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RC-16-852 (2) r Miami Shores\ Village�2 g RECEIVED Building Department DEC 18 2017 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 (� \ Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. A& (6 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION HOP CONTRACTOR DRAWINGS JOB ADDRESS: �L N c' City: Miami Shores County: Miami Dade Zip:. / Folio/Parcel#: Is the Building Historically Designated:Yes NO ✓ r Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): �n S 1 Phone#: Address: yIv /�— 7 1 1 City: A rl1 3"`''r State: 1;� Zip: Tenant/Lessee Name: Phone#: i Email`. CONTRACTOR:Company Name: �r�'rl (�QA� ho e#: .Q Address: City: /fl State: Zip:33Z.r� Qualifier Name: FA=141-C l3'G'-C� Phone#: State Certification or Registration#: _ 6V�I�/lC/ Certificate of Competency m DESIGNER:Architect/Engineer: Phone#: Address: /1 City: State: Zip: Value of Work for this Permit:$�7yV c� Square/Linear Footage of Work: Type of Work: ❑�„Addition,.�❑;o,Alteration ❑ New ❑ Repair/Replace ❑ Demolition F. N'4X11. Desc iption`of W& , .J-r1 L //,' i/�'` C e / �✓e vJ S Ll �'►sljyu,3Q/ ��,5/) K�/ 1-G6nAl��j J� 0J�/ '�^'� 1/U%� -4A,e 't' � _U �� Gl G`y�hJ ue_ 7 �CI_ewo ��S 7� .C/� Ic �{u 4.V ) l of N�wW Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ b • 005 Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ W' OD Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding'Company s Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all_work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated.value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection"which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature T'.OWNER or AGENT CON The foregoing instru ent was.a'ck`nowledged before me this The for oing instrument was acknowledged before me this /7 day of eze_ 4 0, 20 17 by day of 20 , by _I&S`c o R-04ci— ,whos personally kn wn o ��i({�1� T LA—,uVvh i sonally known to me or who has produced as me or who has producedT j C_Qa'�= as identification and who did take an oath, identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: =*: ;*- MY COMMISSION#GG :November 2,2020 °„;• Bonded Tlvu Nota Print: Print: Pubti Seal: fib; a `'' r p 2 1f3 Seal: � ��.`` wWW,AARONNO?ARY.COM _ JI•„111��1`` APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) • • .•• • o • : .o. IT to r y+ •• • • •• • • •• • NOTE: ~' y � , to EXIST. "FTGR" CONN-8, ,}, NEVG�pI'Fp�F� 0 ;• •• NOT SHOWN FOR CLARITY-4/ TRU95 tlRZ• ••• (2) 3/8" THK. PLATE (2) 1/2"0 THRU 3" WIDE MIN. I BOLTS N n EXIST. CONC. BEAM 0 I � N ' 1/4" 6" 5 1/2" MIN. EDGE DIST. PL 1/2"x10"x6" W/(2) 1/2„4x5" EXP. BOLTS RECEIVEC DEC 18 2017 GIRDER UPLIFT CONN. SCALE: N.T.S. PERMIT #: Miami Shcres Village APPROVED BY DATE ZONING DEPT BLDG DEPT / ll _ ` -.1N •TTO CCh1PL'P-' WITH ALL RFI ENGINEERINGSTATE ANDCCIJN'�YA '�SANDREGULATIONS INVESTMENTSic 16421 T NOVOAAWBER P.E. x/75364 PROJECT: 1255 NE 99 ST. 16421 STRAWBERRY WAY DELRAY BEACH, FL. 33484 (P)(954) 449-5208 EMAIL: jorgesovoat®hotmail.com DRAWN J.N. DRAWING NO. I, CWMI T©2016 APPROVED J.N. DATE 10-10-17 PROJECT N0. -.JN# 15048 ISK 11-09-17 -AV Miami Shores Village NA 1ti � g Building Department QP20 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER: 305 762-4949 NUMBER:( ) FBC 20 iq BUILDING Master Permit No. I°iG T /"' " �ZS2 PERMIT APPLICATION Sub Permit No:�r: _`. T _ rr i ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: f�� oe- %/�Q 5T City: Miami Shores County: Miami Dade zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): `X_)!p//U W/G/�- Phone#: Address: / S N 2. 9 ,T J7 City: !n i fI /17 State: -- Zip: Tenant/Lessee Name: Phone#: Email: L // CONTRACTOR:Company Name: _ S roW1 e �Zyc-IOPMcA� Phone#: Address: City: /y "/51/-// State: "Fe— Zip: .3325_-g Qualifier Name: n/u C.') -A-744-A-744 eI-/1 e J Phone#: (-3Q3') ,3Z/ %Se� State Certification or Registration#: C 6C /.Sr/,-//// Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: h pC)tu AX4°j1 NGS !'o,— Flk.Ps-o Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ `Q5 Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$90 C►:�) • ( Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) >r Y Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. , "WARNING TO OWNER: YOUR FAILURE TO RECORD A- NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature 5 OWNER or AGENT C NTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 3 day of Z E 20 1-7J by 3 day of Z- 20 7 by S 1 6J6 t�2 ��c— who is personally known to ho is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: vu Sign: / a Print: n✓)G I• ca",Gt Cam,tU Print: Aria jtifGi✓rG 6Ci 4-0 Seal: Seal: Ana Maria Canto �` �' ;/,� Ana Maria Canto COMMISSION#FF129133 COMMISSION#FF129133 2018 EXPIRES: June 4, 2018 WWIIM,AARON OTARYCO**1A ��h1uaN"` ' 6�W1116yt� APPROVED BY Plans Examiner Zoning U Structural Review Clerk I t N� (Revised02/24/2014) • _RAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Trusses are not marked in any way to identify the Los trusses no estin marcados de ningun modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCI6N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 frequency or location of temporary lateral restraint identifiquelafrecuenciao/ocalizaci6nderestn'ca6nlateral 10' 3 m)or Diagonal bracing Repeat diagonal bracing and diagonal bracing.Follow the recommendations yarriostre diagonal tempordles.Use las iecomendaciones � DONT overload the crane. Q 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to 15'54.6 m)* every 15 truss spaces 30' for handling,installing and temporary restraining de manejo,instalaid6n,restriction yarriostre temporal de NO sobrecargue la grW. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal BCSI-B7***for more (9.1 m)max. and bracing of trusses.Refer to B�-Guide to los trusses.Vea el fo/leto SCSI-Guia de Buena Pracbra bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five information. Good Practice for Handling Installing.Restraining Data el Mane o.Instalaccri Restriction yrrosLre de los (S) NEVER use banding to lift a bundle. trusses see below 6 Install bottom chord temporary( ) ) diagonal bracing(see Vea el resumen SCSI-87*** &Bracing of Metal Plate Connected Wood Trusses de Madel Cdnectados con Placds de M tar*** NUNCA use las ataduras para levantar un paquete. below).7)Repeat process with groups of four trusses lateral restraint and ses until all trusses are set. pare mos informaci6n. Trusses***for more detailed information. para informad6n mals detallada. 