5-7-14 11-1-2 lhejoim unless olh=iw shorn. A 5x4 plate fs 5" wide x 4" long. A 6x8 place is 6" wide x r long. Slois (holm) 1 2 3 4 run parallel to the plate length specified. Double cuts on 5 6 7 $ 9 neb members shall mat at the mmmid of the %webs unless othem'ise shown. Connector plate six, arc minimum 10.00 _5 00 sims based on [lie force sho%m and may need to be increased for certain handling and/or erection stresses. This buss is not to be fabricoltd with rim retardant treated 4X6 lumber unless oflionim shown. For additional information on Quality Control refer to ANSVIPI 2X4 I-1993 PRECAUTIONARY NOTES 2X4 2X4 All bracing and eraton recoinmendalions are to be followed in acoordnnce with accepted industry 5-1-7 publialions. Trusses are to be handled with particular 2x4 5-1-7 are during banding and bundling, delivery and installation to avoid damage. Temporary• and permanentbracing for holding trusses In a straight and plumb for 0- 4-14 4X6 1.2x4 0-6-0 position and foisting Inteml force shall be designed 6 I and installed by others. Careful handling is essential and crcclion bracing is always required. Normal precautionary action for Irussa requires such temporary bracing duringf insialintion bel-n trusses to amid toppling and 2X4 2X4 2X4 2X4 2X4 2X4 2X4 dominaing. Tie supervision oferedionoftnssmshall be under flit control of persons e.%perienced in the 3X4 installation of trusses. Pmfessional advice shall be sought if needed. Commillrolion of consludion loads grater than Ilea design lads shall not be applied to trusses at any time. No loads oiherfhan file weight of the -fors shall be applied io trusses until after all fastening and bracing Is completed 74# .50 r' Stud /1 @ 2- 0_ 0 f®j 121 1.10"79# 1.50 r' 16-9-0 19 18 17 16 15 14 1312 11 1 C/L: 16- 2- 0iTek EXCEPT AS SHOWN PLATES ARE MMT20 Over 3 Supports Scale = 0.2325 WARNING: Eng Job: STJA3X WO: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO y� y ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: G1X aeond 3 C'i iQ�ig Bracing shown on this draping is not erection bracfng, wind bracing, portal bracing or similar bmefng %%•luich is a part of iii v J1t �1{jai Ilia building design and which must be considered by flee building designer. Burring shown is for Ialeml support of Iross Dsgnr : TLY Chk : 4 / 25 /2007 members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified batons determined by the building designer. Additional bracing of ilea overall stmdum may be required. (Sec HIB-91 TC Live 16.0 psf Lbr DF : 1.25 4005 MARONDA WOf TPI).F0T specific truss bracing mqulmmenls, contact building dafgner.(Tross Platt Inutile,TC Dead 7.0 psf 7P1 Is located at 583 Plt DF• 1.25 AY D'OnofrioDrfve,Modison,Wisconsin 53719). S. anford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.. 818 Soundside Rd- EdQ,C2- 0- 0 enton, NC 27932 $C Live 10 , 0 p3£ (407) 32.1-0064 Fax (407) 321-3913 FBC-04/TPI-02/NDS-01 TOMAS PONCE P.E. LICENSE #0050068 BC Dead 10.0 psf Code; FLA 367 Medallion PI. Chuluofs, FL 327GG TOTAL 43.0 sf v5 . 4 .18-89303 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. 70RN A\a7v ra%-se j STJA3X 'Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:G3X Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by ilia client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs famished to the truss designer by the client and ilia cormcmess or amhmey of this information as it may relate to a specific project and accepts no responsibility or cmercise.5 no control with regard to fabrication, handling, shipment and installation of tnhssca. This truss has been designed as an individual building component in accordance with ANSVMI 1.1995 and NDS•97 to be incorporated as pan of the building design by a Building Designer. Mien reviewed for approval by the building designer, the design loadings shown most be checked to be sure that ilia data shown are in agreement with the lost building codes local climatic records for wind or snow loads project specifications or special applied loads. Unless shown, tmss has not been designed for storage or occupancy lads Tic design assumes compreuion chords (lop or bottom) are continuously bmmd by shalhing urdm oihenwin specifurd. Micam bottom chords in tension are not fully braced laterally by a properly applied rigid ailing, they should be braced at a ma%imum spacing of IW-V o.c. Connector plates shall be manufactured from 20 gauge (hot dipped galvanized steel mating ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Ibis drawing to verify that this drawing is in confomwna with Elie fnbriators plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be put in writing before cutting or fabrication. Plata shall not be Installed over knotlholes, knots or distorted grain. Members shall be nut for light fitting wood to wood bearing. Connector plates shall be located on both faces of the Iran with nails fully imbedded and shall be sym. about the joint unlessotherwise shown. A 5s4 pima is 5" wide 4" long. A 6s8 plate is 6" %vide s V long. Slots (holes) ran parallel to the plate length specked. Double cuts on web members shall mcet at the centraid of the webs unless atlrcn%iu shown Connector plate sins are minimum sizes based on the eaforces shown and my need to be increased for certain handling and/or erection stresses. This toss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSVIPt 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with accepted industry publications. Trusses are to be handled with particular are during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for (holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between WsxS to avoid toppling and dominoing. The supervision of erection of tmsus sihall be under the control of persons esperienced in the installation of (ruses. Pmfessiomnl advice shall be sought if needed. Concentration of construction loads greater than the design leads shall not be applied to tosses at any time. No lads oilier than the weiglm of the orators shall be applied to trusses until afar all fastening and bracing Is completed EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda. Sys erns 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Ot0050068 367 Medallion PI. Chuluots, FL 32766 TC: 2x 4 SP #2 BC: 2x 4 SP #2 SL: 2x 4 SP #2 GB: 2x 4 SP #3 2x 4 SP #2 6-17 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat.'B, Rzt= 1.0 Bld Type= encl L= 18.7 £t W= 18.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req In -Plant Quality As with Cq = 1.00 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-168/l24,2-3=-104/75, 3-4=-55/20,4-5=-52/45,5-6=-98/112, 6-7=-98/112,7-8=-52/45,8-9=-55/20, 9-10=-104/75,10-11=-168/124, HOT CHORD 1-21=-2/4,21-20=0/0,20-0=0/57, 0-19=0/36,19-18=0/0,18-17=0/0,17-16=0/0, 16-15=0/0,15-0=0/36,0-14=0/57,14-13=0/0, 13-11=-4/0, Webs 21-2=-104/100,20-3=-113/103, 19-4=-112/102,18-5=-108/97,17-6=-71/24, 16-7=-108/97,15-8=-112/102,14-9=-113/103, 13-10=-104/100,1-0=-5/1,0-11=-5/1, 0- 9-13 8Lo -, I I I � I I ' I_""• Sv 0- 9-13 3x10 2x4 2x4 6x8 2x4 I�JI 3x10 3x10 3x10 3x4 3x4 2x4 3x4 113# 1.50" Stud Q 2- 0- 0 113# 1.50" 18-8-0 1-p 1 0 9 88- 70 6 5 4 31-J I!1 (R�- �- 6) (RI- & 6) Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4-19,5-18,6-17,7-16,8-15 Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 113 137 -167 B Pin IS- 7- 4 1 113 -137 -167 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 21- 2 -104 0.06 C is- 8 -112 0.34 20- 3 -113 0.33 C 14- 9 -113 0.33 19- 4 -112 0.34 C 13-10 -104 0.06 18- 5 -108 0.61 C 1- 0 -5 0.00 17- 6 -71 0.56 C 0-11 -5 0.00 16- 7 -108 0.61 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 8-7 Horiz. 0.01 0.02 NA Long term deflection factor = 1.50 9- 4- 0 9- 4- 0 1 2 3 4 5 6 7 8 9 10 11 9.00 -9.00 4x6 -- -Joint Locations 1) 0- 0- 0 9) IS- 4- 0 17) 9- 4- 0 2) 1- 4- 0 10) 17- 4- 0 18) 7- 4- 0 3) 3- 4- 0 11) IS- 8- 0 19) 5- 4- 0 4) 5- 4- 0 12) 18- 8- 0 20) 3- 4- 0 5) 7- 4- 0 13) 17- 4- 0 21) 1- 4- 0 6) 9- 4- 0 14) IS- 4- 0 22) 0- 0- 0 7) li- 4- 0 15) 13- 4- 0 8) 13- 4- 0 16) 11- 4- 0 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.12011 nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 -168 0.08 A 1-21 4 0.02 C 2- 3 -104 0.12 A 21-20 0 0.02 C 3- 4 -55 0.12 A 20- 0 57 0.03 C 4- 5 -52 0.12 A 0-19 36 0.03 C 5- 6 112 0.15 A 19-18 0 0.03 C 6- 7 112 0.14 A 19-17 0 0.03 7- 8 -52 0.12 A 17-16 0 0.03 8- 9 -55 0.12 A 16-15 0 0.03 9-10 -104 0.11 A IS- 0 36 0.03 10-11 -168 0.06 A 0-14 57 0.03 14-13 0 0.02 13-11 -4 0.02 YluuA1Dt�; Eng Job: STJA3X LEAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO :RECTING CONTRACTOR. BRACING WARNING: Dwg: lacing shown on dds drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of k building design and which must be considered by the building designer. Bracing shown is for lateml support of truss D9 r : TLY Chk umbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Live 16.0 psf hralions delennined by the building designer. Additional bracing of the owmll structure may be required. (See HIB-91 fTPI).For spxi)lc truss bmcing requirements, conaet building designer.ffmss Plate Insdlumo TPI is located el 583 r'Onofrio Drive. Madison, Wisconsin 53719). TC Dead 7 . 0 psf :omponeni Engineering by: TrussEnginecring Co., P.A., $18 Soundside Rd, Edenton, NC 27932 BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 r)sf Scale = 0.1271 WO: STJA3X TI: G3X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-91042 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\G3X.prx I STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:GRDIX Qty:i DESIGN INFORMATION Phis design is for an individual building component and as been based on information provided by the client. The Iesigner disclaims any responsibility for damages as a cull of roulty or incorrect information, specifirlions ad/or designs famished to ilia truss designer by the client Ind the correcness or accuracy of this information as it nay relate to a specific project and ncropts no wponsibility or eseroises no control with regard to 'ebricllion, handling, shipment and installation of trusses. This truss has been designed as an Individual building omponent in accordance with ANSVhP1 I-1995 and 4DS-97 to be incorporated as pin of the building design ry a Building Designer. When miewed for approval by he building designer, the design loadings shown must be :hocked to be sum that the data shown are in agreement vith Ilse 1=1 building codes, loot climatic records for And or so ry loads, project specifications or special Ipplicd loads. Unless shmm truss has not been designed br storage or occupancy lends. The design assumes ampmsion chords (top or bottom) are continuously Irarod by sheathing unless otherwise specified. Where lollom chords in tension arc not fully braced laterally by a Imperty opplU rigid roiling, they should be brand at a nasimum spacing or 10'-a' o.e. Connector plates shall be nanufactumd from 20 gauge hol dipped galvanized steel necting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES 'rior to fnbri©lion, the fabricator shall review this Imvving to verify that this drawing is in conformance with Ire fabricators plans and to maliu a continuing asponsibihity for such verification. Any discrepancies are o be put in wviling before cutting or fabrication. Plates hall not be Installed over knotholes, knots or distorted Imin. Members shall be cul for light filling wood to wood raring. Connector plates shall be looted on both faces of he Imss with nails fully imbedded and shall be sym. about hejoint unless otheraise shosm. A 5.A plate is 5' wide a Iang. A 6s8 plate is 6' wide x S' long. Slots (holes) on parallel to the plate length specified. Double cuts on web members shall meet at the commid of die webs unless nhenviseshown. Connector plate sizes are minimum I= baud on the forces shown and may need to be ncreased for certain handling and/or erection stresses. Nis thus is not to be fabricated with fire retardant treated umber unless olherwise shown. For additional nformalion on Quality Control refer to ANSIrrP1 -1995 PRECAUTIONARY NOTES 111 bracing and erection recommendalions are to be allowed in accordance wills arocpted industry mbli®lions. Trusses am to be handled with particular are during banding and bundling. delivery and m allation to avoid damage. Temporary and permanent gracing for holding trusses in a straight and plumb ,osillon and for resisting littoral forces shall be designed rid installed by others. Careful handling is essential and region bracing is always required Normal precautionary ction for I- mquim such temporary bracing during mstallatiun between Irrrssrs to avoid toppling and !ominotng. The supervision of erection of nmssrs shall be mdcr the control of persons &%Tcrienced in the miallalion of trusses. Professional ndwice shall be sought r needed. Concentration ofconstmetlon loads greater than Iw design loads shall not be applied to trusses at any lima No loads other than the weight of the erectors shall be PPlied to busses until after all fastening and bracing is ampleted TC: 2x 4 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 6-8 WB: 2x 4 SP #3 2x 4 SP #2 2-8,3-8,4-8 WG: 2x 6 SP #2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 10' 0" span framed to BC one face 2' 0" span split -framed to apposite face WndLod per ASCE 7-02, CSC, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 26.0 ft W= 26.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or.Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-2558/870,2-3=-1396/578, 3-4=-1410/582,4-5=-333/397, BOT CHORD 10-9=-612/1955,9-8=-609/1942, 8-7=-252/219,7-6=-279/212, Webs 9-2=-236/1165,2-8=-1134/476, 8-3=-442/1267,8-4=-240/1592,4-7=-2174/671, 10-6-13 0-9-13 Unbalanced load case(s) have been checked. Joint Locations 1) 0- 0- 0 5) 26- 0- 0 9) 6- 4- 1 2) 6- 4- 1 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 7-15 4) 19- 7-15 8) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -205 0- 0- 0 -205 26- 0- 0 In -Plant Quality Assurance with Cq = 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,3,9 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 2449 0 -811 B Pin 19- 8- 0 1 3475 0 -997 B H Roll 25- 8- 0 1 902 0 -287 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2558 0.85 C 10- 9 1955 0.72 2- 3 -1396 0.47 C 9- 8 1942 0.79 Cr 3- 4 -1410 0.46 C 8- 7 -252 0.93 C 4- 5 397 0.46 C 7- 6 -279 0.93 C -------- GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.17/995-0.33/502 3-2 Horiz. -0.10 -0.19 NA Long term deflection factor = 1.50 13-0-0 13-0-0 1 2 3 4 5 U or 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 8 1/3 4- 7 Bracing shown is for visual purposes only. ®Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web, 2x6 T-Brace required on any web over 14'-011. .WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI. 9- 2 1165 0.37 C 8- 4 1592 0.29 2- 8 -1134 0.35 C 4- 7 -2174 0.41 8- 3 1267 0.72 C 9.00 4x6 -9.00 10-6-13 9-13 Pill M M 2449# 8.00" 26-0-0 3475# 8.00" 902# 8.00" 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 C/L:19-8-0 /�"`"...� �. .„ WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO wrs�g �s ERECTING CONTRACTOR. BRACING WARNING: ■;�aa.ro]'lf des 1.y' ste 41 it Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of lii 11 ii . .1.7 the building design and which must be considered by Ilia building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified laolions dined by the building designer. Additional bracing of the overall structure maybe required. (Sec MB-91 ofTPl).Fer clermspeeific truss bracing requimments, cameo building designer.(Tross Plate Insdtul0. TPI is tooled at 593 4005 MARONDA WAY D'onarrioDrive, Madison. Wisconsin 53719). Sanford, FL.. 32771 Component Engineering by. Truss Engineering Co., P.A., SIS Soundside Rd. Edenlon, NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050060 307 MedalOon PI. Chuluofa, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST, JOHN A Over 3 Supports Scale = 0.1287 Eng Job: STJA3X WO: STJA3X Dwg: TI: GRD1X Dsgnr:TLY Chk: 4/25/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5.4.18-91050 GRD1X.prx b STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:M1X Qty:18 _ DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a remit of frtlry or indrrecl informatics, specification and/or designs firrnishcd to ilia truss designer by the client and the correctness or necmme, of this (nfarnation as it may relate to a specific project and accepts no responsibility or exere(scs no control with regard to fabrication. handling, shipment and installation of trusses. 71tis truss has been designed as an individual building compondl in accordance with ANSVPPI 1.1995 and NDS-97 to be incorporated as part of lite building design by a Building Designer. When reviewed for approval by The building designer, die design loadings shown must be checked to be sure that The data shown are in agreement wilh the local building codes, 1ad1 climatic records for wind or mow lords, preject speeificatiens or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid coiling, they should be braced at a mmimum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized stecl meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, ilia fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility forsuch verification. Any discrepancies are to be put in writing before cutting or fabricaton. Plates shall not be installed over knotrulm. knots or distonod grain. Members shall be cal for light fitting wood to wood bearing. Connector plates shall be located on both in= of lite truss with nails fully imbedded and shall be slap. about Iltejoinl unless olltemise sheavm. A SA plate is 5' wide x 4' long. A 6x8 plate is 6'vvide x 8' long. Slots (holes) run parallel to lite plate length specified. Double cuts on web members shall meet m Ore mnlmid or the webs unless otherwise shawm Connector plate sizes am minimum sizes based on The (preen Arnim and may need to be increased for certain handling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infunnalfim on Quality Control refer to ANSIfTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in .