10 1)Instate los arriostres de tiers.2)Instate el primero truss y ate seguramente al arriostre de Truss Design Drawings may I P peri A single lift point may be used for bundles of g s y specify locations of Cos dtbuos de diseno r e los trusses seeder es ficar to chord Itch trusses u to 45' 13.7 m and Cerra.3)Instate los pr6ximos 4 trusses con restricoi6n lateral temporal de miembro corto(veal A diagonal brace to vertical permanent lateral restraint a reinforcement for las local/en loses de restriction lateral Permanente o P P P ( ) abajo).4)Instale el arriostre diagonal de la cuerda superior(vea abajo).5)Instate arriostre webs 0 individual truss members. Refer to the SCSI- ent refuerzo en los miembro*individuates del truss.Vea la parallel chord trusses up to 30'(9.1 m). diagonal pard los plans de los mlembros secundanas pare estabilice los pnmeros cinco trusses webs at end of cantilever and at 63***for more information.All other permanent hoja resumer BCSI-83***para mos informaadn, EI Use at least two lift points for bundles of top ® bearing locations. All lateral restraints _ bracingdesign is the responsibility of the building recto de los disenos de aniostres chord Itch trusses u to 60' 18.3 IT and anal- WARNING Do not over load supporting (vea abajo).6)Installer la restriccOn lateral temporal y arrlostre diagonal para la cuerda inferior 9 P tY 9 Permanente*son la P P ( ) P lapped at least two trusses.. designer. responsabilidad del disenador del edifido. lel chord trusses up to 45'(13.7 m).Use at least structure with truss bundle. (vea aba jo).7)Repita este procedimiento en grupos de cuatro trusses hasty quer toads los trusses esten instalados. `Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA!No sobrecargue la ® and 15'(4.6 m)o.c.for 4x2 chords. trusses>60'(18.3m)and parallel chord trusses estructura a ada con e/ a uete de Refer to BCSI-B2***for more information. I -WARNING The consequences of improper >45'(13.7 m), trusses. �y P q Vea el res&men BCSI-B2***para mos information. INSTALLING - INSTALACION handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- R1 Place truss bundles in stable position. RESTRAINT/LRACINC FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' 0 Tolerances for Out-of-Plane. Max.Bow Truss Length structure,or worse,serious personal injury y trusses de cuerdas paralelas de 30'o menos. Puse paquetes de trusses en Una posicidn RESTRICCI6AIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias pare Fuere-de-Plano. - or death. Use or to menos dos untos de levantar con estable. D/s0 D ft. 3/m 12.5' P p 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max.Bow ( ) 19 mm 3.8 m 9 po superior (PCTs).See to of next column for temporary restraint and bracing of PCTs. Lorigin- iADVERTENCIA.EI resultado de un manejo, ru s de trusses de cuerda su nor inclinadaI hasty 60'y trusses de cuerda*paralelas hasty 6 mm 0.3 m 22 mm 4.5 m levantamiento,instalacion,resMccion y arnsotre 45:Use Este metodo de restrical3n y arnosb a e5 para todo trusses excepto trusses de cuerdas paralelas 0 Bow L j incorrecto puede ser la caida de la estructura o . par to mens dos punto*de levantar con grupos de trusses de cuerda superior inclinada PCTs 3x..7 4x1.Vea la parte superior de la columna para la restriction arrtostre temporal de PCTs 1/2" 2' 1 16.7 a6n peor,heridos o muertos. r mas de 60'y trusses de cuerdas paralelas mas de 45: ( ) 1' P P Y Po Max.Bow ❑ 4 13 mm 0.6 m 25 mm 5.1 m ea 1)TOP CHORD--CUERDA SUPERIOR 3/4" 3' 1-1/8" 18.8' - ® Exercise care when removing '" MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES -- < Length $ Plumb 19 mm 0.9 m 29 mm 5.7 m banding and handling trusses to avoid 'Truss Span Top Chord Temporary LaterarRestramt(TCTLR)Spacing ❑ r` line 1" 4' 1-1/4" 20.8' damaging trusses and prevent injury.Wear RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES dud de Trdmd•- Es acramren(o del Ar o t e.eIn ora de,/a Gu�rda:Su4e r .0 Tolerances for 25 mm 1.2 m 32 mm 6.3 m personal protective equipment for the '' �` Out-of-Plumb. r a" s 3/s" zz s' Pe Peyes, Up to 30' feet,hands and head when workingwith Using a single pick-point at the peak can damage the truss. 10'(3 m)D.C.max. D/50 max 3z mm 1.5 m 35mm 7.0 m - (9.1 m) Tolerencias pare trusses. m - 60'or less 1-112" 6' 1-1/2" 25.0' El cer de un solo sugar en el pito para levantar puede Fuera-de Plomada. Utilice cautela al uitar las ataduras 1 30'(13 m)- 38 mm 1.8 m 38 mm 7.6 m WAVYMN q hater don-o al truss. 45'(13.7 ml 8'(2.4 m)o.c.max. 1-3/4" T 1-3/4" 29 .2' o los pedazos de metal de sujetar pare evitar dano a 1111 111 45'(13.7 m)- CONSTRUCTION LOADING 45 mm 2.1 m 45 mm a.9 IT los trusses y preventr la herida personal. Lleve 6'(1.8 m)o.c.max. Approx. /2-� 60'(18.3 m) CARGA DE CONSTRUCCION 2" 28' 2" >_.1 el equipo protectivo personal para Ojos,pie*, 51 mm 22.4 m 51 In 10.1 m mans y cabeza cuando trebaja con trusses. ® Use ,TA R@ Liblice Tagline f t secs lent h 60'(18.3 m)- � DO NOT proceed with construction until all lateral special rare in cuidado especial en TRUSSES HASTAP To 30'(9.1 S 80' 24.4 In* 4'(1.2 m)o.c.max. restraint and bracing is securely and properly in place. TRUSSES HASTA 30 PIES ) windy weather or dias ventosos o cerca NO proceda con la construction hasta que todas las restric- near power lines de cables electncos o *Consult a Registered Design Professional for trusses longer than 60'(18.3 m). _ Po o-(3 crones laterales y los arnostres esten colocados en forma Material Height Locate spreader bar *Consulter a un Professional R fstrado de Disen"o aero Lada ural. 9 and airports. de aeropuertos. a r above or suffback oOc.mam� I de 60 pies. Pare��mas P y seg mid-Height DO NOT exceed maximum stack heights.Refer to BCSI-64*** / Gypsum Board 12"(305 mm) / roe_n Toe [� $ee RT-R2***for TCTLR options. g *** for more information. Plywood or CSB 16"(406 mm) Vea e/SCSI.42 Data las options de TCTLR. rSpreader bar Spreatler bar 1/2 to NO exceda las alturas maximas de mont6n.Vea el resumen Asphalt Shingles 2 bundles _ 2/3 truss length -i - • ** BCSI-64***para mas information. for truss Tagline Spreader bar 2/3 to Refer to BCSI-B3* for Concrete Block 8" - 203 mm) TRUSSES UP TO 60'(19.3 m) +- yy truss length -� Gable End Frame restraint/bracing/ A HANDLING TRt,ssEs NASTA 6o PIES Tagline TRUSSES UP TO ANDOVER 60'(18.3 m) reinforcement information. Clay Tle 34 tiles high MANEJO °o° K22 11 TRUSSES HASTA Y SOBRE 60 PIES Para informaccin sobre restriction/ TCTLR O O Hold each truss in position with the erection equipment until top chord temporary lateral restraint arriostre/refuerzo para Armazonrs • • J Hastiales vea el resumen BC57-B * ; • • s installed and the truss is fastened to the bearing points. NEVER stack materials near a peak or at mid-span. • • ••••• Avoid lateral bending. Note:Ground bracing not shown fc:r clam 10"or Evite la Flexion lateral. Useproper ri - Use ui a ro iado Sostenga cads truss en position con equipo de grila hasta que la restriction lateral temporal de la NUNCA amontone los materiales cerca de un pleb. + • • 9 e9 Po P P Truss attachment •• • • • in and hoisting para levantar a cuerda superior este instalado y e/truss esta asegurado en los soportes. ( Q Repeat dig on.:I braces for each set of 4 trusses. required at su ort s • • + ging 9 P 9 q PP C) � DO NOT overload small groups or single trusses.