-,do.. will, accepted industry publications. Trusses are to be handled with particular care during banding and bundling, deliverya nd installation to avoid damage. Temporary and permanent bracing for holding lmssscs in a straight and plumb position and for resisling lateral forces shall be designed and Inslailed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action far misses requires such temporary bracing during installation between trusses to avoid toppling and dorninoing. The supervision of erection of trusses stall be under lite comml of persons evperienced in the installation oflntsses. Professional advice slwll be sought it needed. Concentration of construction loads greater than the design loads shall not be applied to Imssm at any lime. No loads other than the might of the eredors shall be applied to Intsses until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-6,3-5,4-5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, Hee 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Typeze encl L= 21.3 ft Wez 21.3 £t Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1605/820,2-3=-875/391, 3-4=-168/31, BOT CHORD e-7=-1386/1428,7-6=-1385/1420, 6-5=-776/727, Webs 7-2=-27/279,2-6=-742/665, 6-3=-272/630,3-5=-983/1050,5-4=-128/381, .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 7- 2 279 0.09 C 3- 5 1050 0.84 2- 6 -742 0.67 C 5- 4 381 0.11 6- 3 630 0.20 C MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 5,4- 5 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 311x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-01, Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(s). I.Span-0.09/999-0.19/539 5-6(L) Horiz. -0.03 -0.05 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel --Joint Locations 1) 0- 0- 0 4) 21- 3- 8 7) 7- 6- 5 2) 7- 6- 5 5) 21- 3- 8 8) 0- 0- 0 3) 14- 4-15 6) 14- 4-15 In -Plant Quality Assurance with Cq ee 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 970 748 -646 B Pin 21- 2-10 1 907 0 -1086 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1605 0.51 A 8- 7 1428 0.53 2- 3 -875 0.76 A 7- 6 1420 0.60 3- 4 -168 0.72 A 6- 5 -776 0.48 21-3-8 1 2 3 4 5.00 2x4 6x8 3x4 3x4 9-2-8 R A 9704 8.00" 907# 1.75" 21-3-8 21-3-8 6 EXCEPT AS SHOWN PLATES ARE MiTek MT2-Ob-1T- 9) laljuuv.l.tw.: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DWg: i 1111 IiNNM arand $u tee Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of D9 r ' TLY Chk .v� ��j lite building design and which must be considered by [lie building designer. Bracing shown is for lateral support of truss ,.. , members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends end spaced laatons determined by the building designer. Additional bracing of the overall structure may be required. (Sec H113-91 TC Live 16.0 psf ofTPI).Fin apaifte thus bracing requircrncros, contact building designer.(Truss Plate Institute. 7P1 is located at 587 TC Dead 7.0 psf 4005 MARONDA WAY D'Onofiio Drive. Madison. Wisconsin 53719 Sanford, FL. 32771 Componenl Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 EIC Live 10.0 psf (407)' 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 BC Dead 10.0 psf 367 Medallion PI. Chuluota, FL 32768 TOTAL 43.0_psf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M1X.prx Scale= 0.1501 WO: STJA3X TI: M1X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90943 STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X DESIGN INFORMATION This design is for on individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect informalion, speeJcalions and/or designs furnished to the truss designer by Ilia client and the correctness or nocurocy of this information as it may mime to a specific prejecl and accepts no responsibility or exercises no connel with regard to fabricotioa handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/IP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer. When reviewed far approval by the building designer. Ilia design loadings shown muss be chocked to be sure thal the data shown am in agreement with the loaf building codes. Ioai climatic records for Hind or maw loads. Pmjecl specifimtions or special applied loads Unless shown, truss has not ban designed far storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chards in lension are not fully braced laterally by a properly applied rigid ailing they should be braced at a maximum spacing of lob' o.e. Cannector plates shill be nanufndured from 20 gauge hot dipped galvanized steel mating ASTM A 65.3. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to rubrication. ilia fabricator shall review this I drawing to verify Thal this drawing is in conformance with Ilia fabrimlors plans and to realize a continuing responsibility for such verification. Any discrepancies are io be put in writing before culling or Lvbri ation. Plates shall not be insmlled ever knotholes, knots or disioned grain. Members shall be cut for tight filling wood to awed burring. Connector places shall be located on both fans of the truss nigh nails fully imbedded and shall be rym. about the joint unless otherwise shown. A 5A plate is 5' wide s 4' long. A 6se plate is 6' wide s g' long. Slots (holes) ran parallel to the plate length specified. Double cuts on nib members shall mat at the cenituid of the webs unless olberwisa shmvn. Connector plate sizes are minimum sizes bused on the farces shown and may need to be increased for certain handling and/or creation stresses. This truss is not to be fabricated with fire retardant treated lumber unless ollwenwise shorn. For additional information on Quality Control refer to ANSIIIPI 1-1995 PRECAUTIONARY NOTES All bracing and ereelion recommendations are to be followed in accordance with accepted industry publications. Trusses are to be handled with particular arm during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding to m in a straight and plumb position and for resisting lateral forces shall be designed and installed by oliurs. Careful handling is essential and erection bracing is always required. Normal precautionary action for Imsses requires such temporary bracing during installation between Imsses to avoid toppling and dominoing. The supervision of erection of musses shall be under Ilia central of persons experienced in the inslallmian of lnnsoi. Professional advice shall be sought if needed. Conmmmlion of censiniction loads greater than the design lands shall not be applied to trusses at any time. No leads other than the weight of the enactors shall be applied to lrusics until after all fastening and bracing is completed TC: 2x 4 SP #1 D BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-4,3-4 SL: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 10.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-472/22,2-3=-429/91, BOT CHORD 6-5=-974/392,5-4=-975/387, Webs 5-2=0/264,2-4=-429/1080, 4-3=-149/614,0-0� 221/369, --------GLOBAL MAX DEFLECTIONS--------- LL TL in,/Ratio in./Ratio Jnt(s). I.Span-0.061999-0.23/545 3-2(L) Horiz. -0.01 -0.02 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel MULTIPLE LOADCASES -- This design is the Composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 4 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o,c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0" .,TC. ..FORCE,.CSI, Cr .,BC. ..FORCE,.CSI. 1- 2 -472 0.85 A 6- 5 -974 0.36 2- 3 -429 0.95 A 5- 4 -975 0.36 9-11- 8 1 2 3 10.00 0- 9-13 R 425# 1.75" 2x4 3x4 9-11- 8 9-1-6 A 431# 1.75" EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO >� r S ERECTING CONTRACTOR. BRACING WARNING: Boring shmvn on this drawing is not erection bracing, wind bracing, porlal bracing or similar bracing which is a pan of �dii yj the building design and which must be considered by the building designer. Bmcing shorn is for lateml support of wss members only to reducebuckling length. Provisions must be made to anchor lateral bracing at ends and spectfied laalions deterunined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Ttuss Plate Institute, TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co:, P.A., 818 Soundside Rd, Edenton. NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050068 367 Medallion FL Ghuluots, FL 32766 TI:M2AX Qty:9 Joint Locations — 1) 0- 0- 0 3) 9-11- 8 5) 3- 1-12 2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-14 1 425 927 0 B Pin 9-10-10 1 431 0 -1078 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ,WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI. 5- 2 264 0.08 C 4- 3 614 0.18 2- 4 1080 0.38 C 0- 0 369 0.10 Scale = 0.2097 Eng Job: STJA3X WO: STJA3X Dwg: TI: M2AX Dsgnr:TLY Chk: 4/25/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Job JOHN A\M2AX.prx I I STJA3X (Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:M2BX Qty:3 11 DESIGN INFORMATION This design is for an individual building Component and has been based on information provided by the client. The designer disclaims tiny responsibility for damages as n mull of faulty or incorrect Infomintion, specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a specific preiml and accepts no responsibility or=ereiscs no contact with regard to fabrication, handling, shipment and installation of Imsses. This truss has been designed as an individual building component in accordance nigh ANSIRP1 1.1995 and NDS-97 to be incorporaled ns pan of the building design by a Building Designer. Whcn micud for approval by the building designer. hie design londinfp shoo must be checked to be sure flat the data shown are in agreement with the Ioca1 building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shmm, Truss has not been designed for storage or occupancy loads. no design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bmccd laterally by a property applied rigid wiling, they should be braced at a maximum spacing of h0'4Y o.c. Connector plates shall be manufactured from 20 gauge hot dipped gnlmni=d mccl mecting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verih that this droning is in wnfonnanw with the fabricators plans and to realiu a continuing responsibility for such verification. Any discrepancies are to be put in waiting before cutting or fabrication. Pirates shall not be installed over knotholes, knots or distorted grain. Members shall be col for tight filling wood to wood bearing. Connector plates shall be located on both fa= of the Inns will nails fully imbedded and shall be sym. about Ihcjoint unless otherwise shown. A 5A plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Sloss (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centnid of the webs unless; otherwise shown. Connector plate sires an minimum si, based an the forces shorn and may need to be in creased for=train handling and/or erection stresscs. This tms is not to be fabricated with Ore retardant treated lumber unless olhenise shown. For additional information on Quality Contra[ refer to ANSMI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations; are to be followed in accordance with accepted industry publications Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between IniSes to avoid loppling and dominoing. The supervision of erection of trusses shall be under Ilse control of persons apericnwd in the insmllalion of Imses. Professional advice shall be sought if needed. Concentration orconstruction loads greater than the design loads shall not be applied to Imsses at any time. No [ands other than the ueighl of the erectors shall be applied to In- until after all fastening and bracing is completed TC: 2x 4 SP #1 D BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-4,3-4 SL: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 10.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-402/l74,2-3=-430/91, HOT CHORD 6-5=-86/l41,5-4=-954/270, Webs 5-2=-343/73,2-4=-299/l057, 4-3=-149/615,0-0=-17l/357, .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI 5- 2 -343 0.09 C 4- 3 615 0. 2- 4 1057 0.27 C 0- 0 357 0. CANT: 3- 0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 4 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 31'x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0" ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -402 0.84 A 6- 5 141 0.32 Cr 2- 3 -430 0.94 A 5- 4 -954 0.32 18 C 06 C 0- 9-13 9-11- 8 1 2 3 10.00 9-1-6 621#R3.50" 347#91.75" 9-11- 8 ^6 5 -4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 ��. ._. WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: tY d � i l� r . Bracing shown on this drawing is not Craton bracing, wind bracing, portal bracing or sin larbncing which Is a part of V NNN i-yims the building design and which must beconsidered by the building designer. Bracing shown Is for lateral oppor of ins members only to reduce buckling length. Provisions must be made to anchor talent bracing at ends and specified _. locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HM-91 of TPI).Forspecific tmssbncing requirements, ecntnct building dcsigncr.(Tnss Plate lnstrote, TPI is located o1583 4005 MARONDA WAY D'Onofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE f90050068 367 Medu ion PL Chuluofa, FL 32766 Unbalanced load case(s) have been checked. point Locations - 1) 0- 0- 0 3) 9-11- 8 5) 3- 1-12 2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ----MAX. REACTIONS.PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 3- 1-12 1 621 927 -50 B Pin 9-10-10 1 347 0 -1067 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). L.Cant.-0.01/999-0.02/999 1 I.Span-0.03/999-0.24/329 3-2 Horiz. -0.02 -0.04 NA Long term deflection factor = 1.50 Scale = 0.2097 Eng Job: STJA3X WO: STJA3X Dwg: TI: M2BX Dsgnr:TLY Chk: 4/25/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5.4.18-89200 STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X DESIGN INFORMATION This dasign is for an individual building component and has been based on infomation provided by the elia.l. The designer disclaims any responsibility rot damages as a result of rasulty or incorrect information, specifications and/or designs furnished to ilia truss designer by the client and the cormearim or ncmmcy orlbis information as It may relate to a specific project and accepts no responsibility or c xicises no control with regard to fabrication, handling, shipment and installation or trusses. This truss has been designed as an individual building component in accordance with ANSIRPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When revimved for approval by the building designer, late design loadings shown must be checked to be sue flint the data shmmm ate In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless showm, truss has not been designed for storage or oampnncy lads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of Idb" o.e. Connector plates shall be manufactured from 29 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise strewn. FABRICATION NOTES Prior to fabrication, the fabricator stall mime this drawing to verify that this dmuing is in conformance with the fabricators plans and to ralize a continuing responsibility for such verificalion, Any discrepancies are to be put in uTiting before cutting or fabrication. Plates shall not be Installed ever knotholes, knots or disioned grain. Members shall be cut for tight filling wood to %nod bearing. Connector plates shall be loafed on both faces of the Imuss with nails fully imbedded and shall be sym. about Ihejoinl unlessotherwise shown, A SA plate is 5" wide x 4" long. A 6xB prole is 6" wide x B" long, Slnls (holes) ran parallel to the plate length specified. Double cuts on vveb members shall meet at the centmid of the webs unless otherwise shmm. Connector plate sins am minimum sizes based on the to= shmm and may need to be Increased for certain handling and/or erection stresses. This truss is not to be fabricated with fire retardant trailed Iumbcrundessolhenviseshmm. Foraddilional information on Quality Control refer to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be fallen ed in accordance with accepted industry publications. Trusses are to be handled with particular care during bending and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing rot (holding trusses; in a straight and plumb position and for resisting lateral forces shall be designed and installedby others. Careful handling is essential and erection bracing is ahtays required. Normal precautionary action for trusses requires such temporary bracing during insmllolion bcli%=n Itusss to avoid toppling and dominoing. 71c supervision ofereclion of lmsses shall be under Ilse central of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concenlralton of consiradion lads grelder Btan the design loads shall not be applied to lmsss at any time. No lads other than Ilse weight orlhe erectors shall be applied to (Messes until aficr all fastening and bracing is completed TC: 2x 4 SP #1 D BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-4,3-4 SL: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 1-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 10.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-451/35,2-3=-429/91, HOT CHORD 6-5=-978/367,5-4=-978/362, Webs 5-2=0/259,2-4=-401/1084, 4-3=-149/614,0-0=-270/373, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.23/538 3-2(L) Horiz. -0.01 -0.03 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 4 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-011. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -457 0.85 A 6- 5 -978 0.35 2- 3 -429 0.95 A 5- 4 -978 0.35 9-1-6 0- 9-13 9-11- 8 1 2 3 10"00 437# 8,00" 9-1-6 2x4 3x4 M 420# 1.75" 9-11- 8 6 5 4 TI:M2CX Qty:1 Joint Locations 1) 0- 0- 0 3) 9- 1- 8 5) 3- 1-12 2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 437 926 0 B Pin 9-10-10 1 420 0 -1079 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI. 5- 2 259 0.08 C 4- 3 614 0.18 2- 4 1084 0.36 C 0- 0 373 0.15 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Ma{� Bracing shmm on this drawing is not erection bracing, wind bracing, portal bracingor similar bracingvvltich is a part of r-.desSystems the building design and which must be considered by the building designer. Bracing shown is for lateral support otruss Dsgnr : TLY Chk members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and specified lorslians TC Live 16.0 psf determined by It,. building designer. Additional bracing of the overall stracturo maybe required. (Sec fi1B-91 Scale = 0.2097 WO: STJA3X TI: M2CX 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X! TI:M2X DESIGN INFORMATION This design is far an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as o =111 affinity or incorrect information, specifications and/or designs famished to the Imss designer by the client and the comoclness ornauracq orlhis information as it may relate to a specific pmjmt and accepts no responsibility or esenises no contra! with regard to fabrication, handling, shipment and installation of trusses. This Imss has been designed as an Individual building component in nccordnnce with ANSIRPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When raiewed for approval by the building designer, the design loadings sham must be checked to be sure that the data shown are in agreencnt with the local building codes. loch) climatic records for wind or snow Inds, project spceifhcations or special applied loads. Unless shown, Imes has not been designed for storage or ocatponcy Inds. The design assumes compression chords (lop or bottom) are continuously bmcedbyshmthingunimothemixspedriied. Where bottom dhords in tension arc not fully braced laterally by a pmperly applied rigid ceiling, they should be braced at a masimunh spacing of 1f it o.c. Commiar plates shall be manufactured from 20 gauge hot dipped galmnind slcel meeting ASTM A 653. Grade 40, unless olhemise altawa. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to mrify that this drawing is in conformance with the fabricator's plans and to realin a continuing responsibility for such verification. Any discrepancies are to be put in writing before culling or fabrication. Notes shall not be Installed over knotholes, knots or disioned grain. Members shot[ be cal for light fitting wood to wood bearing. Connector plates shell be located on both faces of the truss with nails fully imbedded and shall be s)ml. about the joint unless olhemise sham. A 5s4 plate is 5" wide s 14" long. A &A plate is 0" wide s 8' long. Spots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the cenimid of the webs unless othemise sham. Connector plate sires are minimum sizes based on die forces shown and may need to be increased for certain handling and/or elation stresses. This lass is not to be fabricolod will, fire rclarcland Irrsled lumber unless otherwise sham. For additional information an Quality Contra] refer to ANSIfIP1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with nocepted industry publialions. Tresses am to be handled wild particular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding Imsses in a straight and plumb position and for resisting Intent forces shall be designed and installed by odiem Careful handling is essential and eractiun bracing Is always required. Normal praautonary action for Imsses requires such temporary bracing during installation bemxcn trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in [lie installation of Imsses. Professional advice shall be soughl if needed. Conanlralion ofoonslmction loads greater than the design loads shot] not be applied to Imsses at any time. No loads other than the height or the erectors shall be applied to trusses unfit nner oil fastening and bracing is completed TC: 2x 4 SP #1 D BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-4,3-4 SL: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 10.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-441/34,2-3=-413/88, BOT CHORD 6-5=-940/367,5-4=-940/362, Webs 5-2=0/259,2-4=-401/1042, 4-3=-146/588,0-0=-270/356, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.22/540 3-2(L) Horiz. -0.01 -0.03 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel EXCEPT AS SHOWN PLATES ARE MiTek MT20 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 4 Bracing shown is for visual purposes only. ®Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3".x 0.12011 nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0" ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -441 0.82 A 6- 5 -940 0.35 2- 3 -413 0.91 A 5- 4 -940 0.35 9-11- 8 1 2 3 10. 00 Pq 498# 8.00" 2x4 9-1-6 A 420# 1.75" 1 9-11- 8 , -4-0 5 9-11-8 4 ( 1-5- 45) Qty:2 Joint Locations 1) 0- 0- 0 3) 9-11- 8 5) 3- 1-12 2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.00 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 498 892 -88 B Pin 9-10-10 1 420 0 -1035 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 259 0.08 C 4- 3 588 0.18 2- 4 1042 0.36 C 0- 0 356 0.15 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: r (I 'M'411� taronda,1s��sssllll s mnsI Bracing sham an this dmvving is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing sham is for lateral mppon of brass D3r : TLY Chk mctnbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Live 16.0 psf TC Dead 7.0 psf ...ermined by the building designer. Additional bracing of du: overall slmcture may be required. (Sat HM-91 ofTPD.For spaifc: imss bncing requimmems, comact building designer.ffrum Plate lnstimte, TPI is locamd m583 D'Onafrio Drive, Madison, Wisconsin 53719), 4005 MARONDA WAY Sanford, FL 32771 Component Engineering by: Tress Engineering Co., P.A., 818 Soundside Rd Edenton. NC 27932 (407) 321-OOG4 Fax (407) 321-3913 BC Live 10.0 psf TOMAS PONCE P.E. LICENSE tJO05OO68 BC Dead 10.0 psf 367 Medallion PI. Chuluota, FL 32706 TOTAL 43.0 psf Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M2X_nr. Scale = 0.2110 WO: STJA3X TI: M2X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90944 STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:MG2AX Qty:i IESIGN INFORMATION his design is for an individual building component and is been based on information provided by [lie client. The signer diselnims any responsibility for damages as a suit of faulty or incorrect information, specilications Id/or designs furnished to the Wss designer by the client Id the corramess or accuracy oflhis Information as it ay relate to a specific pmjat and accepts no sponsibility or cvemises no control with regard to bricolion, handling• shipment and Installation of imsses. his Imss his ban designed as an individual building �mponenl in nccordance n•hh ANSIRPI 1-1995 and DS-97 to be incorporated us pan of the building design ' a Building Designer. When reviewed for approval by e building designer, the design loadings show must be iecked to be sure that the data shown are in agramenl ith tie local building codes, local climatic records for ind or snow loads, pmjal specifications or special Iplicd loads. Unless shown, truss has not been designed r storage or oceupancy loads. The design assumes impression chords (lop or bottom) am continuously aced by sheadting unless otherwise specified. Where ilium chords in Icnsion are not fully braced laterally by a uperly npplied rigid ailing, they should be bmced at a avimum spacing of 10'-0" o.e. Connector plates shall be anwfnclured from 20 gauge hot dipped gnhanired steel sling ASTM A 653. Grade 40, unless olhcnviw shown. 'ABRICATION NOTES for to fabrication• the fabricator shall review Ibis ring to verify that this droning is in conformance with e fabricator's plans and to realize a continuing sponsibilip• for such verification. Any discrepancies are be put in writing before tatting or fabrication. Pima all not be installed over knohahes, knots or distorted win. Members shall be cal for light fitting need to wood acng. Connector plain shall be located on both in=or e truss nith nails fully imbedded and shall be sym. about ejoini unless othensise sham. A 5s4 plate is 5" wide s long. A 6se plow is 6' wide s g' long. Slots (holes) n parallel to Ilia plate length specified. Double cuts on :b members shall mat u1 the antroid orlhe webs unless henvisc shown. Connector plan sizes arc minimum in based on the forces shown and may need to be creased for amain handling and/or elation stresses. ,is I is is not lobe fabricated with fire retardant waited mberunicssothenvisoshavn. Forudditionul formation on Quality Central refer to ANSUI'PI 1995 'RECAUTIONARY NOTES II bracing and eredion recommendations are to be Ilowed in accordance with accepted industry iblicltions Trusses are to be handled with particular re during banding and bundling, delivery and smllation to avoid damage. Temporary and permanent acing for holding trusses in a straight and plumb isition and for resisting lateral forces shall be designed id installed by others. Careful handling is essential and action bracing is almys required. Normal preautiawry lion for trusses requires such temporary bracing during stallotion between lasses to amid toppling and iminoing. The supervision oferation of tmssn shall be ider the conlrol of persons mperienced in ilia stallation of asses. Prntbssional advice shall be sought needed. Coaccalmtion ofanstruction loads greater than e design loads shall not be applied to tnhssc9 at any time. 'o loads other than the weight or Ilia erectors shall be plied to Imsses until aher all fastening and bracing is mplaed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 6 SP #2 6-7 SL: 2x 6 SP #2 GB: 2x 4 SP #3 2x 4 SP #2 5-8 I) or 0: Plate(s) OFFSET from joint center The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing, This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards., U.N.O. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -513 0.13 A 1- 0 917 0.19 2- 3 -866 0.08 A 0-11 0 0.05 3- 4 -710 0.11 A 11-10 0 0.03 4- 5 -426 011 A 10- 9 0 003 5- 6 -121 0,.11 A 9- 8 0 0,.03 8- 7 0 0.02 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.02/999-0.02/999 2-1 Horiz. 0.02 0.04 NA Long term deflection factor = 1.50 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. 'oint Locations MULTIPLE LOADCASES -- This design is the 1) 0- 0- 0 5) 7-11- 8 9) 5-11- 8 composite result of multiple loadcases. 2) 3- 1-12 6) 9-11- 8 10) 3-11- e All COMPRESSION Chords are assumed to be 3) 3-11- 8 7) 9-11- 8 11) 3- 1-12 continuously braced unless noted otherwise. 4) 5-11- 8 8) 7-11- 8 12) 0- 0- 0 End vertical(s) not designed for exposure WndLod per ASCE 7-02, C&C, V= 140mph, to lateral wind pressure. H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Wind loads have been checked perpendicular Bld Type= encl L= 10.0 ft W= 10.0 ft Truss to the face of the truss. in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Bracing Schedule: Impact Resistant Covering and/or Glazing Req Webs Brace Pt Joint to Joint Continuous lateral bracing attached to 1/2 4- 9,5- 8,6- 7 either edge of web(s) shown. Bracing MUST be Bracing shown is for visual purposes only. positioned to provide equal unbraced In -Plant Quality Assurance with Cq = 1.00 segments OR 2x4 T-brace nailed flat to edge ----MAX. REACTIONS PER BEARING LOCATION----- of web with w/311x 0.12011 nails spaced 8" o.c X-Loc BSet Vert Horiz Uplift Y Type Brace must extend at least 90% of web length 0- 0-12 1 739 0 -132 B H Roll 2x6 Brace required on any web over 141-0", 3- 0- 0 1 127 910 -104 B Pin FORCES (lb) - Max Compression/Max Tension 9-10-12 1 73 0 -171 B Pin TOP CHORD 1-2=-513/110,2-3=-866/168, PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-4=-710/143,4-5=-426/88,5-6=-121/27, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE HOT CHORD 1-0=-216/917,0-11=0/0,11-10=0/0, .WEB. ..FORCE..CSI. Cr -WEB. ,.FORCE „ CSI. Cr 10-9=0/0,9-8=0/0,8-7=0/0, 11- 2 327 0.83 C 8- 5 46B 0.59 C Webs 11-2=-140/327,10-3=-57/243, 10- 3 243 0.71 C 7- 6 172 0,84 C 9-4=-105/437,8-5=-114/468,7-6=-42/172, 9- 4 437 0.49 C 1- 0 816 0.12 C 1-0=-580/816, 9-1-6 0- 9-13 9-11- 8 1 2 3 4 5 6 10.00 2x4 2x4 2x4 2x4 2x4 2X4 9-1-6 7399 1.50'127# 1.505tud @ 2- 0- 0 73# 1.50" 9-11-8 2 1 io C/L: 3- 0- 0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO /♦ y ERECTING CONTRACTOR. BRACING WARNING: y l�kial !� k/` S� r11i i' Bating shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which is a pan of ��lll RRR V jnda Vey��j l-S the building design and which must be considered by the building designer. Bracing show is for lateral support of ass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lk locations determined by the building designer. Additional bracing of the overall structure maybe required. (Sa HM-91 ofTPI).For specific truss bracing requirements, contact building designer.(Trnss Plate Inslllule• TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.• gig Soundside Rd, Edenton, NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE fi0050063 367 Medallion PL Chuluota, FL 32766 Over 3 Supports Scale = 0.1610 Eng Job: STJA3X Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: STJA3X TI: MG2AX 5/l/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-89275 Design: Matrix Analysis Profile Path: C: 140MPH\STJA3X\ST. JOHN A prx STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:MGIX Qty:l DESIGN INFORMATION Tilis design is for on individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a =111 of Laldty or incorrect informal ion, specifications and/or designs furnished to the trussdasigner by the client and the correctness or accumcy of this information as it may reh ile to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling, shipment and installation aftrussas. This truss has (teen designed as in individual building component in accordance vwith ANSlfI'PI 1.1995 and NDS-97 to be incorporated as pan of ilia building design by a Building Designer. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifratons or special applied loads. Unless shown, truss Ims not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously braced by sheathing unless othenise specified. Where bottom chords in tension are not fully broad laterally by a properly applied rigid ailing, they should be braced as a maximum spacing of h0'-0' o.c. Connector plazas shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmdc 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with Elie fabriators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in wTiting before cutting or fabrication. Plates shall not be installed over knolhhales, knots or distorted grain. Members shall be out for light filling wood to wood bearing. Connector plates shall be located on both faces of the toss with nails fully imbedded and shall be s)Ta. about dmjainl unless ahenwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6• wide x 8' long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet al the cintroid of the webs unless olharwiu Shown. Connector plate sizes are minimum size based on the farces shown and may need to be increased for certain handling and/or erection slresaes. This miss Is not to be hlbriated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSiffPl 1.1995 PRECAUTIONARY NOTES All bracing and erection rocommendnfions are to be followed in accordance with accepted industry publimlions. Trusses are to be handled with particular arc during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding lrusws in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Camful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tosses to avoid toppling and domincing. The supervision of erection ortrusses shall be under Ilia control of persons experienced in the installation of uusaes. Professional advice shall be sought if needed. Concentration of arslmclion loads greater than the design leads shall not be applied to trusses at any time. No loads other Than file weight oflhe erectors shall be apPliod to trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x'6 SP #2 GB: 2x 4 SP #3 2x 4 SP #2 8-15,9-14,10-13 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. End vertical(s) not designed for exposure to lateral wind pressure. Wind loads have been checked perpendicular to the face of the truss. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 163 742 -152 B Pin 21- 2-12 1 72 0 -102 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE.,CSI. 22- 2 217 0.10 C 17- 7 145 0.53 21- 3 155 0.25 C 15- 8 205 039 20- 4 157 0.53 C 14- 9 268 0,.50 19- 5 134 0.78 C 13-10 280 0.42 18- 6 153 0.38 C 12-11 103 0.88 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999-0.01/999 2-1 Horiz. 0.03 0.07 NA Long term deflection factor = 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 £t, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 21.3 ft W= 21.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 6-18,7-17,8-15,9-14,11-12 1/3 10-13 Bracing shown is for visual purposes only, In -Plant Quality Assurance with Cq = 1.00 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-759/182,2-3=-673/l55, 3-4=-611/140,4-5=-528/113,5-6=-473/99, 6-7=-410/81,7-8=-349/64,8-9=-266/46, 9-10=-158/29,10-11=-46/10, HOT CHORD 1-22=0/0,22-21=0/0,21-20=0/0, Cr20-19=0/0,19-18=0/0,18-17=0/0,17-16=0/0, C16-15=0/0,15-14=0/0,14-13=0/0,13-12=0/0, C Webs 22-2=-141/217,21-3=-87/155, C20-4=-101/157,19-5� 78/134,18-6� 94/153, C 17-7=-91/145,15-8=-92/205,14-9=-92/268, C 13-10=-98/280,12-11=-36/103, -Joint Locations 1) 0- 0- 0 9) 17- 3- 8 17) 13- 3- 8 2) 3- 3- 8 10) 19- 3- 8 18) 11- 3- 8 3) 5- 3- 8 11) 21- 3- 8 19) 9- 3- 8 4) 7- 6- 5 12) 21- 3- 8 20) 7- 3- 8 5) 9- 3- 8 13) 19- 3- 8 21) 5- 3- 8 6) 11- 3- 8 14) 17- 3- 8 22) 3- 3- 8 7) 13- 3- 8 15) 15- 3- 8 23) 0- 0- 0 8) 15- 3- 8 16) 14- 4-15 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -759 0.08 A 1-22 0 0.08 2- 3 -673 0.08 A 22-21 0 0.07 3- 4 -611 0.04 A 21-20 0 0.03 4- 5 -528 0.04 A 20-19 0 0.03 5- 6 -473 0.04 A 19-18 0 0.03 6- 7 -410 0.04 A 18-17 0 0.03 7- 8 -349 0.05 A 17-16 0 0.03 8- 9 -266 0.06 A 16-15 0 0.03 9-10 -158 0.06 A 15-14 0 0.03 10-11 -46 0.06 A 14-13 0 0.03 13-12 0 0.02 21-3- 8 1 2 3 4 5 6 7 8 9 10 11 5.00 2x4 2x4 2X4 2x4 2x4 2X4 9-6-11 6x12 2x4 9-2-8 2X4 2x4 0-4-1 3x4 2x4 2z4 2x4 2x4 2x4 2x4 2x4 2x4 4 2x4 3x4 1614 1.50" Stud @3280- 0 I 1. 72# 1.50" EXCEPT AS SHOWN PLATES ARE MiTek MT26RO-11-9) Scale = 0.1439 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ng Job: STJA3X WO: STJA3X 4}(��' �M ERECTING CONTRACTOR. BRACING WARNING: wg: TI: MGlX ]'�,p ! 1(.3i!� xl'r �� 1111 VV iiiilla System Bracing shown on this dmning is not erection bracing, wind bracing, panel bracing or similar bracing which is a part of the building design and which roust be considered by Ilia building designer. Bracing shown is for lateral support of truss sgnr : TLY Chk : 4 / 25 / 2007 ' members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified Idetermined by the building designer. Additional bracing of the overall smaclum may be required. (See H M-91 ofTPI).For specific truss bracing requirements, contact building dcsigner.(Truss Plate Institute, TPI is lasted al 583 D'OnofrioDrive. tMdison,Wisconsin 53719), C Live C Dead 16 . 