•••••a •• ••••• ,i The contractor is responsible for equipment. improvisar. Repita los a�rrisotres diagonales para cada grupo de 4 trusses. Section A-A NO sobrecargue pequen"os grupos o trusses individual:. �_. properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS *#0006 • the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES © Place loads over as many trusses as possible. •• 0000 • • smooth surface to prevent damage. POR LA MANO I'MJi7ri LATERAL RESTRAINT&DIAGONAL BRACING ARE Co ible. las cargassobre tanto*trusses tomo sea • • • EI contretsta tiene la respdnsabilidad de _ posible. *111411 • •+ - rectbir,descargaryalmacenaradecuadamente k• _ VERY IMPORTANT - Trusses0 Trusses 30' � � /___ 0 Position loads over load bearing walls. •• ••• • • +•-•• less IT) pport \' iLA RESTRICCIC►N LATERAL Y EL ARRIOSTRE DIAGONAL IDS trusses en la obre.Descargue los trusses en f la tiers liso para prevenir e/dan"o. less,support or } Coloque las cargos sabre las Paredes soportant..• ••• '• •• _•• pport at I SON MUY IMPORTANTES! Diagonal + near peak. quarter pobracing points. �) CLR splice reinforcement ALTERATIONS-ALTERACIONES •• • F • TMss bracing not shown far clan • 5oporte Soporte de Truss Member 2x_CLR Refer to SCSI-65.*** • • s 66900 de 20 fes o (E Trusses u )20' -► trusses'/s ) I see*** cerca al pito los cuartos Vea el es., BCSI-65.*** • • • a ' DO NOT store NO a/macene mens. P pies o menos. Trusses hasta 30 les - os trusses P de tramo los Trusses up to 30' i Web members • • • • � r i P (6.1 m (9.1 m I � DO NOT cut,alter,or drill any structural member of artrussunless � Trusses hasty 20 res P p' specifically permitted by the truss design drawing. ` unbraced bundles vertrcalmente los NO torte,altere o perfore ningun miembro estructurel de un truss, Trusses may be unloaded directly the groun �- upright. trusses*uelt0*. TEMPORARY RESTRAINT & BRACING A a menos que este especificamente permitido en el dibujo del diseno at the time of delivery or stored temporarily d Bottom del truss.porarily in RESTRICCION Y ARRIOSTRE TEMPORAL chords Minimum 2'2x-Scab block contact with the ground after delivery.If trusses I centered over splice.Attach EmTrusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place ** / Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blacking of sufficient height beneath the stack Refer to BCSI-82* for more Top Chord Temporary �� every 30 truss spaces (0.135x3.5")nails each side of trusses at 8'(2.4 m)to 10'(3 m)on-center information. Lateral Restraint �, 20'(6.1 m)max. of splice or as specked by the Tru s dos sin la autor- (o.c.). 10'(3 m)-15'(4.6 m)marl/ Building Designer.Vea el resumen SCSI-B2***para mas infor- (TCTLR) 9 g zaci pr 1 Fibdcante de Trusses,pueden hacer nolo y sin efecto la garen a fmr del Los trusses ueden ser desca adds directamente 2x4 min. Same spacing as bottom Note:Some chord and web members Fab nt s. 0 P r9 macion. SECTION A-A ,rss• en el*veto en aquel momenta de entrega o chord lateral restraint not shown for clarity. almacenadds tempofalmente en contacto con el Locate ground braces for first truss directly 3)BOTTOM CHORD-CUERDA INFERIOR -contact to Co n ufa 'rel for mor" ratio r cont gistered Design Prp(�s r is ce. suel0 despues de entrega.Si los trusses estaraln in line with all rows of top chord temporary To view a Co ePo vaa ustri / guardados para mas de una semana,ponga Truss lateral restraint(see table in the next column). Lateral Restraints-2x4x1 or NOTE:The ss-manufacturer and truss des' bIOQUedndO de dltUre SU/fClente detra5 de/d pilo Member goer rely he Me a ogre o the any gi en project. roj cane rata app, boare DO NOT store on NO almacene en tiers greater lapped over two trusses professional a[he wok hey have agreed[o do on any given proje t.[f he contractor bell a needs de los trusses a 8 hasty 10 pig en centro(o.c.). Coloque los arriostres de Cierra para el primer =90° assistance in some aspe t o e con ru methods and ores uneven ground. desigua/. or CLR splice reinforce- Note:Some chord outilned in this document are intended to ensure thatthe overall construction techniques employ wi e e SAFELY. For trusses stored for more than one week,cover truss dude rLst me en linea con cada ung de p P v !as fila*de reshicci6n lateral temporal de la ment. and web members These recommendations for handling,installing,restraining and bracing trusses are based upon the collective experience of leading bundles CO protect from the environment. personnel involved with truss design,manufacture and installation,but must,due to the nature of responsibilities Involved,be presented Brace first truss Bottom not shown for only cuerda superior(vera la tabla en la prdxima y as a GUIDE for use by a qualified building designer or contractor It is not Intended that these recommendations be interpreted as Para trusses uardados r mas de una semana, �E securely before chords clarl . superior to the building designer's design specification for handling,Installing,restraining and bracing trusses and it does not preclude the 9 Pd columna). use of other equivalent methods for restraining/bracing and providing stability for the walls,columns,floors,mots and all the interrelated cobra los paquete*para protegedos del ambiente. erection of additional structuarel building components as determined by the contractor.Thus,SBCA and TPI expressly disclaim any responsibility for damages Refer to BCSI***for more detailed information (9 unbraced trusses.NOT walk on trusses. arising from the use,appiicauon,or reliance on the commendations and information contained herein. - - pertaining to handling and jobsite storage of y��.��r,�_,` trusses. NO Gamine en trusses Diagonal braces every 10 c &• - , al Vea el folleto BCSY***para informadon mas dela/- 4 sueltos. truss spaces 20'(6.1 m)max. �� waoomusecaowcn TRUSS PLATE INSTITUTE sada sobre el manejo y almacenado de los trusses 10'(3 m)-15'(4.6 m)max. 6300 Enterprise Lane•Madison,WI 53719 218 N.Lee SL,Ste.312-Alexandria,VA 22314 en area de trabajo. 608/274-4849•sbc,ndustrycom 703/683-1010•tpinstorg BIWARNlIX17 130318 tl ...