0 7.0 psf psf Lbr DF : 1.25 Pl t DF : 1.25 4005 MARONDA WAY Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 (,' L1V0 10 0 p 9f O' C .: 2- 0- 0 (407) 321-0064 Fax (407) 321-3913 . FBC-04/TPI-02/NDS-01 TOMAS PONCE P.E. LICENSE 0*0050068 C Dead 10.0 psf Code: FLA 367 Medallion PL Chuluotla, FL 3276fi OTAL 43.0 psf v5 . 4 . 18-90940 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\ GiX.prx STJA3X Name: ST. JOHN A Customer:ST" JOHN'S A WO:STJA3X TI:SIX DESIGN INFORMATION This design is for nn individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result or foulty, or incorrect information, specifications and/or designs hrnished to the truss designer by the client and the mrrwn=or accuracy of this lnfonnallon as it may relate to a specific project and accepts an responsibility or mcmises no control with regard to fabrication. handling, shipment and Instillation of Imsses. This truss has been designed ns an individual building component in Accordance with ANSVI'PI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. Wizen revicmed for approval by the building designer, file design loadings shoom must be checked to be sure [hat the data shown am in agreement with the local building codes, 1=1 climatic records for wind or now lo.•dis. project specifimfions or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) am mnlinuously braced by sheathing unless otherwise specified. %cm bottom chords in tension am not fully braced laterally by a Properly applied rigid ceiling• they should be braced of a maximum spacing or 10'-0" o.e. Connector plates shall be mamtfnctu cd from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 'FABRICATION NOTES Prior to fabrication, the fabricator shall reviov this drawing to verify that this toning is in conformance with the fabricalofs plans and to rwlize a continuing responsibility for such verification. Any discrepancies am to be put in writing before culling or fabrication. Plat= shall not be installed over knotholes, knots or disioned grain. Members shall be or for light filling wood to wood bearing. Connector plates shall be looted on both faces of the buss with nails fully imbedded and shall be s)mt, about the joint unless olhen ise shown. A 5A plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8' long. Slots (holes) con parallel to the plate length specified. Double cuts on web members shall meet at 0m centmid of the webs unless otherwise shorn. Connector plate sizes are malmum sizes based on the forces show and may need to be increased for certain handling and/or erection stresses. This Imss is not to be fabricated with fire retardant treated lumber unless olheruise shorn. For additional information on Quality Control refer to ANSIRPh 1-1995 PRECAUTIONARY NOTES All bracing and erection mcommendalions am to be folloved in accordance with accepted industry publications Trusses am to be londled with panimlar com during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting laleml fore= shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for Imss= requires such temporary bracing during installation between Imss= to avoid toppling and dominoing. The supervision ofereclion oftmsses shall be under the control of persons experienced in llm instillation of Imsses. Professional ndvice shall be sought if needed. Concentration orconstmction Inds greater than Ilea design loads shall not be applied to trusses at any time. No londs odor than the weight of the erectors shall be applied to Imss= until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 SL: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. ..TC. ..FORCE..CSI, Cr .,BC. ..FORCE..CSI. 1- 2 -1048 0.38 A 9- 8 776 0.31 2- 3 -1597 0.44 A 8- 7 741 0.30 3- 4 -1627 0.33 A 7- 0 1863 0.50 4- 5 -1975 0.32 A 0- 6 1530 0.46 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.10/999-0.18/999 2-1(L) Horiz. 0.05 0.10 NA Long term deflection factor = 1.50 W : Deflection is from local inner panel 5- 7-I4 7 ) 1 I0"00 5-1- 7 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 16.8 ft W= 16.8 £t Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req !. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1048/829,2-3=-1597/1366, 3-4=-1627/1235,4-5=-1975/1705, BUT CHORD 9-8=-317/776,8-7=-281/741, 7-0=-1454/1S63,0-6=-1285/l530, Webs 8-2=-93/222,2-7--871/1083, 7-3=-109/339,7-4=-331/533,0-0=-174/298, 2 3 5x6 2x4 4 -5.00 i Qty:17 Joint Locations 1) 0- 0- 0 4) 12- 5-10 7) 8- 4- 8 2) 5- 7-14 5) 16- 9- 0 8) 5- 7-14 3) 8- 4- 8 6) 16- 9- 0 9) 0- 0- 0 In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 2- 4 1 719 -172 -586 B Pin 16- 6-12 1 722 0 -677 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. .,FORCE..CSI. 8- 2 222 0.07 C 7- 4 533 0.13 2- 7 1083 0.35 C 0- 0 298 0.16 7- 3 339 0.09 C 5 6x8 - 0- 4-14 4x6 2x4 1-8-0 6x12 0-6-0 2.50 L-2.50 0-4-5_ W „-4-8 IN 719# 4"50" 722#4.50" 8-4-8 .8-4-8 9 8 7 _ 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 %lfationda System-S 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90050068 367 MedalBon PL Chuluota, FL 32766 Design: Matrix Analysis WARNING: y READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmcin& portal bracing or similar bracing which is a pan of D the building design and which must be considered by the building designer. Bracing shown is for lateral support of Imss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified I locations determined by the building designer. Additional bracing of the overall structure may be requited. (See Ii1B-91 orTPI).For specific truss bracing requirements, contact building designecfrruss Plate Institute, TPI is tooted nl 583 D'Onofrio Drive, Madison. Wisconsin 53719). Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 Profile Path: C:\TEE-LOR\Work JOHN A 5-1-7 Scale = 0.3663 Job: STJA3X WO: STJA3X TI: SIX nr:TLY Chk: 4/25/2007 Live. 16.0 psf Lbr DF: 1.25 Dead 7.0 psf Plt DF: 1.25 Live 10.0 psf O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Dead 10.0 psf Code: FLA AL 43.0 psf v5.4,18-89299 STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:T1-GX Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect inforumtion, specifications and/or designs famished to the truss designer by the client and the cormcnim or accuracy of this Information as it may relate to a specific project and accepts no responsibility or mantises no control with regard to fabrication, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSVIPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that life data shown are in agreement with the local building coda, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously bmcedbyshmlhingunlessothenviosp=flied. Where bottom chords in torsion are not fully bmced laterally by a properly applied rigid calling, they should be braced at a mmvimurn spacing of 10• 02 o.e. Connector plates shall be mnnufnclured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such mrification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to woad bearing. Conncclor plates shall be located on both fags of the truss with nails fully Imbedded and shall be syml. about Ihejoini unless otherwise shown. A 5A plate is Y wide s 4' long. A6s8 plate is 6' wide s 8• long. Slots (holes) run parallel to the plate length spelled. Double cuts on web members shall meet of the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes baud an the forces shown and may need to be increased for certain handling and/or erection stresses. This uniss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with accepted industry publications Trusses are to be handled with particular care during banding and bundling, delivery end installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Carefiol handling is essential and erection bracing is ahways required. Normal precautionary nation for Imsses requires such temporary bracing during installation between trusses to ovoid toppling and dominoing. The supervision of creation of Trusses shall be under the control of persons esycrienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than Ilse design loads shall not be applied to misses at any time. No toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is rompleted TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 2-8,3-8,4-8 SL: 2x10 SP #2 GB: 2x 4 SP #3 2x 4 SP #2 0-0,0-0 Unbalanced load case(s) have been checked. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 26.0 ft W= 26.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-967/614,2-3=-680/554, 3-4=-682/555,4-5=-325/235, BOT CHORD 10-0=-309/601,0-9=-335/714, 9-8=-335/709,8-7=-60/215,7-0=-35/206, 0-6=-95/247, Webs 9-2=-7/197,2-8=-541/454, 8-3=-340/459,8-4=-12/446,4-7=-794/481, 0-0=-25/112,0-0=-71/59, I MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. This truss has ben designed for wind in the plane of the truss only!!! Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 8 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 311x 0.12011 nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-01'. .WEB. ..FORCE,.CSI. Cr ,WEB, ..FORCE..CSI. 9- 2 197 0.06 C 4- 7 -794 0.47 2- 8 -541 0.63 C 0- 0 112 0.10 8- 3 459 0.56 C 0- 0 -71 0.04 8- 4 446 0.08 C 13-0-0 1, 13-0-0 2 3 4 9.00 -9.00 4x6 --Joint Locations 1) 0- 0- 0 5) 26- 0- 0 9) 6- 6- 0 2) 6- 6- 0 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 6- 0 4) 19- 6- 0 8) 13- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 927 0 -629 B Pin 19- 8- 0 1 1003 0 -513 B H Roll 25- 8- 0 1 482 0 -360 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ,.BC. ..FORCE..CSI. 1- 2 -967 0.52 A 10- 0 601 0.16 2- 3 -680 0.50 A 0- 9 714 0.27 3- 4 -682 0.52 A 9- 8 709 0.42 Cr 4- 5 -325 0.49 A 8- 7 215 0.33 C 7- 0 206 0.32 C 0- 6 247 0.20 C--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.10/905-0.16/556 3-2 Horiz. 0.01 0.02 NA Long term deflection factor = 1.50 3x4 2x4 6x8 2x4 3x4 3x4 3x4 �1 10- 6-13 0- 9-13 914 PM R 927# 8.00" 1003# 8.00" 482# 8.00" 1, 26-0-0 COSMETIC PLATES (44) 2x4 (R1- 0- 6) C/L: 19- 8- 0 (R1- 0- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: STJA3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ,y, ERECTING CONTRACTOR. BRACING WARNING: Dwg: Y�t�� ISiS Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr TLY Chk ; ll ii i V MM Systems ■. .a the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations datermined by the building designer. Additional bracing of the overall slrocture maybe required. (Sao KM-91 TC Live 16.0 ofTPD.For specific truss bracing requirements. contact building designer.fi'russ Plate Institute. TPI is located o1583 TC Dead 7.0 4005 MARONDA WAY D'Onofrio Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by. Truss Engineering Co,. P.A., 818 Soundside Rd. Edenton, NC 27932 $C Live 10.0 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE aWO050068 BC Dead 10.0 367 Medallion PL Chuluots, FL 32766 TOTAL 43.0 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\Ti-GX.prx Over 3 Supports Scale = 0.1354 X WO: STJA3X TI: Tl-GX 4/25/2007 psf Lbr DF: 1.25 psf Plt DF: 1.25 psf O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 psf Code: FLA STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:T3X Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on info -lion provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, speeifiations and/or designs furnished to the truss designer by the client and tare corteclnesis or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in aarordance iith ANSIMI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When rcviemed for approval by the building designer, the design loadings shaven most be checked to be sum that the data shown are in agreement with the local building codes, local climatic records for wind or snore leads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occrparey loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid wiling, the), should be braced at a maximum spacing of W-0" o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless othenvise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revue this rimming to verify [lint Ibis drawing is in conformam with [lie fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grntn. Members shall be ail for tight fitting wood to wood benring. Connector plates shall be located on both faces of the mass with nails fully imbedded and shall be sym, about thcjoinl unless otharmise sham. A 5s4 plate is 5" wide x 4' long. A 6x8 plate is 6" vvide x g" long. Slots (boles) ran parallel to the plate length specified. Double cols on web members shall meet at the co tmid of the %rbs unless odmnvise shown. Connector plate sins etc minimum sizes based on the forces showar and may need to be incased for certain handling ond/orerecion stresses. This truss Is not to be Nbrfated wilh fire retardant treated lumber unless otherwise shavn. For additional information on Quality Control refer to ANSIRml 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are In be follmved In accordance with accepted industry publications. Trusses art to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb position and for resisting lateral forces shall be designed 'and installed by others. Careful handling is essential and cation bracing is ahvays required Normal precautionary action for trusses requires such temporary bracing during Installation bctwoen trusses to avoid toppling and dominoing. The supervision oferection of Wsses shall be under the control of persons experienced in The installation of roses. Professional advice shall be sought if needed. Commnlmtion ofwnstmctian loads greater Nan the design loads shall not be applied to trusses at any lime. No leads other than the weight of the erectors shall be applied to trusses until slier all fnstening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-7 SL: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-876/571,2-3=-723/523, 3-4=-723/523,4-5=-876/571, HOT CHORD 8-0=-240/541,0-7=-348/663, 7-0=-348/663,0-6=-240/541, Webs 2-7ta-330/329,7-3=-384/604, 7-4=-330/329,0-0=-120/132,0-0=-120/132, 7-11-13 0- 9-13 EXCEPT AS SHOWN 1 849#� " Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 18.7 ft W= 18.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -876 0.29 A 8- 0 541 0.34 2- 3 -723 0.28 A 0- 7 663 0.75 3- 4 -723 0.28 A 7- 0 663 0.75 4- 5 -876 0,29 A 0- 6 541 0.34 9-4- 0 9-4- 0 2 3 4 9.00 -9.00 4x6 =Joint Locations 1) 0- 0- 0 4) 14- 0- 0 7) 9- 4- 0 2) 4-_ 8- 0 5) 18- 8- 0 8) 0- 0- 0 3) 9- 4- 0 6) 18- 8- 0 In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 849 0 -567 B Pin 18- 4- 0 1 849 0 -567 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2- 7 -330 0.24 C 0- 0 132 0.21 7- 3 604 0.34 C 0- 0 132 0.21 7- 4 -330 0.24 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/999-0.20/999 0-7 Horiz. 0.01 0.03 NA Long term deflection factor = 1.50 sx4 6x8 3x4 0-.6 ARE MiTek MT20 .. .rarwrrrr Martonda .systems 4005 MARONDA WAY Sanford, FL. 32773. (407) 321-0064 Fax-(407) 321-3913 TOMAS PONCE P.E. LICENSE ti0050069 367 MednUlon PL Chuluota, FL 32760 18-8-0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shaven on this drawing is not erection bracing, wind bmcing, portal bmcing or similar bracing which is a pan of the building design and which must be considered by Ilse building designer. Bracing shown is for lateral support of lass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by die building designer. Additional bracing of the overall structure may be required. (See NIB-91 ofTPI).For specific truss bracing requirements, contact building designen(Truss Plate institute. TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Component Engineering by: Truss Engineering Co.. P.A., Big Soundside Rd Edenton, NC 27932 5 7- 9-13 0- 9-13 849#W8.00" 0-.6) Scale = 0.2646 Eng Job: STJA3X WO: STJA3X Dwg: TI: T3X Dsgnr:TLY Chk: 4/25/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O,C.: 2- 0- 0 BC Live 10.0 psf FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA • STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:T4X DESIGN INFORMATION Tllis design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility far damages as a result of faulty or incorrect information, specification and/or designs furnished to the truss designer by the client and the eorreciness or accuracy of this information as it may relate to a specific project and accepts no responsibility or eeemises no central with regard to fabrication, handling, shipment and installation of lmssrs. This truss has been designed as an individual building component in accordance %with ANSMI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer. When reviewed for approval by The building designer, the design landings shown must be checked to be sum that the data shown arc in agreement Mill the toed building codes, local climatic records for wind or snow loads, project specifiations or special npplicd loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously braced by sheathing unless otherwise specified Where bottom chords in tension am not fully braced hacraily by a properly applied rigid ceiling, they should be braced at a moaimum spacing of 10'-0• o.e. Connector plates shell be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 650. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revinv this drawing to verify [hat this dialling is in mnformance with We fabricolor's plans and to realize a continuing responsibility for such verification. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed mar knotholes, knots or distorted groin. Members shall baeut for light filling wood to wood bearing. Connector plates shall be located on boll, rams or the truss with nails fully imbedded and shall be symt. about iliejoint unless o0,enetse shown. A 5a4 plate is V wide s 40 long. A 6A plate is 60 wide s 8- Ion& Slots (holes) ran parallel to the plate length specified. Double cuts on nab members shill raw at the centroid of the webs unless otherwise showlt. Connector plate sizes are minimum sizes based on the forces shoran and may need to be increased for mnain handling and/or erection stresses. This truss is not to be fabricated with rim retardant [reared lumber unless otherwise shorn. For additional information on Quality Control refer to ANShffP1 1-1995 PRECAUTIONARY NOTES All bracing and enaction recommendations are to be folkn ad in amordnnce with accepted industry publications. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb position and for resisting Intent forces shall be designed and installed by others. Careful handling is essential and creelion bmcing is always required. Normal precautionary action for Irussas requires such temporary bracing during installation between imssas to avoid toppling and deminoing. The supcnision of erection of trusses shall be under the corral of persons nwpericnced in the installation of trusses. Professional advice shall be songld if needed. Concentration of construction Inds greater Ihnn the design loads shall not be applied to trusses at any time. No loads other than the weight of the ereclors shall be applied to Imsses until o0er nil fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-164/122,2-3=-164/122, HOT CHORD 6-5=-45/115,5-4=-45/115, Webs 5-2=-23/82, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Long term deflection factor = 1.50 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 4.0 ft W= 4.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI 5- 2 82 0.03 C 2- 0- 0 2-0-0 1 2 3 9.00 -9.00 4x6 Qty:5 Joint Locations-- —_ 1) 0- 0- 0 3) 4- 0- 0 5) 2- 0- 0 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-14 1 218 0 -232 B Pin 3-11- 2 1 218 0 -232 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 -164 0.05 A 6- 5 115 0.04 2- 3 -164 0.05 A 5- 4 115 0.04 1-10-10 0- 4-10 218# 1.75" 218# 1.75" 4-0-0 ` 1 Tzl 6 5 4 1-0-0 4-0-0 1-0-0 (R1- 0- 6) (R1- 0- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: .�riiSi Bracing shove an d,is drawing is not erection bracing, wind bracing, penal bracing or similar boring which is o pan of 111 iii J �Ejj the building design and which must be considered by the building designer. Bracing shown is for lateral support of toss DsS • TLY Chk members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lacalions dUemdned by the building designer. Additional bmcing of the overall structure map 6e required. (Sce fi(8-91 TC Live 16.0 psf Scale = 0.5773 I WO: STJA3X TI: T4X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or daigm furoishal to the Iron designer by the client and the correctness or accuracy of this information as it MY relate to a specific project and accepts no responsibility, or mercises no conlml with regard to fabrication, handling. shipment and installation of trussa. This buss has been designed as an individual building component in accordance with ANSMI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When mimed for approval by the building designer, the design loadings shown must be checked to be sire that Ile data shown are in agreement will) the hunt building coda, local climatic records for wind or snow- loads, projal specifications or special applied loads. Unless shorn, loss has not been designed for storage or occupancy lands The design assuma compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully broad laterally by a properly applied rigid ailing• they should be braced at a mnnsimurn spacing of I(y-0' o.c. Connector Plata shall be manufactured from 20 gouge hot dipped golvanized steel mating ASTM A 633. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricalor shall reviery this drawing to verify, that this drawing is In conformance wills the fabricators plans and to resign a continuing responsibility for such werifmcllian. Any discrepancies are to be put in writing before calling or fabrication. Pala shall not be instilled over knothole, knots or distorted grain. Members shall be cot for light filling wood to wood bearing. Connector Plata shall be located on both faces of Ilene Irons with nails fully imbedded and shall be sym. about thejoinl unless olltenvise shown. A 554 plate is 5' wide x 4' long. A 6s8 plate is 6' wide s 8' long. Slogs (]lot") run parallel to the plate length specified. Double cuts on web members shall mcel at the anlroid of the webs unless olhcnvise shown. Connector plate sizes ate minimum sins based on the forces shown and may need to be increased for certain handling and/or erection stresses. This Wss is not to be fabricated with fire retardant held lumber unless otherwise shown. For additional information on Quality Control refer to ANSbTPI 1.1993 9 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance pith accepted industry publications. Tmssa are to be handled with particular cure during banding and bundling, delivery and installation to avoid damage. Temporary and permanenl bracing for holding messes In a straight and plumb position and for resisting lateral forces shall be designed and Installed by others. Careful handling. is asanlial and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between Imsses to avoid toppling and dominoing. The supervision oferecion of trusses shall be under the control of persons aperiencd in the installation of grosSCs. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to husas at any time. No loads other than the weight of laic erectors shall be applied go Imams until alter all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 GB: 2x 4 SP #3 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 17.3 ft W= 17.3 ft Truss in END zone, TCDL= 4.2 psf., BCDLee 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2ze-102/50,2-3=-108/93, 3-4ee-108/93,4-5=-102/50, BOT CHORD 1-9=0/0,9-8=0/0,8-7=0/0,7-5=0/0, Webs 9-2=-24B/220,8-3=-118/22, 7-4=-24B/220, 6-6-0 0-0-4 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/3 3- 8 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq ee 1.00 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -102 0.53 A 1- 9 0 0.17 2- 3 -108 0.51 A 9- 8 0 0.17 3- 4 -108 0.52 A 8- 7 0 0.17 4- 5 -102 0.39 A 7- 5 0 0.17 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.08/999-0.08/999 2-1(L) Horiz. 0.01 0.01 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel TI:V10X Qty:l Joint Locations--- 1) 0- 0- 0 5) 17- 3- 5 9) 4- 7-11 2) 4- 7-21 6) 17- 3- 5 10) 0- 0- 0 3) 8- 7-11 7) 12- 7-11 4) 12- 7-11 8) 8- 7-11 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14-0". ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 178 108 -3 B Pin 17- 2- 9 . 1 178 -108 -3 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 9- 2 -248 1.00 C 7- 4 -248 1.00 8- 3 -118 0.71 C 8-7- 11 8- 7-I0 I 2 3 4 5 9.00 4x6 -9,00 2x4 6x8 2x4 6-6-0 0-0-4 4. r I I I I if r EXCEPT AS SHOWN PLATES ARE MiTek MT20 tMaronda,WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: :iSi'!�r Bracing shown on [his drawing is not election bracing• nind bracing. portal bracing or similar bracing which is n pan ofD9 r•TLY Chkl� eie�:�� s the building design and which must be considered by the building designer. Bracing shown is for ]aleml support of grass member; only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified laralions delennind by Ile building designer. Additional bracing of the overall structure may be required. (Sec HM-91 TC Live 16.0 psf ofTPI).For specific truss bracing requirements, contact building designer.(Tntss Plnte Inslitulc. TPI is loealcd at 587 TC Dead 7.0 psf 4005 MARONDA WAY D'OnofrioDrive, Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A.• 818 Soundside Rd. Edenton, NC 27932 BC Live 10.0 psf (407) 321-0064 Fax (q07) 321-3913 TOMAS PONCE P.E. LICENSE *00050068 BC Dead' 10.0 psf 367 Medaa)on Pl. Chuluofa, FL 32766 TOTAL. 43.0 Asf Scale = 0.2061 WO: STJA3X TI: V10X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:VllX Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information prmided by the client. The designer disclaims any responsibility rot damages as a mull of finally or incormd infonnotion, speciliations inciter designs famished to the truss designer by the client and the correctness or accuracy or this information as it may relate to a specific project and accepts no responsibility or cveroises no control with regard to fabrication, handling, shipment and installation orlrusses. This truss has been designed as an individual building component in accordance with ANSTfrPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. Wltcn retimrcd for approval by the building designm the design loadings shown must be checked to be sure Ihal the data shown are in agreement ,,,III the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, Imss tins not been designed for storage or occupancy loads. The design nsnmes compression chords (lop or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced lalerally by a properly applied rigid ailing, they should be braced at a nmaimum spicing of io,v o.c. Connector plates shall be manufactured from 20 gauge Idol dipped galvanized steel mating ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrialion, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed ever knotholes. knots or distorted grain. Members shall be al for light filling wood to woad bearing. Connector photos shall be located on both faces of the truss with nails fully Imbedded and shall be Byrn. about the Joint unless uill-ise shown. A 5s4 plate is 5' wide x 4" long. A 6.,8 plate is 6' wide:s 8" long. Slots (holes) ran parallel to the plate length specified. Double arts on web members shall mat at the cenlmid o0he webs unless otherwise shone Connector plaic sizes are minimum sins based on the forces shown and may need to be increased for certain handling and/or erection stresses. This buss Is not Io be fabricated with fire retardant treated lumber on]= olhernise shown. Far additional information on Quality Control refer m ANSInTI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with accepted industry publialions. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permnnent bracing for holding losses in n straight and plumb position and for resisting lateral forms shall be designed and installed by others. Careful handling is essm lial and election bracing is always required. Normal precautionary action for trusses requires well temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision ofereclion oflrusses shall be under the control of persons ecperieneed in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the enclors shall be applied to busses until allot all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 GB: 2x 4 SP #3 2x 4 SP #2 4-11 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, CSC, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 21.7 ft W= 21.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-152/107,2-3=-103/21, 3-4=-113/120,4-5=-113/120,5-6=-103/21, 6-7=-152/107, BOT CHORD 1-13=0/0,13-12=0/0,12-11=0/0, 11-10=0/0,10-9=0/0,9-7=0/0, Webs 13-2=-191/172,12-3--229/209, 11-4=-132/0,10-5=-229/209,9-6=-191/172, 8-2-0 0-0-4 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3-12,5-10 1/3 4-11 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq = 1.00 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -152 0.21 A 1-13 0 0.10 2- 3 -103 0.48 A 13-12 0 0.13 3- 4 120 0.52 A 12-11 0 0.13 4- 5 120 0.51 A 11-10 0 0.13 5- 6 -103 0.46 A SO- 9 0 0.13 6- 7 -152 0.12 A 9- 7 0 0.10 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.06/999 3-2(L) Horiz. 0.01 0.03 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel 10-10-5 10-10-5 1 2 3 4 5 6 7 9.00 -9.00 4x6 2x4 2x4 6x8 2x4 2x4 -Joint Locations 1) 0- 0- 0 6) 18-10- 5 11) 10-10- 5 2) 2-10- 5 7) 21- 8-10 12) 6-10- 5 3) 6-10- 5 8) 21- 8-10 13) 2-10- 5 4) 10-10- 5 9) 18-10- 5 14) 0- 0- 0 5) 14-10- 5 10) 14-10- 5 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 0-12 1 103 143 -29 B Pin 21- 7-14 1 103 -143 -29 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 13- 2 -191 0.39 C 10- 5 -229 0.76 12- 3 -229 0.76 C 9- 6 -191 0.39 11- 4 -132 0.64 C 8-2-0 0- 0- 4 1034 1.50" Stud @ 4- 0- 0 103# 1.50" 21-8-10 4 13 12 1 io EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: i L a.ronda system Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of D9 r : TLY Chk . L��y7 the building design and which must be considered by the building designer. Bracing shorn Is for lateral support oriruas members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified laatlons dciermined by the building designer. Additional bracing of the overall structure may be inquired. (Sec HIB•91 TC Live 16.0 psf of7PD.For specific truss bracing requirements. contact building designec(Truss Plate institute, TPI is loeaned al saes TC Dead 7.0 psf 4005 MARONDA WAY D'Onofr o Dr ve, Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd. Edenton, NC 27932 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 t TOMAS PONCE P.E. LICENSE N0050066 BC Dead 10.0 psf 307 MedslHon P1. Ohuluota, FL 32766 TOTAL 43.0 sf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\V11X.prx Scale = 0.1439 WO: STJA3X TI: V11X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-89309 STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:V7X Qty:l DESIGN INFORMATION This design is far an individual building component and has been based on information provided by the client. The designer discloims any responsibility for damages as a milli of faulty or inrnrrecl infonmolion, speeifirnlim" and/or designs furnished to Ilia truss designer by the elical and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility or tvemises no central with regard to fabrication, handling, shipment and installation of Trusses. This truss has been designed as an individual building component in according with ANSlfTPI 1-1995 and NDS-97 to be incorporaled n pan of the building design by a Building Designer. When reviewed for approval by the building designer, Ibe design loadings sltowm most be checked to be sum that the data shoum are in agreement with the bull building codes,.loal climatic records for wind or snow Inds, project specifications or special npplied loads. Unless sho m. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in lension ate not fully braced laterally by a properly applied rigid ceiling. they should be broad at a maximum spacing of 10'-ir o.c. Connector plate shall be manurncu ed frem 20 gauge hot dipped galvanncd steel meeting ASTM A 653. Grade 40. unless otherwise shmvn. FABRICATION NOTES Prior to fabrication, ilia fabricator shall review this drawing to verify [lint this dmuing is in conformance with Ilse fubrialors plans and to mall= a continuing responsibility for such verification. Any discrepancies am to be put in writing before ailing or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be at for light rifting wood to wood bearing. Connector plate shall be located on both faces of the lass with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5s4 plate is S' wide x 4' long. A 6sR plate is 6" wide s 8" long. Slols (hole) ran parallel to the plate length specified. Double tuns on web members shall meet at the mntroid of the uebs unless otherwise shown. Connector pinto sins are minimum sires based oa the forms shown and may need to be Increased for mnain handling and/or erection stresses. This Wss is not to be fabricated with fire retardant booted Winner unless otherwise shown. For additional information on Quality Control refer to ANSY PI 1.1995 PRECAUTIONARY NOTES All bracing and creation recommendations are to be follmved in accordance with accepted industry publications. Trusses am to be handled with particular are during handing and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb position and for resisting lateral fonts shall be designed and installed by others. Careful handling is essential and erection bracing is ah ays required. Normal pricaulionary, action for I- requires such temporary bracing during insinuation between tosses to avoid toppling and dominoing. The supervisionoferection crintzes shall be under the comml of persons �'porienced in the installation of imsses. Professional advice shall be sought if needed. Concentration orconstmuion lads greater than the design loads shall not be applied to trusses of any time. No lads other Ihmn the weight of the creators shall be applied to trusses until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 GB: 2x 4 SP #3 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 3.9 ft W= 3.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Long term deflection factor = 1.50 1-6-0 0-0-4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model, All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 70 22 -31 B Pin 3-10- 9 1 70 -22 -31 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 -57 0.39 C 1-11-11 ]-11-10 1 2 3 9.00 -9.00 4x6 Joint Locations- 1) 0- 0- 0 3) 3-11- 5 5) 1-11-11 2) 1-11-11 4) 3-11- 5 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-45/22,2-3=-45/22, HOT CHORD 1-5=0/0,5-3=0/0, Webs 5-2=-57/46, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -45 0.10 A 1- 5 0 0.03 2- 3 -45 0.07 A 5- 3 0 0.03 0-0-4 I 1 r r l l I•41.51,11 3-11- 5 r 6 5 4 1-6-0 Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ��(( ERECTING CONTRACTOR. BRACING WARNING: Dwg: 1 Systems. Bracing shown on this dmuing is not creation bracing, wind bracing, papal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss D9 gnr : TLY Chk - - members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified ]=lions delcrmined ilia building designer. Additional bracing of the overall structure ma be s g a r TC Live 16 . 0 psf 4005 MARONDA WAY us of6noin.r rivefcdison, Wisconsin remen)s, contnat building duigner.(fmss Plate Institute, TPI is baled al SBJ PT Is located at 583 Donofrio Drive, Madison, Wisconsin 33719). TC Dead 7.0 elf p Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A.