-...... ?� Fort Dallas Truss Company, LLC. 7035 SW 44th ST DALLAS' Miami, FL 33155 F D B U S S Tel: (305) 667-6797 __COMPANY.LLC._-_ Fax: (305) 667-0592 Re : 17B08: WOLLOWICK Site Information: Project Customer: STRONG DEVELOPMENT & Job Name :WOLLOWICK RESIDENCE ,.ey4ot/Block: Subdivision Sits; Name: 1255 NE 99 ST. R E V E ` Site Address: DA..,� MIAMI SHORES St: FL Zip: MAR a 0 2017 k PNC1 2 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loaditig Conditions): Design Code: FBC2014/TP12007 Design Program: 8.00 Jan 15 2016 Roof Load: 60.0 psf Floor Load: N/A Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 45 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Date Truss ID# Seal# 1 03/14/17 Cil 1 0001 21 03/14/17 HG5 0021 41 03/14/17 1/20 • 0041 2 03/14/17 GR1 0002 22 03/14/17 HH1 0022 42 M/14A7 0 V24 0042 • 3 03/14/17 GR2 0003 23 03/14/17 J2 0023 43 0,3(14/]J• �fl• • 443• • 4 03/14/17 H1 0004 24 03/14/17 J4 0024 44 03i14/41 V8 • 9044 • 5 03/14/17 H10 0005 25 03/14/17 J5 0025 45 03x110? YMA • 13045 0 6 03/14/17 H11 0006 26 03/14/17 J6 0026 •••• •• •• ••••• • • 7 03/14/17 H12 0007 27 03/14/17 J6A 0027 •i •i 606049 ••••• •• •• • •••••• 8 03/14/17 H13 0008 28 03/14/17 J8 0028 • 9 03/14/17 H2 0009 29 03/14/17 MG1 0029 • • • • • • • • •••••• 10 1 03/14/17 H3 0010 30 03/14/17 MG2 0030 • • •••••• • • 11 03/14/17 H4 0011 31 03/14/17 T1 0031 •• • •'• • • 12 03/14/17 H5 0012 32 03/14/17 T2 0032 •• 13 03/14/17 H6 0013 33 03/14/17 T3 0033 14 03/14/17 H7 0014 34 03/14/17 T4 0034 15 03/14/17 H8 0015 35 03/14/17 T5 0035 Py J01F(� `V`�Jc1, 9• C 16 03/14/17 H9 0016 36 03/14/17 T6 0036 ` 17 03/14/17 HG1 0017 37 03/14/17 TG1 0037 18 03/14/17 HG2 0018 38 03/14/17 V12 0038 r 19 03/14/17 HG3 0019 39 03/14/17 V12A 0039 T CUP 20 03/14/17 HG4 0020 40 03/14/17 V16 0040 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. joSf. >1ARTINE Truss Design Engineer's Name: Jose Mart nez, P.E. E'g1 t 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031 io } tfilnI FL 3301 o e (305) 667-679 NOTE: The seal on these drawings indicate acce tance o , ida P.E. 031509) professional engineering responsibilty for the truss components shown. Pace 1 of 1 FnninaarS Nama Date Fort D#llas Truss Co. LLC. To: 7035Delivery St, Miami,h.33155 STRONG DEVELOPMENT & Job Number: 171308 (305)667-6797 Fax: (305)667-0592 P.O.BOX 565808 Page: 1 Project: WOLLOWICK Block No: MIAMI,FL 33256 Date: 03/14/17 09:14:48 Model: Lot No: Contact: Site: Office: Denver TO: Account No: 095300733 Name: 1255 NE 99 ST. Designer: / Phone: (305)321-1586 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL 33138 P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 11-03-00 OA Hght:02-03-12 8 CJ11 DIAGONAL HIP 2.12 1 2X4/2X4 (1)3-Ply OA Hght:02-09-14 3 GR1 18-00-00 COMMON 3.00 2 2X6/2X6 (1)3-Ply 25-03-00 OA Hght:04-00-08 3 GR2 COMMON 3.00 3 2X6/2X6 27-07-00 OA Hght:02-09-14 2 Hl HIP 3.00 4 2X4/2X4 32-09-12 OA Hght 02-09-14 I H10 HIP 3.00 5 2X4/2X4 IH11 32-09-12 HIP OA Hght:03-03-14 6 3.00 2X4/2X4 I H12 32-09-12 HIP3.00 0000 OA Hght:03-09-14 7 2X4/2X4 • • • • •••• •••••• 32-09-12 OA Hg*tl04-0l-14 • • 8 Imo" I H13 HIP 3.00 000.0• •••••t ••••t• 2X4/2X4 • 0000•• • • _ • OAH 0000• 2 H2 27-07-00 HIP 1�.4dDt •14 •• • i Q - - 0000 •• •• 0000• 2X4/2 X4 3.00 • • 1 H3 35-03-00 HIP3.00 OA%t%iPI-14 �.••.. ....;U 2X4/2X4 •••••• • • 1 H4 35-03-00 HIP 3.00 OA H�ht:03-03-14 •••••• • • • • • •.•••� 2X4/2X4 •• • ••• • • 35-03-00 OA Hght:03-09-14 • • _ HS HIP 3.00 12 2X4/2X4 1 H6 35-03-00 HIP 3.00 OA Hght:04-03-14 13 2X4/2X4 H,7 27-03-12 HIP3.00 OA Hght:02-09-14 14 2X4/2X4 27-03-12 OA Hght:03-03-14 H8 HIP 3.00 15 2X4/2X4 27-03-12 OA Hght:03-09-14 H9 HIP 3.00 16 2X4/2X4 20-00-00 OA Hght:02-03-14 HG1 HIP GIRDER 3.00 17 2X4/2X6 27-07-00 OA Hght:02-03-14 HG2 HIP GIRDER 3.00 18 2X6/2X6 (1)2-Ply 35-03-00 OA Hght:02-03-14 --- -- � -�- _- 2 HG3 HIP GIRDER 3.00 19 2X4/2X6 Fort Dallas Truss Co. LLC. To: Delivery 7035 SVS 44 St,. Kiami,PL.33155 STRONG DEVELOPMENT & (305)667-6797 Fax: (305)667-0592 P.O.BOX 565808 Job Number: 171308Page: 2 Project: WOLLOWICK Block No: MIAMI,FL 33256 Date: 03/14/17 09:14:50 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095300733 Name: 1255 NE 99 ST. Designer: / Phone: (305)321-1586 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL 33138 P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH I HG4 27-03-00 HIP GIRDER3.00 OA Hght 02-03-14 20 2X6/2X6 (1)2-Ply 32-09-00 OA Hght:02-03-14 2 HGS HIP GIRDER 3.00 21 2X4/2X6 1 13-03-00 OA Hght 01-09-08 HHl HALF HIP 3.00 22 2X4/2X4 16 J2 02-00-00 CORNER JACK 3.00 OA Hght:00-09-14 23 - --- 2X4/2X4 16 J4 04-00-00 CORNER JACK 3.00 OA Hght:01-03-14 24 2X4/2X4 2 JS 05-07-08 JACK-CLOSED 3.00 OA Hght:02-03-14 25 2X4/2X4 06-00-00 OA Hght 02-03-14 I J6 JACK-CLOSED 3.00 0000 26 2X4/2X4 • • • 0000 0000•• 1606-00-00 OA IfgUt,dl-0:-1a •0 J6A CORNER JACK 3.001 • • • 37 2X4/2X4 000.0• •0 •• 0000•• • 08-00-00 OA HQt:03-14 :000•••i;• 41 J8 JACK-CLOSED 3.00 •• •• • 0 28 2X4/2X4 •• •• •• •• •0.0• • • 08-00-00 OA Hghtr02-0 -14 •••••• I MG1 JACK-CLOSED 3.00 •• •• • ••••Z9 2X4/2X6 •90.•00 • •• • • • I 08-00-00 OA Ffght:02-01--14 •••••• ••••3Q MG2 JACK-CLOSED 3.00 • • • • l � 2X4/2X6 0000 0 ••• • t0•••. 3 T1 20-00-00 COMMON 3.00 OA Hght:02-09-14 •• 31 2X4/2X4 - 6 T2 32-09-12 COMMON 3.00 OA Hght:04-08-12 32 2X4/2X4 33-03-00 OA Hght:04-08-12 T3 COMMON 3.00 33 2X4/2X4 3 ii .00 27-07-00 OA Hght:03-09-04 3 T4 COMMON 34 - 2X4/2X4 1 ,1,5 13-07-00 COMMON3.00 OA Hght:02-09-04 35 2X4/2X4 11-03-00 OA Hght:02-09-04 I T6 ROOF SPECIAL 3.00 36 2X4/2X4 27-07-00 OA Hght:02-09-04 TG1 ROOF SPECIAL 3.00 37 2X4/2X6 V12 12-00-00 VALLEY3.00 OA Hght:01-06-00 38 2X4/2X4 Fort D411as Truss Co. LLC. To: Delivery 7035 SW 44 Sty Miami,FL.33155 STRONG DEVELOPMENT & Job Number: 171308 (305)667-6797 Fax: (305) 667-0592 P.O.BOX 565808 Page: 3 Project: WOLLOWICK Block No: MIAMI,FL 33256 Date: 03/14/17 09:14:53 Model: Lot No: Contact: Site: Office: Denver TO: Account No: 095300733 Name: 1255 NE 99 ST. Designer: / Phone: (305)321-1586 Salesperson: PAUL ABRAMOBICH Fax: Quote Number: MIAMI SHORES,FL 33138 P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 12-00-00 OA Hght:01-06-00 V12A VALLEY 3.00 39 2X4/2X4 =� 1 3.00 V16 16-00-00 VALLEY OA Hght 02-00-00 40 - 2X4/2X4 20-00-00 OA Hght:02-06-00 V20 GABLE 3.00 41 2X4/2X4 24-00-00 OA Hght:03-00-00 V24 VALLEY 3.00 42 2X4/2X4 r ` 2 V4 04-00-00 GABLE 3.00 OA Hght:00-06-00 43 2X4/ 1 VH 08-00-00 VALLEY 3.00 OA Hght:01-00-00 44 2X4/2X4 08-00-00 OA Hght:01-00-00 1 V8A �VALLEY 3.00 45 •••• 2X4/2X4 • • —_�_._ • 0000 0000•• The truss drawing(s) referenced above have been prepared • under my direct supervision based on the parameters by ot;: Arch. or ENG of Record using MiTek 20/20 software. JOSE ."f33onsulting ral•.Truss Design Engineer's Name: Jose Martinez, P.E. 2 •• 00:96' Hi24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) Pho75% 0 0 NOTE: The seal on these drawings indicate acceptance of MAR � 017 0000.. professional engineering responsibilty for the truss � 2 • components shown. Engineers Name Date — - ypp - y y - -_-_.