• 818 Soundside Rd. Edenton, NC 27932 BC Live 10.0 (407) 321-0064 Fax (407) 321-3913 psf TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead 10.0 psf 367 Medallion PL Chuluotts, FL 32760 TOTAL 43.0 sf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOTM A\U7v_. Scale = 0.6900 WO: STJA3X TI: V7X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-89310 011 • STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:V8X Qty:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by [lie client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications nnd/or designs famished to the truss designer by The elmril and the correctness or accuracy of this infnrnalion as it ntny mime to a specific pmjar and accepts no responsibility or axemises no control with regard to fabrication, handling. shipment and installation of Imsses. This tress has been designed as an individual building component in accordance with ANSIrrPl 1.1995 and NDS-97 to be incorporated as pan of the building design by n Building Designer. When m•icwmd for approval by the building designer. The design loadings shorn must be checked to be sum that [he data shown am in ngreemenl with the local building codes. loaf climatic records for wind or snow leads. project specifications or special applied loads. Unless shorn, truss has not been designed for stomgc or occupancy loads. The design assumes compression chards (top or bottom) am continuously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid ailing. they should be braced at a maximum spacing of IW-II' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gnlwniwd steel meeting ASTM A 653. Grade 40. unless otherwise shorn. (FABRICATION NOTES Prior to fabrication, the fabricator shall arAciv this drawing to verit, that this drawing is in conformance with j the fnbriatots plans and to malim a continuing responsibility for such verification. Any discrepancies are lobe put in writing beforecubing or fabrialion. Plaies shall not be installed over knotholes, knots or distoned grain. Members shall be eul for tight fitting wood to wood baring. Connector plates shall be larded an bout in= of die miss wish nails fitly imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6xg plate is 6' wide x B' long. Slots (holes) ran parallel to the plate length specified. Double cuts on %mb members shall mat at the cenlraid of the webs unless otherwise shown. Connector plate si =are minimum si= based on the forces shown and may need to be increased for certain handling and/or erection stresses. This Imss Is not to be fabricated with rim retardant [mated lumber unless otherwise shown. For additional infonnalion on Quality Conlml refer to ANSUTPI 1.1993 PRECAUTIONARY NOTES All bracing and erection recommendations am to be folloeed in accordance with accepted industry publications. Tresses arc to be (handled with particular are during banding and bundling, deliwmry and installation to avoid damage. Temporary and permanent bracing for (holding Imsses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is ulwre)s required. Normal precautionary action for lmsses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. Tie snpcnision of c=tion of trusses slap be under the control of persons espulenad In the installation of tresses. Pmfessional adiicc shall be sought if needed. Commntmtion of consimction lads greater dian (lie design lads shall not be applied to trusses at tiny time. No loads other than the %might of the erectors shall be applied to trusses until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: '2x 4 SP #2 GB: 2x 4 SP #3 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, CSC, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 8.4 ft W= 8.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.06/999 2-l(L) Horiz. 0.00 0.00 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel 3-2-0 0-0-4 :I -9.00 =Joint Locations 1) 0- 0- 0 3) 8- 4-10 5) 4- 2- 5 2) 4- 2- 5 4) 8- 4-10 6) 0- 0- 0 This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-107/50,2-3� 107/50, BOT CHORD 1-5=0/0,5-3=0/0, Webs 5-2=-134/100, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -107 0.52 A 1- 5 0 0.16 2- 3 -107 0.36 A 5- 3 0 0.16 3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. In -Plant Quality Assurance with Cq = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 164 52 -66 B Pin 8- 3-14 1 164 -52 -66 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 -134 0.89 C 4-2-5 1 2 9. 00 4x6 164# 1.50" Stud @ 4- 0- 0 16441.50" S- 4-10 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4972 WARNING: Eng Job: STJA3X WO: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO System ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: VBX Yt� l is Bracing shown an this drawing is not erection bracing wind bracing, portal bracing or similar bracing Mitch is a pan of i MM s the building design and which must be considered by [lie building designer. Bracing shorn is for lateral support of truss Dsgnr : TLY Chk : 4 /25 / 2 007 members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by file building designer. Additional bracing of [lhe overall structure may be required. (Sec HM-91 TC Live 16.0 psf Lbr DF : 1.25 r Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\VBX.prx STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:V9X Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on informalion provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or incorrect information. specifications and/or designs fitmished to the truss designer by The client and the conalness or accuracy of this infom ition as it may relate to a specific projecl and accepts no responsibility or everoiscs no control with regard to fabrication. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance wilir ANSVIPI 1-I995 and NDS-97 to be incorporated as pan of Ilse building design by a Building Designer, When reviewed for approval by the building designer• the design loadings shown must be checked tobe sure that the dam slim" am in agreement with Ilse local building codes, local climatic records for wind or snow loads, projed specifications or special applied loads. Unless shown, lass has not been designed for storage or occupancy loads. The design assumes compression chords (Top or balsa) arc continuously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Inlerally by a properly applied rigid ceiling, they should be braced at a maximum spicing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mxling ASTM A 653, Grade 40. unless othcnwiu sham. FABRICATION NOTES Prior To fabrication. the fabricalor shall rmiew this drawing to wcrif) that this dmuing is in conformance with the fabriators plans and to realize a continuing responsibility far such nrifr=lion. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed o'er knotholes, knots or distorted grain. Members ahnll be a1 for tight filling wood to wad baring. Connector plains shall be located an both toxs of the truss uith mils fully Imbedded and shall be sym. about thejoint unless olhersise shown. A 5s4 plate is 5' wide s 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) rein parallel to the plate length specified. Double cuts on web members shall meet at the antroid of the webs unless nlhenvim shown. Conneelur plate sizes are minimum sizes based on Ilre fortes shown and may need to be increased for certain handling and/or erection stresses. This truss is not To be fabricated with fire retardant treated lumber unless othcm�isc shown. For additional information an Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be follmsed in accordance with nccepted Industry publications. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and pemanmt bracing for holding Imssea in o straight and plumb position and for resisting lateral forces shall be designed and imalled by others. Calefirl handling is essential and election bracing is always required. Normal precautionary anion for trusses requires such temporary bracing during insallalion between trusses to avoid toppling and dninuing. The wpemision of erection of tmwm shall be tender the comol of persons evperienced in the installation of trusses. Professional advice slut[ be sought if needed. Concentration of construction loads greater than the design lads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to Irises unlit anor all faslening and bred ng is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 GB: 2x 4 SP #3 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. WndLod per ASCE 7-02, C&C, V= 140mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 12.8 ft W= 12.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-8l/26,2-3=-110/73, 3-4=-110/73,4-5=-8l/26, HOT CHORD 1-9=0/0,9-8=010,8-7=0/0,7-5=0/0, Webs 9-2=-188/176,8-3=-132/65, 7-4=-188/176, 4-10-0 0-.0-4 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 8 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq = 1.00 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -81 0.17 A 1- 9 0 0.09 2- 3 -110 0.55 A 9- 8 0 0.14 3- 4 -110 0.51 A 8- 7 0 0.14 4- 5 -81 0.09 A 7- 5 0 0.09 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I,Span-0.06/999-0.06/999 3-2(L) Horiz. 0.00 0.01 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel 6-5-0 6-5-0 1 2 3 4 5 9.00 -9.00 4x6 2x4 2x4 2x4 Stud I I I 1 4 h, Joint Locations 1) 0- 0- 0 5) 12-10- 0 9) 2- 5- 0 2) 2- 5- 0 6) 12-10- 0 10) 0- 0- 0 3) 6- 5- 0 7) 10- 5- 0 4) 10- 5- 0 8) 6- 5- 0 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 811 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 84 57 0 B Pin 12- 9- 4 1 84 -57 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ,.FORCE..CSI. 9- 2 -188 0.27 C 7- 4 -188 0.27 8- 3 -132 0.71 C 4-10-0 0- 0- 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: STJA3X READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Systems ERECTING CONTRACTOR. BRACING WARNING: DWg: Mdronda. Bracing shown on this drawing is not enxtion bracing, wind bracing, portal bracing or similar bracing which is a part of Dsgnr : TLY Chk' the building design and which must be considered by the building designer. Bracing shown is for lateral support of Imss members only to reduce buckling length. Provisions must be made to anchor lateral bracing of ends and specified 1ltcalions doermined by the building designer. Additional bracing of the overall structurestructuremay be required. (Sce FBBATC Live 16.0 psf p ofTPI).For specific truss bracing mquiremcnM contact building desigron(Truss Plate Institute, TPI is to=led at 587 4005 MARONDA WAY D'OnofrioDrive. Madison , Wisconsin53719), TC Dead 7, psf 0 Sanford, FL. 32771 Component Engineering by; Truss Engineering Co., P.A., 819 Soundside Rd. Edenton, NC 27932 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 BC Dead 10.0 psf 767 Medallion PL Chuluo* FL 327GG TOTAL 43.0 sf Design: Matrix Analysis Profile Path: C:\TEE-LO'C\Work\Jobs\140MPH\STJA3X\ST. JOHN A\V9X.prx Scale = 0.2488 WO: STJA3X TI: V9X 4/25/2007 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-89312 STAJF Name: TC: STJAF Customer:ST, 4x 2 SP #2 JOHN'S A WO:STAJF TI:FA Qty:3 )ESIGN WFORAIATION his design is foram indhidual building component and 4x 2 SP #2 D 13-21 Unbalanced load case(s) have been checked. -Joint Locations ---__-_---_ Isbeen based client. The SC: 4x 2 SP 42 2x6 continuous strongback, Attach to each ® 1) 0- 0- 0 15) 24- 6- 0 29) 21-11- 4 laimsamresionprmidrtdarroes signer disclaims responsibility geslem WB: 4x 2 SP #3 truss with 3-3.5"x 0.135" nails. Splice 2) 1- 6- 0 16) 25- 5- 0 30) 20- 1- 4 cull of raiilr'ar lnrnrmci information. cilicellon's War designs fiunished to the ltus designer by The elsenl (2) 4x 2 SP #3 10-32,21-22 strongback on truss vertical, MULTIPLE LOADCASES 3) 4- 0- 0 17) 28-11-12 31) 19- 5- 4 Mthe hictocorrectness oraccuracy nnallonosil nynsibiityorexincpmjo 4x 2 SP #2 0-0 -- This design is the composite result of multiple loadeasee. 4) 6- 6-12 18) 31- 5-12 32) 16- 9-12 ectand ceptsis ondaaepianignind na spicallols9•oresereship nocontrol [) or {y; Plate(s) OFFSET from joint center. Partial Double Chord to be same 5) 7-10- 8 19) 33-11-12 33) 14- 2- 4 bricelion.handling. shipment and installation oflmsses. and nit lationoo The Joint Detail Report must be included P size and grade as chord to which it is attached. 6) 10- 5- 4 20) 35- 3- 8 34) 11- 8- 4 7) 11- 1- 4 his Imss has ban designed as an indhidual building with any submittal, inspection, and/or This truss is designed in accordance 21) 35- 9- 2 35) 9-10- 9 Impatient in occtordance siilh ANSIfrPI 1.1995 and buildingdesignAll fabrication documentation, with the 2004 Florida Building Code section 8) 12-11- 4 22) 35- 9- 2 36) 9- 2- 4 9) 15- 5- 4 23) 35- -aBuilo Building Designer. henmoflm redfo • auildingg Designer. When reoedingforappr COMPRESSION Chords are assumed to be continuously braced 2306.1 and referenced standards, U.N.O. 3- 8 37) 7-10- 8 10) 16- 9-12 24) 32- 8-12 38) 6- 6-12 e building designer, the design loadings ¢Ismin must be must b unless noted otherwise, This truss In -Plant Quality Assurance with Cq = 1.11 11) 18- 2- 4 25) 30- 2-12 39) inked to be sure that the data shoisn are In agmement ills local is designed to bear on multiple In -Plant Quality Assurance, per 5- 3- 0 12) 20- 8- 4 26) lbe building codes• loot climatic swords far ind or samr lords. supports. Interior bearing locations should sec. 3.2.4 of TPI-1-02, for joint(s) : 27- 8-12 40) 2- 9- 0 13) project spaifscaiions or spasai p5iedaloads. sho . taus has not been designed be marked on truss. Shim or wedge if 2,9,11,19,20,24,31,32,33,34,40,41 22- 6- 4 27) 26- 5- 0 41) 0- 0- 0 14) 23- Uness storage or occupancy loads. The design a¢suma mpmssionchords (lop orbottom) amconlinuouslp necessary TC, to achieve full bearing. g• „FORCE,.CSI. Cr __ --idAII, REACTIONS PER BEARING LOCATION----- 2- 4 28) 24- 6- 0 FORCES (lb) - Max Compression/Max Tension ncedbyshuthingunlessoihensisespalficd. Where 1- 2 ,.BC. .,FORCE.,CSI. 0 0.113 A 41-40 870 0.22 X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2=0/0,2-3=-1405/0,3-4=-2133/0, hilly by ,operly from ellppliedords iensionarenoty cbeiad 2- 3 -1405 0.37 A 40-39 1909 0.44 0- 1- B 1 797 0 0 8 Pin 16- 9-12 � 4-5=-2349/40,5-6=-2141/274,6-7=-1429/709, shout bacedlateraloffy asimstm spacing of la'-0'o.e Connector aximuappaci rigid o,_wo.lhe)•nnectoreatessh shall shall be 3- 4 -2133 0.40 A 39-38 2349 0.71 1 2378 0 0 B H Roll 35- 5-15 1 912 7-8=-1429/709,8-9=-129/1300,9-10=0/3034, aisles anufatured from 20 gnuge hot dipped gahrmI.d steel 4- 5 -2349 0.37 A 38-37 2349 0.71 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 10-11=0/3034,11-12=-126/1D32,12-13=-1633/466, ecting ASTM A 653. Gmde Jd, unless olhomisc shaum. 5- 6 -2141 0.37 A 37-36 2349 0.69 Cr 13-14=-1633/466,14-15=-2871/0,15-16=-2871/0, 6- 7 -1429 028 A 36-35 ,1921 0.44 .WEB. „FORCE, .CSI. .WEB. „FORCE. .CSI. 41- 1 -56 0,01 Cr 16-17=-3032/0,17-18=-2702 /0, 18-19=-1833/0, 7- B -1429 0.27 A 35-34 1921 0,44 C 11-31 1394 0.56 41- 2 -1136 C19-20=0/0,20-21=0/0, m'ABRICATIONNOTES to nbrsrnison.the fsdranirshall marlarienr B- 9 1300 0.47 A 34-33 -975 0.22 0.24 C 31-12 -1337 0.28 2-40 744 CBOT CHORD 41-40=0/870,40-39=0/1909, ringtr ar oiling loafsplI sand to realize iin s In conformance ti•Ilh retion. 9-10 3034 0.83 A 33-32 -1820 0.27 0,30 C 12-29 927 0.37 40- 3 -702 0.15 C39-38=-40/2349,38-37=-40/2349,37-36=-40/2349, sponssulity rpinnsnndlo sponsibiliq' for such serificslion. Any discrepnncles pro Any discrep 10-11 3034 0.81 A 32-31 -1715 0.25 C 29-14 -999 0.21 3-39 312 0,12 C36-35=-474/1921,35-34=-474/1921, be puisn iinWailiefore milling or fnbricolian. Plata 11-12 1032 0.47 A 31-30 1024 0.76 C 14-28 1115 0.45 39- 4 -293 C34-33=-975/910,33-32=-1820/0,32-31=-1715/0, oin.Memll not be berslhallbeled or ned 12-13 -1633 0.33 A 30-29 1024 0.33 0,09 C 28-15 -472 0.10 38- 4 C31-30=-717/1024,30-29=-717/1024, mbersshallbecnilrotflesknolsgimodtoned slforlightaledo 13-14 -1633 0.22 A 29-28 2277 0.49 -224 0.05 C 27-16 -344 0.07 37- C29-28=-204/2277,28-27=0/2871,27-26=0/2871, nring. shnil hot p truss :Imss niih nails fiilly Imbedded and shall be sm. about hilnksibeddee located one sym.about 14-15 -2871 1.00 A 28-27 2871 0.67 5 245 0.10 C 16-26 564 0.23 5-36 -657 C26-25=0/3035,25-24=0/2379,24-23=0/1167, joint halm olhemise shorn. A 5A plate is Jo nide s 15-16 -2871 0.98 A 27-26 2871 0.67 0.14 C 26-17 -242 0.05 36- 6 535 0,21 C23-22=0/0, long. A 6x8 plate is V nide x S• long. Slots (holes) 16-17 -3032 0.91 A 26-25 3035 0.74 C 17-25• -464 0.10 6-34 -805 0.17 CWebs 41-1=-56/0,41-2=-1136/0, n parallel to Ilse plate length specified. Double cuts on :b 17-18 -2702 0.46 A 25-24 2379 0.69 C 25-18 448 0.18 34- 8 C2-40=0/744,40-3=-702/0,3-39=-84/312, members shall mcel nl the centmid or the n2bs unless 'umiseshmm Conneciarpinmsizes amminsmum 18-19 -1833 0,35 A 24-23 1167 0.94 847 0.34 C 18-24 -759 0.16 8-33 C39-4=-293/219,38-4=-224/59,37-5=-38/245, :masrdfr lherorcesshommandmmection 19-20 0 u' eaPPaarRZ30" 0 0.70 -1847 0.34 C 24-24 927 0.37 33- 9 1249 0.50 CS-36=-657/0,36-6=0/535,6-34=-805/0, :reared for ins obefabricat nnd/orem 20-21 0 0, 3 A C 19-23 -1587 0.33 9-32 -1616 C34-8=0/B47,8-33=-1220/0,33-9=0/1249, Iniss of dserualssollemise hoatedaiihRmminrdanitmaled retardant nberunlaa -__-----GLOBAL MAX DEFLECTIONS--------•s• ,0 .3Q C 23-20 679 0.27 a�_7n a•lp 1 4 C 9-32--1616 0,32-10=- - / 118/0,32-11=-1757/0, ollrtniise shorn. Forndditional rannnliononQunlityControl refer to ANSMI LL TL I �� 7 68 n na 32-11 -1757 259-.978 C Cif-31=0/1394,31-12--1337/0,12-29=0/927, 199.1 in./Ra ' in. JntIsI, 3$.9_2 29-14--999/0,14-28=0/1115,28-15=-472/0, I.Span -0.23/ - 27-16=-344/0,14-26=-7/564,28-=-472/0, RECAUTIONARY NOTES I bracing and emlion Horiz. 0. 4 r.n ,!97, n; 0 N 5 6 7 8 9 10 11 12 1314 IS 16-19=0/4Z7,19-21$-1587/b9233dtk0/679, mcommendntlons are to be loised in accordance niih accepted industry Long terns deflection•7:aeLOr = 1.so 22-21=-568/0, btientions. Trusses nm to be handled siih particular dsiring banding and bundling. dcliier and 01-34.801.5x3 3x4 W=3xG 4x6 dalltition to tumid damage. Temporary and permanent icing for holding trusses in a straight and plumb 1.5x3 3x6 3X4 13x4l 3x4 4x6 4x6 3x4 4x6 4x6 W=3x6 I.Sx3 1-4-0 3x4 3x4 3x4 4x6 2x4 3x4 silion and far resisting lateral forces shall be designed d Inslnlled IT olhem Careful handling Is essential and titian bracing is nlrms required. Normal precautionary ;ion for CrossesbetrawnInasssuo vidtopplinga d during ;inflation mincing. Tic RIG 3x4 1.$ 3 3x6 3x6 4x6 4x10 3x4 �.�4.�,�� _ 2_!�'= W=3x6 6x8 (6x8 1_ �x$ 3x4 3x6 of Persons trc esedson orlmssu shall be der the control of persons mperienced In the �•"^•"I 3X4 4x6 X j4x6i dollailon of inlssa. Pmruslanal edsice shall be sought 3x4 seeded. Concentration ofconsuuction leads greater than W : design lands shall not be applied to trusses ni any lime. land¢ PI 7979 Iolbe, than the imighl orihc arectors shall be 3.00" 23789 3,50" plied to Imsses until after nil Ihsmning and bracing Is 912t16.38" aplcmd 35-9-2 41 40 A9 A8 7 05 A4 3 2 00 ig 28 27 16 5 4 2 C/L. 16- 9-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO p ERECTING CONTRACTOR. BRACING WARNING: Y�nd d Syst-� S Bracing shanty on this droning Is not erection bracing, mind hmcing, portal bracing or similar bracing which Is a pert or t 'V •a ��Fiii �y the building design and which must be considered by Iho building designer. Bracing shone is for lateral support of Imss members only to reduce btickisng length. Prm•ssions must be made to anchor InlemI bmcing al ends and spcciricd I.....ns determined by ilia building designer. Additional bracing of Ilse oiemll sln,clum ran), be required. (Sae 1416.91 of Tpr).For specific truss bmeing regsummem., contact building design-Crrusa Plam Insiinim, TPI Is hailed all 593 4005 MARONDA WAY D'Onahlo Driie, Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Tnlss Engineering Co., P.A., 918 Soundsidc Rd, Edcnton, NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMA9 PONCE P.E. LICENSE WOO50068 767 Madolllon PI. Chuluola, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\STJAF\STJAF\FA.prx Over 3 Supports Scale = 0.1843 Eng Job: STAJF Dwg: Dsgnr:TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf HC Live 0.0 psf BC Dead 5.0 psf WO: STAJF TI: FA 4/25/2007 Lbr DF: 1.00 Plt DF: 1.00 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90959 A STAJF Name: STAAF Customer:ST. JOHN'S A WO:STAJF 'ESIGN INFORMATION Its design Is for an Individual building component and s been based on information provided by the client. The signer disclaims any responsibility far damages as a still of faulty or Incorrect Information, specifications d/or designs furnished la the Imss designer by the client d the cormclum or accuracy of Lids information as 11 ay mini- to a specific projeel and accepts no spancibilin• or a ereius no control v ilh regard to arialion. handling. shipment and installation of masses. his trusshas been designed as an Individual building mponenl in accorirma vilh ANSMI 1.1993 and 3S-97 to be incorporated as part of the building design a Building Designer. When m•iered for approval by a building designer, the design loadings shottnl most be ecked to be sure that the darn shoat ore In agreement Ih this local building codes, toad climnile records for nil or snmv loads, project spccircellans or special plied loads. Unless shonri. truss has not ban designed r storage or occupancy leads. The design aammes mpression chords (lop or bottom) am continuously mad by sheathing unless oberi ise specified. Where llom chords in tension arc not Polly braced laterally by a operly applied rigid ailing• they should be braced at a isimum spacing of ivv o.c Connector plates shall be inufaclumd from 20 gauge hot dipped galvanized steel reting ASTM-A 663. Grade 40. unless alherrise shosva. ABRICATION NOTES for to fabricotlon, the fabricator shall mi., Ibis ling to vcrll • that this droning Is in conformance nigh : hbricames plans and to realize a continuing yonsibilit• for such veNiudlun. Any discrepancies are be put in nailing before culling or fabrication. Plates all not be Installed over knolholm knots or distorted tin. Members shall be cut for tight ruing rood to nood nring. Connector plates shall be located on both faces of : Iran Mlh nails fully Imbedded and shalt be silt. about !Joint unless olherivise shoum. A SsJ plate Is V nide x long. A 6A plate is 6' nide x 8' long. Slots (bola) a parallel to the plate length specified, Double cuts on :b members shall meet et the aenuuld of the nebs unless 'cruise shanty Connector plate sizes ate minimum es based on the fosses sham and may need to be mumsed for certain handling and/or erection slmsses. pis Imss Is not to be fabriarod ivlih rim retardant treated nber unless otherwise shmim. Far Additional bmalion an Quality Control mile, to ANSIIrPI 1993 RECAUTiONARY NOTES I bracing and erecllon m ommmdalians art to be loved in accordance eith accepted industry blieallons. Tni ss am to be handled with particular e during banding and bundling, deliver), and Imitation to mold damage. Temporary and permanent icing for holding musses In a straight and plumb sidon and for resisting Inlcml forces shall be designed d Installed by others. Careful handling Is essential and sdon bracing is alnuls required Normal precautionary ,ion for Imssa requires Rich lempomn• bracing during aallolion betmcn no"" to ovoid toppling and minoing. The mpm•ision oremeLio. of Inisaas shall be der the control of persons experienced In the unllmion of trosses. Professional advice shall be soughl laded. Concentration of cons mm ian loads greater than : design lords shall not be applied to tnisses at art• Lime. a lands other than the'reight of the erectors shall be plied to trusses until nfler nil Ihstening and bracing is ripleled TC: 4x 2 SP #2 Unbalanced load case(s) have been checked. 4x 2 SP #2 D 6-13 ® 2x6 continuous strongback. Attach to each BC: 4x 2 SP #2 truss with 3-3.511x 0.135" nails, Splice 4x 2 SP #2 D 22-30 strongback on truss vertical. WB: 4x 2 SP #3 -MULTIPLE LOADCASES -- This design is the (4) 4x 2 SP #3 8-34 composite result of multiple loadcases, (2) 4x 2 SP #3 9-32,10-32,21-22 Partial Double Chord to be same size and 4x 2 SP #2 D 0-0 grade as chord to which it is attached, 4x 2 SP #2 0-0,0-0 11 This truss is designed in accordance with or 0: Plate(s) OFFSET from joint center, the 2004 Florida Building Code esction The Joint Detail Report must be included 2306.1 and referenced standards, U.N.O. with any submittal, inspection, and/or In -Plant Quality Assurance with Cq fabrication documentation. In -Plant Quality Assurance, per All COMPRESSION Chords are assumed to be sea, 3.2.4 of TPI-1-02, for joint(s): continuously braced unless noted otherwise. 3,8,9,11,24,31,33,35,41 This truse is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION ----- supports. Interior bearing locations should X-Loa BSet Vert Horiz Uplift Y Type be marked on truss. Shim or wedge if 0- 1- 8 1 B90 0 0 B Pin necessary to achieve full bearing. 16- 9-12 1 3055 0 0 B H Roll FORCES (lb) - Max Compression/Max Tension 35- 5-15 1 904 0 0 B H Roll TOP CHORD 1-2=0/0,2-3=-.1611/0,3-4--2536/0, PROVIDE UPLIFT CONNECTION PER SCHEDULE 4-5--2903/0,5-6=-2787/102,6-7=-2787/102, ..TC. .,FORCE „ CSI. Cr ..BC. .,FORCE..CSI, 7-8--2155/505,8-9=-801/1059,9-10=0/3703, 10-11=0/3703,11-12=-16/1656,12-13=-1537/1001, 1- 2 0 0.21 C 42-41 983 0.26 2- 13-14=-1537/1001,14-15=-2801/287, 3 -1611 0.44 C 41-40 2204 0.57 3- 4 -2536 0.52 C 40-39 2903 0.92 15-16=-2801/287,16-17--2980/7,17-18=-2664/0, 4- 5 -2903 0.53 C 39-38 2903 0.92 18-19=-1815/0,19-20=0/0,20-21=0/0, 5- 6 -2787 .0.58 C 38-37 2903 0.91 BOT CHORD 42-41=0/983,4 L-4 - /2204, �� 6- 7 -2787 0.40 C 37-36 2621 0.63 40-39=0/2903,39;(8B-O/2903, n/2ona 7- 8 -2155 0.36 C 36-35 2.621 0.64 37-36=-286/2621,36-35--2B')S./g821, 8- 9 1059 0.29 C 35-34 1642 0.43 35-34=-769/1642,34-33=-769/1942, 9-10 3703 0.95 C 34-33 1642 0.43 33-32=-1819/0,32-31=-2338/0,31-30=-1295/922, 10-11 3703 0.99 C 33-32 -1819 0.30 30-29=-1295/922,29-28=-681/2194, 11-12 1656 0.62 C 32-31 -2338 0.43 28-27=-287/2801,27-26=-287/2801,26-25-0/2990, 12-13 -1537 0.34 C 31-30 -1295 0.27 25-24=0/2352,24-23=0/1151,23-22-0/0, 13-14 -1537 0.15 C 30-29 -1295 0.33 Webs 42-1=@gE1R013iF/o, 14-15 -2801 0.65 C 29-28 2194 0.50 2-41=0/873,41-3=- 6/0,3-40=-42/461, 15-16 -2801 5 C 28-27 2801 0.71 40-4=-498/166,39-4=-213/127,38-5=-100/Yf 1617 2g11n J �,1 r 27 21; 2R01 n 71 5-37=-690/0,37-7-0/544,7-35=-759/0, 17-la -2664 2g.918 C 26-25 2990 0,75 35-8=0/822,34-8- /722,8-33--1747/0, 33-9-0/2199,9-3556'0,32-0-L3 1B-19 -1815 0 4$5-0,225-24 2352 0.71 32-11=-1818/0,131-31=d/1457,33-12=-1345/0, 5 19-20 E9rT_-_9TT_ 6 720-23. 8 0 90.510 CIA3-22 1.2 o13(147215 12-29=0/982,29-14=-1077/0,14-28=0/1219, 28-15=-494/027-16--411/0,16-26=0/684, i 0-6318=-30b-/ 0if3X% -453/53,25-18=-37/43A, W=3x6 6x8 B 20-0/63/ ,z 2Q;� raOJ�$23%19g $=-15 3x4 3x4 4x10 Sx10 3x4 4x6 4x6 W=3x6 3x6 4x6 3x6 1.50 W=3x6 3x6 5x8 5x10 W=3x6 6x8 (6x8] 1.5x3 3x4 6x8 4x6 ' 3x4 TI:FA-GRD Qty:l -Joint Locations--- 1) 0- 0- 0 15) 24- 6- 0 29) 21-11- 4 2) 1- 6- 0 16) 26- 5- 0 30) 20- 1- 4 .3) 4- 0- 0 17) 28-11-12 31) 19- 5- 4 4) 6- 6-12 18) 31- 5-12 32) 16- 9-12 5) 8- 4- 2 19) 33-11-12 33) 14- 2- 4 6) 9-11- 5 20) 35- 3- 8 34) 13- 5-10 7) 10-10-14 21) 35- 9- 2 35) 12- 1-14 8) 13- 5-10 22) 35- 9- 2 36) 10- 3-14 9) 15- 5- 4 23) 35- 3- B 37) 9- 7-14 10) 16- 9-12 24) 32- 8-12 38) 8- 4- 2 11) 18- 2- 4 25) 30- 2-12 39) 6- 6-12 12) 20- 8- 4 26) 27- 8-12 40) 5- 3- 0 13) 22- 6- 4 27) 26- 5- 0 41) 2- 9- 0 14) 23- 2- 4 28) 24- 6- 0 42) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLY From PLY To TC Vert L+D -100 0- 0- 0 -100 35- 9- 2 BC Vert L+D -10 0- 0- 0 -10 35- 9- 2 Concentrated LBS Location BC Vert L+D -731 13- 5-10 .WEB, „ FORCE..CSI. Cr WEB. ..FORCE.,CSI. 42- 1 -56 0.01 C 32-11 -1818 0.38 42- 2 -1284 0.27 C 11-31 1457 0.58 2-41 873 0.35 C 31-12 -1395 0.29 41- 3 -826 0.17 C 12-29 982 0.39 3-40 461 0.19 C 29-14 -1077 0.23 40- 4 -498 0.10 C 14-28 1219 0.49 39- 4 -213 0.05 C 28-15 -494 0.10 38- 5 240 0.10 C 27-16 -411 0.08 5-37 -690 0.15 C 16-26 684 0.27 37- 7 544 0.22 C 26-17 -309 0.06 7-35 -759 0.16 C 17-25 -453 0.09 35- 8 822 0.33 C 25-18 434 0.17 34- B 722 0.07 C 18-24 -747 0.16 B-33 -1747 0.36 C 24-19 923 0.37 33- 9 2199 0.88 C 19-23 -1565 0.33 9-32 -2556 0.25 C 23-20 638 0.26 32-10 -134 0.01 C 22-21 -537 0.05 --------GLOBAL MAX DEFLECTIONS--------- 1617n./Rati8 in.XRat30? I.Span-0.22/999-0.49/448 Horiz. 0.04 0." Long term deflection factor 6X81 6x8 3x4 6x8 3x6 6x8 3x4 3x6 3x, 3x6 (4x6] 8904 3.00" 3055#3.50" 904 R 35-9-2 42 41 40 - 7 6 5 4 3 2 1 0 9 9R8 5 4 7319 C/L: 16- 9-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoitm on Ihis dmtring is na erection bracing, nind bracing• portal bracing or similar bracing irhich Is a part of the building design and which must be considered by the building designer. Bracing sham is for lateral support of Imss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified iocoltons determined by ilia building designer. Addlllonal bracing of the ovemll structure may be required. (See)UB.91 afTPr.Far spectre Imes bracing requirements, contact building deslgner.(Tros Plate Institute. TPI Is taunted at 563 4005 MARONDA WAY D'Onorrio Drive, Madison, Wisconsin 53719), Sanford, FL. 32771 Component Engineering by: Tress Engineedng Co., P.A., 818 Soundside Rd, Edenton, NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *00050068 307 Medallion Pl. Ghuluota, FL 32700 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\STJAF\STJAF\FA-GRD.prx Jnt(s) 16 NA Over 3 Supports Scale = 0.1843 Eng Job: STAJF Dwg: Dsgnr:TLY Chk: TC Live 40.0 psi TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 osf WO: STAJF TI: FA-GRD 4/25/2007 Lbr DF: 1,00 Plt DF: 1.00 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90962 STAJF (Name: STJAF Customer:ST. JOHN'S Al WO:STAJF ESIGN INFORMATION its design Is for an individual building component and s been based on information psmided by the client. The signer disclaims any responsibility for damages as a AT of fmdty• or maned Information. spedfiadans Tiler designs nandshd to the Truss designer by the client d The arecire3s or accuracy of this information as it ty• relate It a specific project and atazpts no .ponsibility• or eaemises no contml pith regard to )ration handling• shipment and Installation of trusses. his Imss has been designed as an Individual building inpatient in accordance with ANSVPPI 1-1995 and )S•97 to be Inarpomled as pan or the building design a Building Designer. When miewed for approval by building designer. the design loadings shown must be ccked to be sure that The dma shore art In agreement th the local building codes, local climatic records for ad or snow lads project! specifications or special plied leads. Unless shorn, Truss has not been designed r storage or occupancy loads. The design assumes mpresslem chards (lop or bottom) are comimrousty• iced by sheathing unless otherwise specified, whem nom chords in lension ore not fully braced lolemlly by a aped)• applied rigid ailing• They should be braced at n tsimum spncing of 10'-0" o.e. Connector plates shell be snsrfnchued from 20 gauge hot dipped gnhmnized steel mdng ASTM A 653. Grade 40. unless mliernise shown, ABRICATION NOTES for to fabrication. The Nbriaror shall mica this aping to werilj• Thal this drawing Is In conf ,manna with s fabricators plans and to realize a conlinuing ;ponsibilin• for such Aerifialon. Any discrepancies am be put In 11 riling before ailing or Ihbriatlon. Plot" Tit not be installed over knotholes knots or distorted sin. Members shall be at for light fining wood to wood -ring, Connector plain shall be located on both faces'or : truss with nails fully Imbedded and shell be s)ms. about :joint unless otherwise shown. A 5s4 plate is 5" wide s long. A 6sg Plata Is V wide < g" long. Slots (hales) s parallel to The plate length specified. Double cuts an b members shall meet at Ilse ammid of the webs unless lernim shown. Connector plate sizes me minimum cs based an the forces shorn and may need To be :a used for certain handling and/or erection stresses. is miss is not to be fobriaied wiih fire retardant treated Tiber unless otherwise shown. For additional emotion an Quality Control refer to ANSVfPI 1995 RECAUTIONARY NOTES I bracing and erection reammendatiens am to be loned in accordance ndlh ncwpld Industry blialiom. Tnusas am to be handled with particular e during banding and bundling• defiwery, and ;lallalion to mold Thimnge. Temporary and permonenl icing for holding Imssn in IT straight and plumb silinn and for misting lateral forces shall bo designed d installed by others. Careful handling is essential and Vital bracing is always required. Normal precoullonary ,ion Pot Trusses requires Rich temporary bracing during ;Inllnlion between Imsus to amid Toppling and minting. The supenision oferecdun of trusses sbnll be der the control of persons eryddenced in the ;Inllalion of lmsses. Professional odwice shall be sought seeded. Concentration c reenstmction loads greater than t design loads shall not be applied to tram at an), Time. o lands other than the wwelgill of The erection shall be plied To Imsses until after all fastening and bracing is mpleted TC: 4x 2 SP #2 ' BC: 4x 2 SP #2 4x 2 SP #1 D 13-21 WB: 4x 2 SP #3 (2) 4x 2 SP #3 12-13 4x 2 SP #2 0-0 11 or 0: Plate(e) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation, All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE.,CSI. 23- 1 -53 0.01 C 6-17 200 0.08 23- 2 -1530 0.33 C 17- 7 233 0.09 2-22 110e 0.44 C 7-16 -645 0.14 22- 3 -1058 0.22 C 16- 8 630 0.25 3-20 669 0.27 C 8-15 -954 0.20 20- 4 -673 0.14 C 15-10 1154 0.46 4-19 737 0.30 C 10-14 -1939 0.39 19- 5 -305 0.06 C 14-11 733 0.29 is- 6 -223 0.04 C 13-12 -608 0.06 --------GLOBAL MAT{ DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s), I.Span-0.34/644-0.53/412 7-6 Horiz. 0.05 0.08 NA Long term dafleot19Dl6flqtX)�- �090 8-9-6 8-9-6 1 2 0- 3-'8 1.5x3 1.5x3 0 1-T0 4x6 W=3x6 4x6 Unbalanced load case(s) have been checked, 2x6 continuous strongback. Attach to each truss withl3-3.5"x 0.135" nails. Splice strongbaak ion truss vertical. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Partial Double Chord to be same size and grade as chord to which it is attached. In=Plant Quality Assurance with Cq at 1.11 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 2,3,4,8,14,23 FORCES (lb) - Max Compression/Max Tension TOP CHORD 122=0/0,2-3=-1968/0,3-4=-3209/0, 4-5=-4037/0,5-6=-4037/0,6-7=-3952/0, Cr 7-8=-3321/0,8-9=-2182/0,9-10=-2182/0, C SO-11=0/0,11;12=0/0, CBOT CHORD 23-22=0/1171,22-21-0/2728, C21-20=0/272B;20-19=0/3693,19-16=0/4037, C18-17=0/4037'I17-16-0/3784,16-15=0/2868, C 15-14=0/1353,14-13=0/0, C Webs 23-1=-53/0,23-2=-1530/0, C2-22=0/1108,22-3=-1058/0,3-20=0/668, C 20-4=-673/0,4-19-0/737,19-5=-305/0, C18-6=-223/0,6-17=-116/200,17-7-0/233, 7-16=-645/0 i16-8=0/630,8-15=-954/0, 15-10=0/1154,110-14=-1838/0,14-11=0/733, 13-12=-608/0,1. 19-1-2 TI:FB Qty:5 -- -- =Joint Locations- - 1) 0- 0- 0 9) 16- 1- 8 17) 11- 0-12 2) 1- 6- 0 10) 17- 3-12 18) 9- 9- 0 3) 4- 0- 0 11) 18- 7- 6 19) 7- 9-12 4) 6- 6- 0 12) 19- 1- 2 20) 5- 3- 0 5) 7- 9-12 13) 19- 1- 2 21) 3- 5- 0 6) 9- 9- 0 14) 18- 7- 8 22) 2- 9- 0 7) 12- 3-12 15) 16- 0-12 23) 0- 0- 0 8) 14- 9-12 16) 13- 6-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa BSet Vert Horiz Uplift Y Type 0- 1-12 1 1050 0 0 B Pin 18- 9-15 1 1050 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE.,CSI, 1- 2 0 0.17 A 23-22 1171 0.28 2- 3 -1968 0.31 A 22-21 2728 0.61 3- 4 -3209 0.46 A 21-20 2728 0.49 4- 5 -4037 0.76 A 20-19 3693 0.76 5- 6 -4037 0.72 A 19-18 4037 0.97 6- 7 -3952 0.87 A 18-17 4037 0.97 7- 8 -3321 0.45 A 17-16 3784 0.66 8- 9 -2182 0.23 A 16-15 2868 0.63 9-10 -2182 0.43 A 15-14 1353 0.89 10-11 0 0.57 A 14-13 0 0.67 11-12 0 0.57 A 8 9 10 11 12 3x4 VV=3x4 6x8 3x63x6 1-4-0 3x4 [3X 1 1.50 3x4 3x4 4x6 4x62x4 [ l 4 7 I I 1 1050# 3.50" 10500# 1� .38" 19 I2 23 22 21 20 i9 18 17 16 15 1413 EXCEPT AS SHOWN PLATES ARE MiTek MT20 pow iaronda Systems l j 4005 MARONDA WAY Sanford, FL. 32771 (4407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $00050068 367 Medallion PI. Chuluolln, FL 327GG Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Bracing shown on This droning is tsol emcllon bracing, wind bracing• portal brneing or similar bracing which Is a par of the building design and which mTTsl be considered by The building designer. Bmcing shorn is for lateral support of tniss members only to redo= buckling length. P-Isiotis maid be made la anchor TTIcml bmcing at ends and apecincd locations determined ITT- Iho building designer. Addilionnl bmcing of the oaroll stmdum may be ramd,,d. (See HtB.91 afTPI).For specific tress bracing requlremeals antnel building deslgnen(Truss Plate Tnniinle, TPI Is Iocnlcd at 583 D'Onofrio Driwe, Madison, Wisconsin 53719). I Component Engineering by: Tress Engineering Co., P.A., 818 Soundslde Rd, Edenton, NC 27932 Profile Path: C:\TEE-LOR\Work\Jobs\STJAF\STJAF\FB,prx Scale = 0,3212 Eng Job: STAJF WO: STAJF Dwg: TI: FB Dsgnr:TLY Chk: 4/25/2007 TC Live 40.0 psf Lbr DF: 1.00 TC Dead 10.0 psf Plt DF: 1.00 BC Lives 0.0 psf O,C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 BC Dead 5.0 psf Code: FLA TOTAL 55.0 psf v5.4.18-90966 STAJF 1 Name: STAAF ;SIGN INFORMATION design is for nn individual building component and Men based on InfmmmlAA P-'IdW by Ilm client. The Iner disclaims am• responsibility, for damages As a I of fault• or Inomrcct information, spocifiallons or designs furnished to the truss designer by the client the conacinesi or accuracy of this Informalion as it relate to a specific pra)ecl and Accepts no ,risibility or a ¢ices no conlral ,i,h regard to Milan. handling, shipment and Insinllalion of Imsses. I Ines has been designed as an Indhidual building ,anent In Accordance pith ANSMI 1.1995 and I.97 to be Incorporated as pan or the building design Bldlding Designer. When wiewtd for oppmvml by ndlding designer, the design