-._ 0001 o � —Truss r-��55 T e PI STRONG DEVELOPMENT 8 CONSTRUCTION - 17608 , CJ11 Diagonal Hi Girder 8 1 L Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:502017 Page 1 I D:19k4mlZGeh m46yXat8XAK9zmrSA-oVpOhav_?5SWj4GIyOA2Bgwgl IGKoAdy529fOBzb4G? _-- -_3-3 4 7-1-6 11-3-0 3-3-4 3-10-2 - l' ---4-1-10 — Scale=1:18.4 3x4 4 5 2.12 12 2x 3Nx4. 10 3-N211-5-12 4-72x No. 1-8.63x4 1-5xo - 33-8-101 3 0. ;�� 1 1 — 4 2x -0=4`7---- _243 1-6 2x4 Not 1130 3x4= 11 12 8 13 7 4x5= 5x6= 9 6 2x4 II —_ 2-9-9 3-3-4 7-1-6 11-3-0 2-9-9 0-5-10 3-10-2 4-1-10 Plate Offsets(X,)J7- [4_0-0-8,0-1-8],[7:0-3-0,0-2-12] —_- ---.-_--------- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.04 8 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.09 7-8 >975 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:49 Ib FT=0% LUMBER- BRACING- •'•• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing di•ectly applied ew4 9-5 oc pIN i"• BOT CHORD 2x4 SP No.2 except end verticals. • • • • WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. •• 0&0:00 •• •s •+•••• REACTIONS. (Ib/size) 7=1026/Mechanical,9=857/0-11-5 (min.0-1-8) •+•Is•• • • • Max Horz 9=227(LC 4) •••••• Max Uplift7=-552(LC 6),9=-572(LC 4) •+•••• • • . • + FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •++++• • • ••••• TOP CHORD 1-2=-258/895,2-3=-13681613,4-7=-4991351 • + •••••• BOT CHORD 1-11=-867/253,9-1 1=-86712 53,9-12=-8671105,8-12=-867/105,8-13=-777/1314, •• •• • •••• • 7-13=-777/1314 •••••• ' • WEBS 2-9=-7541492,2-8=-717/1313,3-7=-1245/749 • • • • +++•+• NOTES- • + • •••+•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.Il;Exp C;?ncl., • •••• : • • GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 •• 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 552 Ib uplift at joint 7 and 572 Ib uplift at joint 9. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Trapezoidal Loads(plf) Vert:1=0(F=50,B=50)-to-4=-275(F=-87,B=-87),4=-215(F=-87,B=-87)-to-5=-221(F=-91,13=-91),1=0(F=10, B=10)-to-6=-56(F=-18,B=-18) FJoT� `` russ rusSType ty i r�TRONG DEVELOPMENT&CONSTRUCTION —— 17608 0002' GR1 COMMON GIRDER 1 _._ _ _ 3 Job Reference(optional) — FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc.Tue Mar 14 09:1751 2017 page 1 I D:19k4mlZGeh m46yXat8XAK9zmrSA-GhN muwvcl PaN LErU W6hH kuTmv9b5XXS6Ki uCYezb4G_ 5-3.0 8-0-12 10-0-0 12-6-8 15-1-0 18-0-0 -- -- - -- -. - -- -} -- - - 5.3.0 2-9-12 1-11-4 2-6-8 2-6-8 2-11-0 Scale=1:30.5 5x6= 3.00 F12 4 3x6 3 3x8 5 3x4% /-- 1.4 2A No -94=0 4 7 2x6 No. $4 5 6 2-1 o.32-6-9 3- 0 32-1 11 5-10 o. -7-2 5-82-5-1 51 6.7 2x4No.3 2-3-0 7 1 3 41N .3 2x - 4 1-1 2x4 � -0 F— I� v 1-12 2x6 M Z5 6-0-07-12 2x6 M 26�0-0 log c o 4x12: 14 13 12 15 11 16 10 17 9 18 8 19 4x12 5x8 M18SHS= 7x6= 5x8= 3x6 11 10x14 M18SHS// 7x10 M18SHS= 2x4 11 �- 2-0-0 5-3-0 8-0-12 10-0-0 12-6-8 15-1-0 18-0-0 — � — - — 2-0-0 T 3-3-0 2-9-12 Plate Offsets X,Y)=[1:1-0-0,0-0-4L11.0-5-8,Hge],_ 0-2-7,0"1.81,[7:0-0-11 0-2-12], 8 0 10 4,0-2-12],[9:0-3-8,0-x[10:0-40,0-2-121 -- - _ 1 , LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.20 10 >967 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -0.36 10 >539 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:346 Ib FT=O% LUMBER- BRACING- •••• TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applio&or,¢2-0 oc"lil"s•• BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly adpliea oC10-0-0 ocvbracigg. • WEBS 2x4 SP No.3"Except' • • • • 3-11:2x6 SP No.2,6-8:2x8 SPNo.2 0000•• •• •• 0000•• WEDGE 000000 • • • Left: x4 SP No.3 •0006• SLIDER Right 2x4 SP No.3 2-3-0 •••••• •• • i • 6600 •• •• 0006• REACTIONS. (Ib/size) 1=5662/0-8-0 (min.0-1-9),7=13003/0-8-0 (min.0-3-9) •••••• • • ••••• Max Horz 1=-86(LC 7) ` • •`•••• •• •• • 66••6• Max Upliftl=-2890(LC 4),7=-6764(LC 5) • •666•• • • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • •+•••• TOP CHORD 1-2=-16750/8518,2-3=-1838719382,3-4=-16649/8438,4-5=-16723/8479, • • :•6 6 6• 6 • 5-6=-26311/13696,6-7=-28252/14633 • • • •*000•••• BOT CHORD 1-14=-8123/15895,13-14=-8123/15895,12-13=-8123/15895,1 2-1 5=-81 2311 589 5, •6 6 ••6• i • • 11-15=-8123/15895,11-16=-9042/17816,10-16=-9042117816,10-17=-11110121976, •• 9-17=-11110121976,9-18=-11110/21976,8-18=-11110/21976,8-1 9=-1 32 8412 571 5, 7-19=-13284125715 WEBS 2-1 3=-41 512 82,2-11=-1154/2265,3-11=-1128/2100,3-1 0=-22 5 311 2 83,4-10=-373917379, 5-10=-7011/3724,5-9=-1257/2661,5-8=-263814627,6-8=-305615905 NOTES- 1)Special connection required to distribute web loads equally between all plies. 2)3-ply truss to be connected together as follows: Top chords connected with 10d(0.148"x3")nails as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected with 1 Od(0.148'x3")nails as follows:2x6-3 rows staggered at 0-4-0 oc. Web connected with 12 Gauge(0.216'x3")screws as follows:2x4-1 row at 0-9-0 oc,2x6-3 rows staggered at 0-9-0 oc,2x8-3 rows staggered at 0-3-0 oc. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Unbalanced roof live loads have been considered for this design. 5)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 6)All plates are MT20 plates unless otherwise indicated. 7)Plates checked for a plus or minus 0 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2890 lb uplift at joint 1 and 6764 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points ConflKtROW1 WLn Chord,nonconcurrent with any other live loads. Uob—. --- ---Truss -- Trust --— N tlty PIy STRONG DEVELOPMENT CONSTRUCTION 17608 - -— - y COMMON GIRDER— — - t _ STRONG Reference(optional_ 0002 FORT DALLAS TRUSS CO.LL GR1 1 —Page8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:512017 ` I D:19k4mlZGeh m46yXat8XAK9zmrSA-Gh N muwvclPaN LErU W6hH kuTmv9b5XXS6KI uCYezb4G C.,MIAMI,FL.,Ton Sierra NOTES- 11)Girder carries tie-in span(s):25-4-8 from 9-0-0 to 14-1-0;6-0-0 from 16-1-0 to 18-0-0 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2935 Ib down and 1586 Ib up at 8-0-12,and 10171 Ib down and 5497 Ib up at 15-1-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-100,4-7=-100,1-16=-20,16-18=-701(F=-681),18-19=-20,7-19=-120(F=-100) Concentrated Loads(lb) Vert:11=-2935(F)8=-10171(F) • • Tom --- Truss - Trustee- - - 3 YP y STRONG DEVELOPMENT&CONSTRUCTION 1308 PORT DALLAS TRUSS CO.LL GR2 COMMON GIRDER - _ -- 1 3 000 b