loadings shmvm must be ked to be sure that Ilia dale shown Am In Agreement the local building codes local climatic records far I or snow loads, pm)ect specifications or special led loads. Unless shown Imss has not been designed lamge or occupancy loads. The design assumes )mssion chords (top or botla*om continuously :dlo' shenthing unless uthenrise specified. When: ,in chords In Tension am not fully braced lelerally by a crly Applied rigid ailin& they should be braced at A Imum spacing of 10'-0- o.e. Cunneelor plates shall be nfnctured from 70 gauge hot dipped gnismnized steel ing ASTM A 653. Gmde 40. unless alb -ice show,, ,BRICATION NOTES to fobriMtioa the fabricator shall mien- this ing to rcriM1• that this draping Is in conformance nith sbriMlor's plans and to realise n continuing Insibility for s¢h uerination. Any discrepancies are put in vmling before calling or fabriention. Plates not be installed over knmholm knots or dhlaned i. Members shalt be col for light fitting end to neod ng. Connector plates shall be located on both faces of vas pith nails fully imbedded And shalt be sym. about AM unless olhentise shmM. A 5c4 plate is S' aide a ng. A 658 plate is 61 %iidc a 8' long. Slols (holes) mrallel to the plate length spmined. Double cuts on members shall meet at the centroid of the ntbs unless rise Adam, Connector plate sizes arc minimum based on the farces shmvn and may need to be 0 aced for certain handling nndfor erection stresses Imss is not to be fnbdaled wilh fire retardant Inelled er unless cib-11se Ann. For additional mntion on Quality Control refer to ANSVIPI )5 ECAUTIONARI' NOTES racing and erection mcommen intions ore Io be red in Accordance nilh accepted industry Mlions. Trusses are to be handled nith particulnr during bending and bundling, dehvcry, and Ilalion to eveid damage. Tempamry and permanent ng for holding intsxs in a straigill and plumb Ion and for resisting lateral farces shall be designed nslalled by others. Careful handling Is essenlial And ion bracing is Rloms required. Normal precautionary n for Intsvrs requires such iempomr)• bracing during Ihtion beineen Imssas to Amid toppling And reing. The supcnision of oration of trusses shnil be r the control of persons mperienced in the Italton of imsses. Professional d,-I. shall be sought :ded. Concentration of construction Inds greater then esign loads shall not be applied to Imss of any time. ands other Than the %eight of the erectors shalt be M to trusses until after roll fastening and bracing is dated C1lstomer:ST, JOHN'S A WO:STAJF TC. 4x 2 SP #2 BC: 4x 2 SP #2 WB: 4x 2 SP #3 Unbalanced load case (a) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=0/0,2-3=-1291/0,3-4=-2026/0, 4-5--2026/0,5-6=-1919/0,6-7=-1295/0,7-8-0/0, BOT CHORD 15-14=0/814,14-13-0/1736, 13-12=0/2026,12-11=0/2026,11-10=0/1755, 10-9=0/809, Webs 15-1=-49/0,15-2=-1063/0, 2-14=0/649,14-3=-633/0,3-13-0/547, 13-4=-234/0,12-5=-144/64,5-11=-322/48, 11-6=0/304,6-10=-640/0,10-7=0/677, 7-9=-1056/0,9-8=-56/0, Typical Panel = 30" 6-2-0 6-2-0 () or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N,O. ----MAX. REACTIONS PER BEARING LOCATION----- X-I,od B8et Vert Horiz Uplift Y Type 0- 1-12 1 147 0 0 B Pin 13- 5- 4 1 747 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. is- 1 -49 0.01 C 5-11 -322 0.07 IS- 2 -1063 0.23 C 11- 6 304 0.12 2-14 649 0.26 C 6-10 -640 0.13 14- 3 -633 0.13 C 10- 7 677 0.27 3-13 547 0.22 C 7- 9 -1056 0.22 13- 4 -234 0.05 C 9- 8 -56 0.01 12- 5 -144 0.03 C 1 2 3 4 8 1,50 1-4-0 5 Gl TI.FC Qty:3 -------Joint Locations=----_---_ 1) 0- 0- 0 6) 9- 7- 0 11) 8- 4- 0 2) 1- 6- 0 7) 12- 1- 0 12) 7- 0- 4 3) 4- 0- 0 8) 13- 7- 0 13) 5- 3-12 4) 5- 3-12 9) 13- 7- 0 14) 2- 9- 0 .5) 7- 0- 4 10) 10-10- 0 15) 0- 0- 0 In -Plant Quality Assurance with Cq = 1.11 In -Plant Quality Assurance, per sea. 3.2.4 of TPI-1-02, for joint(s): 2,7,9,10,15 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 0 0.21 A 15-14 814 0.23 Cr 2- 3 -1281 0.25 A 14-13 1736 0.56 C 3- 4 -2026 0.47 A 13-12 2026 0.74 C 4- 5 -2026 0.45 A 12-11 2026 0.74 C 5- 6 -1919 0.43 A 11-10 1755 0.40 C 6- 7 -1295 0.37 A 10- 9 809 0.21 C 7- 8 0 0.17 A C--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I,Span-0.09/999-0.17/942 5 Horiz. 0.02 0.03 NA Long term deflection factor = 1.50 7 8 .50 r 3x4 X4 r �r1• _-7 3x6 N 747# 3.50" 0-3-8 T f 1-4-0 R 747# 3.50" 3-7-0 15 14 13 12 11 10 9 3x4 [3x4j L.3x.) 3x4 3x4 3x6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Marsonda Mums juv 0 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050069 3G7 Medallion PI. Ghuluols, FL 3279G Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNINGI bmcing shorn on this droning Is not erection bracing, wind bracing, portal bmcing or similar bmcing which is n pan of the building design and Mitch mass be considered by the building designer. Bracing shown is for lateral support of Iruss members only to reduco buckling length. Pmrislons must be made to anchor Inleml bracing At ends and specified I....ons tlelermined by the building designer. Addllionnl bracing of the ovemll structure may be required. (Sce HIB•91 arTPD.For specific Imss bracing requirements, cuninct building desgner,Crm,s Plate Institute. TPI la located at 593 D'Onohio Drhre, Madison, Wisrnnsln 53719). Component Engineering by: Truss Engineering Co., P.A., gig Soundside Rd, Edenton, NC 279J7 Profile Path: C:\TEE-LOK\Work pax Eng Job: STAJF Dwg: Dsgnr:TLY Chk: TC Live 40.0 psi TC Dead 10.0 pef BC Live 0.0 psf BC Dead 5.0 psf Scale = 0.4538 WO: STAJF TI: FC 4/20/2007 Lbr DF: 1.00 Plt DF: 1.00 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA v5.4.18-90688 ISTAJF Name: STJAF Customer:ST. JOHN'S A WO:STAJF TI:FD Qty:2 it SIGN INFORMATION 3es111 n is for an Indhidual building component and .n based on information provided by the client. The aer disclaims any responsibility for damages as a of fanny at inwmzt information. speciFallons it designs himished to the truss designer by the client he correctness or accuracy of this Information as it dale to a specific project and accepts no nsibilip• or exercises no central with regard to Allan, handling shipment and installation of Incases. truss has bob designed as an Indisidual building oneni in accordance with ANSMI 1.1995 and •97 to be Incorporated as part of the building design 3uilding Designer. When reviewed for approval by Iilding designer, the design landings shown must be 'cad to be sure that the data shmm nm in agreement the tool building codes, local climatic records for or snow loads. project spwificadons or special .d lends. Unless shorn, truss has not been designed ,mge or-.pnncy loads. The design assumes ression chords (lop or bottom) are continuously d by shealhing unless otltenwim specified. Where n chords In tension are not fidh-bmad laterally by a riy applied rigid ailing they should be braced at a nnm spacing of 10.0' o.c. Connector plates shall be helured from 30 gauge hot dipped gah nniaed steel ng ASTM A 653. Grade 40. unless otherwise shone. BRICATION NOTES. to fobrieadon, the fnbrhcalor shall review This ng to verify that this limning Is In confarmanc- with bricnior's plans and to realize a continuing asibiliry for such -iftcallon. A. dlscrepnnclo are put in writing before curing or fabtianlion. Plates not be installed otr knotholes, knots or distorted Members shall be cal for tight filling mood to wood tg Connector plates shall be located an both totes or uss wills nails filly imbedded and shall be s)m. about inl wallas otherwise shown. A 50 plot- is 5' wide x tg. A 6A pinta is V wide x 8' long. Slots (boles) mallet to the plate length specified. Double cuts on aombers shall meet al the aorofd of lha webs uram vise shown. Connector plate sizes am minimum based on the forces shove and may need to be 0tsed far certain handling and/or erection stresses. intss is not to be fabricated with rim retardant treated :r unless oherwisc shaven. For additional urban on Qualih• Control miter to ANSMI i5 ECAUTIONARY NOTES mcing and creclion recommendations ale Io be led In accordance with aaepled industry miam. Trusses are Io be handled with paricular luring banding and bundling delhem and Inllon to nwotd damage. Temporary and permanent rag for holding Irussrs in a straight and plumb on and for resisting Inleml forces shall be designed nsmlled by others. Careful handling is essential end on baring is ninmys required. Normal precautionary t for trusses requires such temporary bracing during Intion belncen trusses to maid toppling and moing The supervision of erection or Imsses shell be the conlml of persons experienced in the Intion of lases. Professional advice shall be caught ded. Concentration of construction loads greater Than sign lends shall net be applied In trusses at a6y time. ads other than the ,tight of the eredms shall be :d to Imams until after nil fastening and bracing is Ieted TC: 4x 2 SP #2 BC: 4x 2 SP #2 WB: 4x 2 SP #3 (2) 4x 2 SP #3 8-9 Unbalanced load case(e) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases, All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) -.Max Compression/Max Tension TOP CHORD 1-2=0/0,2-3=-1264/0,3-4=-1985/0, 4-5--1985/0,5-6=-1884/0,6-7=-1277/0,7-8=0/0, HOT CHORD 15-14=0/805,14-13=0/1710, 13-12=0/1985,12-11=0/1985,11-10=0/1729, 10-9=0/799, Webs 15-1=-49/0,15-2=-1051/0, 2-14=0/639,14-3=-621/0,3-13=0/523, 13-4=-219/0,12-5=-143/61,5-11=-307/53, 31-6=0/29216-10=-62B/0,10-7-0/665, 7-9--1044/0,9-8--55/0, T 1-4-0 1 Typical Panel = 3011 6-1-2 1.50 () or (): Plate(s) OFFSET from joint center, The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N,O, ----MAX, REACTIONS PER BEARING LOCATION----- X=Loo BS6t V6rt Horiz Uplift Y Type 0- 1- 8 1 739 0 0 B Pin 13- 3-12 1 739 0 O B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ,.FORCE,.CSI. Cr WEB. ..FORCE,.CSI. is- 1 -49 0.01 C 5-11 -307 0.06 15- 2 -1051 0.22 C 11- 6 292 0.12 2-14 636 0.26 C 6-10 -628 0.13 14- 3 -621 0.13 C 10- 7 665 0.27 3-13 523 0.21 C 7- 9 -1044 0.22 13- 4 -219 0.04 C 9- 8 -55 0.01 12- 5 -143 0.03 C 13- 7- 1) 0- 0- 0 6) 9- 5- 4 11) 8- 2- 4 2) 1- 6- 0 7) 1 1-11- 4 12) 6-10- 8 3) 4- 0- 0 8) 13- 5- 4 13) 5- 3-12 4) 5- 3-12 9) 13- 5- 4 14) 2- 9- 0 5) 6-10- 8 10) 10- 8- 4 15) 0- 0- 0 In -Plant Quality Assurance with Cq = 1.11 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2,7,9,15 ..TC. ..FORCE..CSI. Cr ..BC. .,FORCE..CSI. 1- 2 0 0.21 A 15-14 805 0.22 Cr 2- 3 -1264 0.24 A 14-13 1710 0,53 C 3- 4 -1985 0.42 A 13-12 1985 0,71 C 4- 5 -1985 0.41 A 12-11 1985 0.71 C 5- 6 -1864 0.42 A 11-10 1729 0.39 C 6- 7 -1277 0.36 A 10- 9 799 0.21 C 7- 8 0 0.17 A C -------- GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s), I.Span-0.09/999-0.18/999 6-5(L) Horiz, 0.02 0.03 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel 3x6 3x4 (3x4j 1.50 3x4 3x4 3x6 F9 739# 3.00" T 1-4-0 F9 739# 3.00" 4� 15 14 13 12 11 10 9 13-5-4 07 W2 N EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4538 WARNING: Eng Job: STAJF WO: STAJF READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO �sgs��ry System !1 ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI; FD g71garj� �� q�� 1� Bracing shennon lhlsdmning is no(o=iionbmcing wind bmcing, ponnl bmcingorslmltorbmcingwvhich is n par of DBgnr:TLY Chk• 4/20/2007 1 G �1/ WWW S mIS the building design and vehhch must be considered by The Wilding designer. Bract ng shown Is for lateral support of truss members only to reduce buckling lengl lt. Pmvisions must be made la nncltor Inleal bmcing ni ends and spahfied TC Live 40.0 • 179 f Lbr DF : 1.00 locnlio 1. determined by Ilse building designer. Additional bmcing of Ilse ovtmll slnictum may be mquired. (See Hill-9i � e Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\STJAF\STJAF\FD.prx STAJF Name: STJAF Customer:ST, JOHNIS A WO:STAJF TI:FG Qty:3 ESiGN INFORMATION its design is for an indiidual building component and s ban baud an inf ninnlion provided by the client. The signer disclaims any msponsibiilry far damages as a roll of Nulty or incorrect Information, specifications d/ar designs famished to the truss designer by the client d the correctness or accuracy of this information as it ay relnm 10 o specific pmjcd and a cepts no sponsibllll• or enereises no comml mill, regard to Sricotion, handling• shipment and insmllmion of trusses. his truss has been designed as on individual building mponew in accordance uilh ANSVrPI 1•1995 and X-97 10 be incorporated as pan critic building design a Building Designer. When miened forappmval by e building designer. The design landings shown muss be eked to be sum that the data shown are In agreement Ih the local building codes, local climatic records for nd or snow lends, pmject specifications or special plied loads. Unless shmm truss has not ban designed r storage or occupancy lands. The design assumes mprecsion chords (lop or bottom) am continuously aced by sheathing unless olhemise specified. Where atom chords in tension are not fill• bread laterally by a pperly applied rigid ailing. They should be braced at a nximum spacing of 10'•o' o.e. Connector plates shall be anufoclured from 20 gauge hot dipped gsi anized steel mling ASTM A 653. Grade 40. urdm olhernise shown. 'ABRICATION NOTES ter to rnbrication, the fabricator shall miew this nwing To vcdi 'that this droning is in conformance with e fnbricmoes plans and to realize a continuing sponsibility for such verification. Any disempancles are be put in uniting befam culling or fnbricalian. Holes all not be installed over knotholes knots or distorted min. Members shall be sus for light filling mood to wend .ring. Connector plates shall be located an both feces of e truss with nails full• imbedded and shall be sym. about -joint unless olherwise shorn. A 5A plate is 5' nide x long. A 6A plate is 6' vide x 8' long. Slots (holes) n parallel to the pinte length specified. Double cuts on b members shall meet at Ilia centmid of the webs unless hemi. shone. Connector plate sizes am minimum tes based an the foxes shorn and may need to be ermsed far in handling nndlor erection shesus. its truss is not to be Abricnted with rim retardant treated inber unless oNernise shmvn. For additional formation on Quality Central infer to ANSVIPI 1995 RECAUTiONARY NOTES I bracing and erection recommrndalions are to be Iloved in accordance with accepted industry �blicallons. Trusses am to be handled with particular m during bonding and bundling, delivery and saltation to ovoid damage. Temporary and permanent acing for holding trusses In a straight and plumb isition and for resisting lateral forces shall be designed id Installed by others. Careful handling is essential and edion bracing is always required. Normal precautionary lion for misses requires such temporary bracing during stnllalto. be(-.. Imsses to maid toppling and mincing. The mpenision of erection of trines shnil be ider the mniml of persons experienced in the ,,.Italian atrusses. Professional advice shall be sought nndcd. Commnlmlion of mnsruclion loads gmicr Ihnn e design londs shall nol be npplied to trusses at any time. to leads other than the utight orthe ereclors shall be plied Ie trusses until after all fastening and bracing is mplcled TC: 4x 2 SP #2 BC: 4x 2 SP #2 WB:• (2) 4x 2 SP #3 4x 2 SP #3 3-11,3-10,4710 4-9,5-9,5-8,6-8 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. ..TC. ..FORCE..CSI. Cr ,.BC. ..FORCE..CSI.. 1- 2 152 0.34 A 12-11 23 0.49 2- 3 -34 0.45 A 11-10 -520 0.58 3- 4 789 0.26 A 10- 9 -820 0.30 4- 5 819 0.27 A 9- 8 -677 0.17 5- 6 455 0.23 A 8- 7 35 0.02 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0,12/638 10-11(L) Horiz. 0.03 0.07 NA Long term deflection factor = 1.50 (L): Deflection is from local inner panel Typical Panel = 30" 1-10 T 0- 9-13 () Or (): Plate(a) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, 'and/or fabrication documentation. WndLod per ASCE 7-02, C&C, V= 125mph, Hq 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L=•14.0 ft W= 10.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 pef Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq = 1.11 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 349 -2 -428 B Pin 9-10- 0 1 349 0 -397 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB, ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 12- 1 212 0.04 C 4- 9 105 0.03 11- 2 -240 0.04 C 9- 5 -100 0.03 11- 3 752 0.19 C 5- 8 406 0.10 3-10 -276 0.10 C 8- 6 -520 0.18 10- 4 140 0.04 C 7- 6 392 0.08 --=--Joint Location 1) 0- 0- 0 5) 6-11-14 9) 5- 8-14 2) 0- 7- 4 6) 9-11- 8 10) 3- 2-13 3) 1-11-13 7) 9-11- 8 11) 0- 7- 4 4) 4- 5-14 8) 8- 2-14 12) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLY From PLY To TC Vert L+D -60 0- 0- 0 -60 0- 7- 7 TC Vert L+D -60 0- 7- 7 -60 9-11- 8 BC Vert L+D -10 0- 0- 0 -10 9-11- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-103/152,2-3=-34/31, 3-4=-623/789,4-5=-671/819,5-6=-367/455, ROT CHORD 12-11=-17/23,11-10=-520/439, 10-9=-820/717,9-8=-677/616,8-7=-26/35, Cr Webs 12-1=-165/212,11-2--240/187, Cll-3=-606/752,3-10=-276/256,10-4=-130/140, C4-9=-64/105,9-5=-100/76,5-8=-347/406, CS-6=-520/454,7-6=-343/392, C C 4 - i 9-4-1 1 2 3 4 5 6 10.00 3x() 3x4 3x4 3x4 `'�� 3499 8.00" 9-11- 12 11 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 _ - READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO y ERECTING CONTRACTOR. BRACING WARNING: � lii > 'S2t-mis Bracing shoum on tlds dinning Is not erection bracing, mind bracing• pans? bracing or similar bracing which is n part or Mla�ttt9999 J the building design and which must be considered by the building designer. Bracing shown is far lateral rapport of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified _._ localierts datennined by the building designer. Additional bracing or the overall slnierirm may be renidmd. (gee NI13•9I ofTPI).For specific truss bracing requirements, conincl building deslgnen(Tmss Plate institute, TPI Is located nl 583 4005 MARONDA WAY D'Onofria Drivc, Madison, Wlsconsln53719). Sanford, FL. 32771 Component Engineering by: Truss Engincering Co., P.A., 818 Soundside Rd, Edenton. NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE "0050068 397 Medallion PI. Chuluola, FL 32760 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\STAAF\STJAF\FG.prx T 1-4-0 1 349# 3.00" EA -g-Job: STAJF Dwg: Dsgnr:TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf Scale = 0,4655 WO: STAJF TI: FG 4/25/2007 Lbr DF: 1.00 Plt DF: 1.00 O.C.: 2- 0- 0 FBC-04/TPI-02/NDS-01 Code: FLA y.