Refer15 2016 MiTek Industries,Inc. Tue Mar 14 09 17:52 2017 Page 1 C.,MIAMI,FL.,Tony Sierra - 8. I D.19k4mIZGehm46yXat8XAK9zmrSA-ktx86GwE W1 i EyOQh4pCW G50zSZznG_I FZMen-44zb4Fz 3-6-9 6-7-14 9-9-3 12-10-8 16-3-2 19-7-12 22-5-12 25-3-0 ' 3-6-9 3 1 5 3-1-5 {' - 3-1-5 3-4-10 Scale=1:43.8 5x6= 3.00 F12 6 3x4; 3x4 5 7 7x6 3x4 3x6== 4x(1 __ 8 7x6 5x10 M ;18SHS1-6�6 N6213-4- 1 2x6 10-7 5x10 M18SHS= 3 2x4 No.3 3-2-1 1.2 2x4 No.3 2- 2x4 -.3,_ i i5-16 2 .3 3-8-3 7-16 2x4 0 3-10-4' 9 10 2x4 No.3 2-6,-0 1 4-18 2x4: 8.14 0 44 11 4 -1 9 13 - 0 20 19 21 78 22 17 23 16 15 24 14 25 26 13 27 72 28 7x10 M18SHS= 5x8 M18SHS= 7x14= 2x4 II 5x6= 5x6= 7x6= 7x10= 2x4 II 5x10 M18SHS= 8x10= 3-6-9 6-7-14 9-9-3 12-10-8 16-3-2 _ 19-7-12 22-5-12 25-3-0 - 3-6-9 3 1 5 3 1 5 - 3-1 m5- 3-4-10 3-4-10 --+ &10 o - Plate Offsets(X,1)-- [1:0-4.15,0-5-0],[1:Edge,0-2-14j,[3:0-3-0,64:4],[5.0-1-4,0 1-8],[6:0-3-0,0-2-4],[7:0-1-4,0-1-8],[9:0-3-0,0-4-0],[11:0-0-0,0-4-7],[13:0-5-0,0-4-12], -A14:0-3-0,0-3-12], 16:0-5-0,0-4-8], 17 0-3-0,0-3-81,[18:0 30,0-3-8� - -- - - -- - LOADING(psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.38 16-17 >779 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -0.69 16-17 >433 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.19 11 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:530 Ib FT=0% LUMBER- --- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-11:2x6 SP M 26 • BOT CHORD Rigid ceiling directly applied or 10-0-0 •oc 6ra•cipg. BOTCHORD 2x6SPM26 0 0 0000 0000•• WEBS 2x4 SP No.3*Except* sees • • 6-16:2x4 SP No.2,8-13:2x6 SP No.2 • •• • . •• SLIDER Left 2x4 SP No.3 2-6-0,Right 2x4 SP No.3 2-6-0 s 0 s••• 00 00 ••••.• • •0000• • • • •0.00• REACTIONS. (Ib/size) 1=1216510-8-0 (min.0-3-6),11=10189/Mechanical •••• 0 0 0 • Max Horz 1=-131(LC 7) O•••e• ee•: es0•s Max Upliftl=-5659(LC 4),11=-4933(LC 5) s• s • •0000• :so.:. • •000• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. e 0••0• ;0 0••• •••••• TOP CHORD 1-2=-27400112714,2-3=-27071/12614,3-4=-29188/13597,4-5=-26303112279, • • •• 5- 0 *Osseo 2436/10497,6-7=-22444/10503,7-8=-26826112702 8-9=-29461/14226 0 • • 9-11 0=-=- , ,23478/11388,10-11=-23905/11539 • • • • •••••• BOT CHORD 1-20=-11854/25383,19-20=-11854125383,19-21=-11854/25383,18-21=-1 1854/25383, • • .0 0.0• • • 18-22=-13215/28405,17-22=-13215/28405,17-23=-11801125462,16-23=-11801125462, • • • •0 0••• • • • • 1 5-1 6=-1 21 3312 600 5,15-24=-12133/26005,1 424=-1 2 1 3312600 5,14 •• a 0•25=-13692/28598, • • 25-26=-13692128598,13-26=-13692/28598,13-27=-10501121816,1 2-27=-1 0 50 1121 81 6, 00 12-28=-10501/21816,11-28=-10501/21816 WEBS 3-19=-921/2112,3-18=-1526/3255,4-1 8=-7 9 311 746,4-17=-355911693,5-17=-1952/4331, 5-16=-499212373,6-16=-4666110028,7-16=-5473/2838,7-14---2133/4357, 8.14=-303411792,8-13=-955/1677,9-13=-349417342,9-12=-3961235 NOTES- 1)3-ply truss to be connected together with 10d(0.148"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-3 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless otherwise indicated. 6)The solid section of the plate is required to be placed over the splice line at joint(s)6. 7)Plate(s)at joint(s)1,1,1,11,11,15,3,19,18,4,17,5,16,7,14,8,13,9 and 12 checked for a plus or minus 0 degree rotation about its center. 8)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. ®brX[ijfutr@!Jn"0gen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3oG Truss — Truss ype lTty -TPI -----STRONG STRONG DEVELOPMENT&CONSTRUCTION 0003 17608 GR2 COMMON GIRDER _ 1,IObReferenC�OptlOna� 9_,I FORT DALLAS TRUSS CO.LL ID:19k4mIZGehm46yXat8XAK9zmrSA15 2016 MiTek 6GwEWpEyOQh4p Inc. Tue Mar 14 09 11FZMe017 Pag 2 C.,MIAMI,FL.,Tony Sierra NOTES- — 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5659 Ib uplift at joint 1 and 4933 Ib uplift at joint 11. 12)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13)Girder carries tie-in span(s):30-10-8 from 0-0-0 to 18-7-0 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3920 Ib down and 2119 Ib up at 19-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-100,6-11=-100,1-26=-866(F=-846),11-26=-20 Concentrated Loads(lb) Vert:13=-3920(F) • • •••• •••••• •••••• •• •• •••••• • •••••• • • ••••• •• •• • •••••• • • • • • 0000 ••••• • • • • • _]1h� uss iTrusstomply -i SONG DEVE TRLOPMENT 8 CONSTRUCTION 17808 H1 Hip 12 1 0004 _. Job Reference(optional) LAS --- FORT GALTRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:52 2017 Page 1 I D:19k4mlZGe h m46yXat8XAK9zmrSA-ktx86GwEWj i EyOQh4pCWG502uZwPGyRFZMem44zb4Fz 2-4-0_ 6-2.0 10-0-0 13-9-8 17-7-0 21-5-0 25-3-0 27-7-0 2-40 3-10.0--- -3.10 0 --- ---- 3_9_8 --- -- 3 9.8— - _ -3-111--0 Scale=1:46.8 4x7- 2x4 1 4x7= 3.00'12 4 5 6 44 22 - 46-2x4-Na.2 7-7-0- - _ 3x4 d 20174 No \ 0.3 2-2-1 3 2x44 0 \ 3x4 --- _ _- 20 3 2x4 No.3 40-6 1 6.14 2x4 No.3 7 21 8x101 ` 228x10 / '----� 6 II �V .3 2-2.14 �x�No_2 10-49 1- 4 _ 415 2x4 10.3 2-2\.5 14 2x4 N 1 62z4Nv.FB=(�0- — - 12\16 40--- 18 - \ 8 N 3-1 2x 3-10-15 -- 7- 2x�No 33-4615 \ v1 � �� 0 � 13 �I-e-+4�c4Nzs33b�T-a'�\ 9 v 3x4-= a 23 18 24 17 16 15 25 14 26 13 12 11 27 10 28 3x4— 7x6= 45_- 3x4= 3x8= 3x4= 45— 7x6=_ 2-0-02+0 6-2-0 10-0-0 13-9-8 _ 17-7-0 21-5-0 __ 25-3-0_ 2 -7-0 27-7-0 _ 2-0-0 0-4-0 3-10-0 3-10-0 3-9-8 � 3-9-8 3-10-0 3-10-0 0-4-0 2-0-0 ' Plate Offsets(X,Y)-_ 2:0-4-8,0 1-12],14:0-5-4,0-2-0],_[6:0-5 4 0-2-0],[8:0-48 0 1-121_ LOADING(psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) 0.21 14 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 1 BC 0.72 Vert(TL) -0.41 14 >671 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:132 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 2x4 SP No.3 •••• • •••• •••••• REACTIONS. (Ib/size) 18=1655/0-8-0 (min.0-1-15),10=165510-8-0 (min.0-1-15) • ••• • Max Horz 18=-93(LC 8) + • Max Uplift18=-954(LC 5),10=-954(LC 6) *::so: •• •• se"" • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• TOP CHORD 1-2=-393/699,2-19=-2734/1339,19-20=-2680/1340,3-20=-265011348,3-4=-2814/1530, •••• • • • • 4-5=-302411712,5-6=-3024/1712,6-7=-281411530,7-21=-265011348,21-22=-2680/1340, 0000 •• •• '•'•• 8-22=-273411339,8-9=-393/699000000 • • ••••• BOT CHORD 1.23=-6521392,18-23=-652/392,1 8-24=-6 521392,17-24=-6521392,16-17=-1266/2600, •'+"' 15-16=-1266/2600,1 5-25=-1 3 0 312 689,14-25=-130312689,14.26=-1303/2689, 000000 • •••••• 13-26=-1303/2689,12-13=-120612600,11-12=-120612600,11-27=-652/392, ••••'• • • 10-27=-652/392,10-28=-652/392,9-28=-6521392 i • • • •+•••• WEBS 2-18=-14971972,2-17=-1618/2683,3-17=-4081350,3-15=-1 59/275,4-14=-3001546, •••••• 5-14=-4101307,6-14=-300/546,7-13=-1591275,7-11=-408/350,8-11=-1618/2683, : ••• • •••••• 8-10=-14971972 •• • ••• • • • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-9-1,Exterior(2)5-9-1 to 21-9-15,Interior(1)21-9-15 to 24-7-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 954 Ib uplift at joint 18 and 954 Ib uplift at joint 10. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.. LOAD CASE(S) Standard 'Job H2uss -- —. - - �T YP qty TIy STRONG DEVELOPMENT&CONSTRUCTION - 7 russ Type 1009, 1FOR HIP ID:19k4mIZGehm4 1 �__ Job Reference(optiona) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,To Sierra - ) ^Y 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar'14-0-:17-:_53 2017 Page 1 6yXat8XAK9zmrSA-C4V WJ cxsHOgSaX'?teXj I PJYC9zEk?PJOo?NJcWzb4Fy 2-0 0 7-2-0 12-0-0 15-7-0 20-5-0 25-3-0 _ 27-7-0 - +---- -I 2-4-0 410-0 - 4-10-0— ---3 7-0-- - -- 4-10-0 - - --410-0 2-40 Scale:1/4"=1' 3.00 F12 4x7= 4x5= 3x4% 5 2p 6 3x4 3x4: _x4 . 7-0_` 3x4 �i 45 2x :2 5 "' - — -- &224 N 24-5-5 3 4 5- 4 No.3 40-12 7 8 8x10 11 8x10 11 19 2-17 0 p 5-15 2x4 N .3 2-8- -14 2x4 Nq.3 2-8-14 2 3- X411-4 8-14 2x4 4 No 2 8 -D 9 _ M 10 2--2x=4-f _ a 73 1b2x4No X71I� = 22 18 23 17 16 24 15 25 14 26 13 12 27 11 28 3x4 3x4= 4x5= 3x4= 3x8= 7x6 =_= 7x6= 4x5 _ 2-0-0 2r4,0 7-2-0 12-0-0_ 15-770 20-5-0 253-0 2 -7-0 27-7-0_ 2 0-0 0-4-0 410-0 4-10-0 3-7-0 _410-0 _ 4-10-0 0-4-0 2-0-0 Plate Offsets _K -- 2:0-3-0 0 2-0],�5:0-5-4,0-2-0],f9:0-3 0 0-2-0� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.19 15-17 >999 360 MT20 2441190 TCDL 20.0 i Lumber DOL 1.33 BC 0.84 Vert(TL) -0.39 15-17 >696 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.07 11 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:131 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS 2x4 SP No.3 04o•• •060, • REACTIONS. (lb/size) 18=1655/0-8-0 (min.0-1-15),11=165510-8-0 (min.0-1-15) • • • Max Horz 18=111(LC 7) •• • • • Max Uplift18=-930(LC 5),11=-930(LC 6) •••••• •• •• 0060% 49• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. :0600` TOP CHORD 1-2=-3691648,2-19=-2923/1379,3-19=-2861/1390,3-4=-260111377,4-5=-2539/1388, •••••• •• • • • 5-20=-2474/1394,6-20=-2474/1394,6-7=-2540/1388,7-8=-2602/1377,8-21=-2861/1390, •`•• •• •• •+ ••• 9-21=-292311379,9-10=-3691647 •••.. • • 00000 BOTCHORD 1-22=-6001366,18-22=-600/366,18-23=-600/366,17-23=-6001366,16-17=-1305/2776, • ` •0 0 0 00 16-24---1305/2776,15-24---130512776,15-25=-1 143/2473,1425=-114312473, 14-26=-1240/2776,13-26=-1240/2776,12-13=-124012776,12-27=-600/366, ••``•• 0 •• 11-27=-600/366,11-28=-600/366,10-28=-600/366 i • • •••••• WEBS 2-18=-1496/951,2-17=-1619/2749,3-17=-2921297,3-15=-4051316,5-15=-781319, •••••• 8-14---4041317,8-12=-292/297,9-12=-161912749,9-11=-14961951 ••• • •••••• NOTES- •• 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-9-1,Exterior(2)7-9-1 to 19-9-15,Interior(1)19-9-15 to 24-7-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 930 Ib uplift at joint 18 and 930 Ib uplift at joint 11. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17U--� ' - H �rPuss Type - --i� -Ply STRONGbEVELOPMENT&CONSTRUCTION 00101 Tony iy 8 IJob Reference_(option� FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra 000 s Jan 152016 MiTek Industries,Inc. Tue Mar 1409:17:54 2017 Pagel ID:19k4mIZGehn-46 Xat8XAK9zmrSA-gG3uXyyU2KyyCha3BEE_MW514MgMku3Y0f7s8zzb4Fx 2-0.0 6-2-0 10-0.0_ 15-1-9 20.1.7 25-3-0 29-1-0__._ 32-11-0 35-3.0 _- --.--- -- — 0- - 2d•0 3-10-0 3.10-0 _.-.._ 5-1-9 — 4.11.13 ---- 5 1 9 l_ 3-10-0 0 - -I�---- 3-10-0 �4-0.0 ' Scale=1:60.2 3.00 F-12 5x8=-= 2x4 6x10= 5x6=_ 3- e. 10-15i 5 6 3x4: 4--6 2x4 M 31 10-0-0_ / 6�2x4 Not 5-30 3x4 23 6x10 VA 3 — - �- - � � 8 22-1929046 24 6x10 416 .3 5-2-7 6-16 2x 3 5-2-7 6-13 b .35-2-7 2JbQ249$-119 2x4 ' .3 8;13 2x4 1 4 17_ �Q Bl 2x 30-10 14M31113=0 5 10 a - 7-12.0-0 ' , 4_�o IM 1 26 20 27 19 28 18 17 29 16 30 15 31 14 13 32 12 33 11 34 0 3x6— 5x8- 3x4— 5x6 WB--- 3x8 2x4 3x8— 5x8— 3x6-_ 5x8 M18SHS= 2-0-0 2-4-0 6-2-0 _.—4—- 10-0-0 _ _-+ _ - 15.1.•9 _...---- 20.1.7 -- - .25-3-0 _-_ _-_ -29-1-0 _�.._- 32-11-0 33.3-035-3-0 2.0-0 0-4-0 3-10.0 3100- 51-9 411-13 5-1-9 3.10-0 3-10.0 0-4.0 2-0-0 Plate Offsets(X,Y)-- [2:0-3-0,0-2-41, 4 0 5 40-2 8j [9 0-3 0 0 2-4J 1 -3-8,0.2-0],[19:0-3-8,0-2-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 I Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.49 15-16 >752 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.92 15-16 >400 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 J Code FBC2014ITP12007 (Matrix) Weight:171 lb FT=O% LUMBER- BRACING- - - - - — TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. 4-6:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. BOT CHORD 2x4 SP M 31 *a** WEBS 2x4 SP No.3*Except* • • 2-19,9-12:2x4 SPNo.2 �•• •••• ••••�• OTHERS 2x4 SP No.3 •• • • • REACTIONS. (Ib/size) 20=211510-8-0 (min.0-1-12),11=2115/0-8-0 (min.0-1-12) Max Horz 20=93(LC 7) •�•••• • •••••• •s•• • • • • Max Uplift20=-1211(LC 5),11=-1211(LC 6) • • � s s •••• •• •• ••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• • • ••i•• TOP CHORD 1-2=-2801637,2-21=-3848/1953,21-22=-379111957,3-22=-378311961,3-4=-4274/2284, • • see*** •• •• • w•••:• 45=-533912872,5-23=-533812872,6-23=-533812872,6-7=-413512267,7-8=-4271/2282, 8-24=-3783/1962,24-25=-3792/1959,9-25=-3848/1954,9-10=-280/637 •••••• • • BOT CHORD 1-26=-592/282,20-26=-5921282,20-27=-5921282,19-27=-592/282,19-28=-186913678, i • i • + ••••i• 18-28=-186913678,17-18=-2056/4102,17-29=-2056/4102,16-29=-205614102, s•6••• 16-30=-2667/5363,15-30=-2667/5363,15-31=-2664/5367,14-31=-2664/5367, i ••• •••••• 13-14=-2664/5367,13-32=-1797/3678,12-32=-1797/3678,12-33=-593/282, •• • w 11-33=-5931282,11-34---5931282,10-34---5931282 •• WEBS 2-20=-190311191,2-19=-2104/3649,3-19=-604/444,3-18=-2951629,4-16=-820/1512, 5-16=-514/385,6-16=-2711306,6-15=01293,6-13=-1506/819,7-13=-2281577, 8-13=-294/629,8-12=-6011442,9-12=-2105/3649,9-11=-1904/1193 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-6-5,Interior(1)3-6-5 to 5-0-3,Exterior(2)5-0-3 to 10-0-0,Interior(1)15-1-9 to 20-0-0,Exterior(2)25-3-0 to 35-3-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)17. 6)Plate(s)atjoint(s)1,4,7,10,2,19,3,18,16,5,6,15,13,8,12,9 and 14 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)17 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1211 Ib uplift at joint 20 and 1211 Ib uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points COnflkPMtbA OWLin Chord,nonconcurrent with any other live loads. — — — ooto Truss_ - --- russ Type �t� Ply - �ST�i�LCiPMEkt—&-CC�-NSTR—UCTf-dN------ �7B08 H3 Hip '1 1 Job eference toptional)__ FORT DALLAS TRUSS Co.LLL Y ID:Igk4mlZGehm46yXat8XAKgzmRSA-gG3uXyyU2KyyCn 15 2016 MiTek ha3BEE__MW514MgMku3Y0f7s8zzInc. Tue Mar 14 09:17:54 2017 P 44Fx C.,MIAMI,FL.,Ton Sierra e 2 NOTES- 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • 996 00 00 • •• •• • •••••• • -Job '` —Truss Truss Type _ — LFty PIy STRONG DEVELOPMENT&CONSTRUCTION 1 -- 0011 1171308 H4 .Hip 111 1 FORT DALLAS TRUSS CO.LL 1 - Job Reference(Optional C.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:55 2017 Page 1J I D:19k4mIZGeh m46yXat8XAK9zmrSA-85tH kly6pe4ppr8Glyl Du keU kmuwTKvhFJsQgPzb4Fw 24-0 7-2-012.0-0 17.7.8 23-3-0 28-1-0 32-11-0 35-3-0 --- --4 -- 5.7.8 -------_�-.__. 5-7-8 `--__- _..4 10 0 -- -1— -__-'4-10-0 Scale=1:61.3 3.00 12 3x4 5x8 2x41 5x8 ; 3x4=c 22tt 3x6 3x6 _ --�3C11-3-D -- 3 4-5 2x� 5 2x4 No.3 5 10 6 7 15 2x4 No 3 5-1 -4 No 2 4-5.5 9 c+M' 2-1b 2x4 4 5-16 2:c4 N �� - - �, -� 7x10 8 r, 7x10 �,� � ` b.3 2-8-1 y�6-15 2x4 No.3 2-8-14 14 2x4 p.3 2 8 14 2 2 31E�xNo 411-4 \ 9- 4 1 p 142x N -4 z 8 0"m of 132r4 No.24- � o 23 18 24 17 25 16 26 15 27 14 28 13 29 12 30 3x6= 6x10= 5x6= 3x8= 5x6= 6x10= 3x6— _ 2-0-9 2.�4 0 7 2-0 12-0.0 17.7.8 23.3-0 28-1-0 32-11-0 31-3-035-3-0 ' 20-0 0-4-0 410-0 _ 4-10-0 - ' S-7.8 578 ---_-- ----4-10.0 -- _-4-10.0 0-4-0 2-0-0- Plate Offsets(X Y)_ [2:0-3-4,0-3-0],[5:0-5-4,0-2-8],[7:0-5 0-2-„ j10-.0-3-4,9-3-0],[13 0 3-8,0 4 -2-12],[14:0-3-0,0-3-0],[16:0-3-0,0-3-01,L17:0-3-8,0-2-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate GripDOL 1.00 TC 0.80 VertLL 0.43 15 >854 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -0.83 14-15 >444 180 BCLL 0.0 Rep Stress Incr YES i WB 0.91 Horz(TL) 0.17 12 nla n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:170 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-7:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3*Except* 2-17,10-13:2x4 SP No.2 REACTIONS. (lb/size) 18=2115/0-8-0 (min.0-2-8),12=211510-8-0 (min.0-2-8) Max Horz 18=111(LC 7) see* Max Uplift18=-1193(LC 5),12=-1193(LC 6) • • • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• ' • • • TOP CHORD 1-2=-2751606,2-19=-415312111,3-19=-4088/2121,3-4=-413512243,4-5=-407612254, •••••• •••••. *see:*•••:• 5-20=-4624/2597,6-20=-4624/2597,6-21=-4624/2597,7-21=-462412597,7-8=-407612254, • 8-9=-4135/2243,9-22=-4088/2121,10-22=-4153/21 11,10-11=-2751606 •••••• • ••••• BOT CHORD 1-23=-5581273,18-23=-5581273,18-24=-5581273,17-24=-5581273,17-25=-198813966, •••• • • • • 16-25=-198813966,16-26=-1976/3960,15-26=-1976/3960,15-27=-197613960, *000 •• 0• ••••• 14-27=-197613960,14-28=-1945/3966,13-28=-194513966,13-29=-5581273, 00:0% • • • •.;..• 12-29=-5581273,12-30=-558/273,11-30=-558/273 •••••• WEBS 2-18=-1 93211208,2-17=-223613858,3-17=-452/379,3-16=-2351290,5-16=-1 9/292, •• •• • •••••• • 5-15=-525/956,6-15=-630/471,7-15=-526/956,7-14=-19/292,9-14=-2351290, •••••• • • 9-13=-452/379,10-13=-2236/3858,10-12=-1932/1208 . • : • • ••••e• NOTES- . ••• • ;••••; 1)Unbalanced roof live loads have been considered for this design. •• • ••• • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp C;Encl., •• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-6-5,Interior(1)3-6-5 to 7-0-3,Exterior(2)7-0-3 to 12-0-0,Interior(1)16-11-13 to 18-3-3,Exterior(2)23-3-0 to 35-3-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line atjoint(s)16,14. 5)Plate(s)at joint(s)4,5,7,8,1,2,17,3,15,6,9,13,10 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)atjoint(s)16 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1193 Ib uplift at joint 18 and 1193 Ib uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - - - - -Trustee- - ----- -- --Qt -_PI- - - ------ - - -- oolz' r70�" —Truss i yp y y :Job TRONG DEVELOPMENT&CONSTRUCTION 12608 HS ---- Hip Reference(optionalL. FOR9 T DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan152016 MiTek Industries,Inc. Tue Mar 14 09:17:56 2017 Pa e 1 I D.19k4mlZGehm46yXat8XAK9zmrSA-cfAfxezlaxCfR?1 SJfH SRxAiaALTCpwrUzczDrzb4Fv 2-4-0 8-2-0 - 14-0.0 17.7-8 21-3-0 271.0 32-11-0 35.3.0 --- _---- - -..._.-- -- ---3-7-8 --- -- --_--_ _-____-- __ -- 24-0 5-10-0______ 5-10-0- - 3-7-8 � 5.10-0 5.-10-010-0 2-4-0 Scale=1:61.3 3.00 r12 5x6-- 5x6 5x6 WB% 3fx4- 5x6 WBS -b=7-2x4 No 2 7-3_0_ -.- 7 8 3x4% 454x4 39yt1 gx\ M31 2-6-1 3x4 3 21 0-10-0 4 No 4-7-1 S82x 2 .4 - 22 9 4 No.3 5-11-10 7x10 1\ 16 2x4 4-7-12 15 2x4�o.3 3-2.14 7x10 i( 20 16 6-10 1 112.0-0 23 A ' 2 _ __.--14=12.2x4 M 31 11,&D � �, 1 2x`�-6.10 1 ro 1 m SB32x A -- i� of d 24 19 25 18 26 17 16 27 15 14 28 13 29 12 30 3x6= 5x8- 5x6 WB- 3x8 3x8= 5x6 WB= 5x8= 3x6= 2-0-0 2.4-0 8.2-0 14-0-0 21.3.0 27 1-0 _ 32-11-0 33-3-035.3.0 - - - -, - -- -- --- 2-0-0 0-4-0 5 10.0 5-10-0 7-3-0 5-10.0 5-10-0 0-4-0 2-0-0 Plate Offsets(X,Y)-- [2_0-3-4,0 3-0],[4_0 3-O,E � [8.0-3 O,Edge],[10 0-3-4,0-3-0],[13:0-3-8,0-2.0],[18:0 3 8 0-2A - - __T - ----- LOADING(psf) SPACING- 2-0.0 CSI. DEFL, in (loc) I/deft L/d T PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.32 16-18 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.45 Vert(TL) -0.67 15-16 >550 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.12 12 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:175 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. 5-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 2-18,10-13 WEBS 2x4 SP No.3*Except* 2-18,10-13:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=211510-8-0 (min.0-1-12),12=2115/0-8-0 (min.0-1-12) ••r r Max Hoa 19=-129(LC 8) • • • • •••• ••••r• Max Upliftl9=-1170(LC 5),12=-1170(LC 6) • • • r FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• •••••. ••••.• TOP CHORD 1.2=-3831479,2-20=-432312158,3-20=-424712171,3-21=-389712100,4-21=-3821/2106, • 4-5=-381412112,5-6=-3727/2112,6-7=-372712112,7-8=-3814/2112,8-22=-382112106, •••••• • .•••• 9-22=-389712100,9-23=-4247/2171,10-23=-4323/2158,10-11=-3831479 0 •••• 0 • • • BOT CHORD 1-24=-431/375,19-24=-431/375,19-25=-4311375,18-25=-4311375,18-26=-202014121, ••••• •••••i ••••• 17-26=-202014121,16-17=-202014121,16-27=-1943/3892,15-27=-1 94313 892, • • •••••• • • ••••• 14-15=-1985/4121,14-28=-198514121,13-28=-1985/4121,13-29=-431/375, • • •0 0 0•0 12-29=-4311375,12-30=-431/375,11-30=-4311375 •• •• • •••••• • WEBS 2-19=-190611186,2-1 8=-2 1 7 613779,3-18=-3401330,3-16=-513/415,5-16=-1791462, •••••• 0 • 6-16=-445/301,6-15=-445/301,7-15=-1781462,9-15=-5131415,9-13=-340/330, : • : r r r r r•;r 10-13=-217613779,10-12=-190611186 *00000 • • • • • NOTES- •• • ••• • • • 1)Unbalanced roof live loads have been considered for this design. ••; 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-6-5,Interior(1)3-6-5 to 9-0-3,Exterior(2)9-0-3 to 26-2-13,Interior(1)26-2-13 to 31-8-11 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)17,14. 5)Plate(s)at joint(s)4,5,7,8,1,2,18,3,16,6,15,9,13,10 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)17 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1170 lb uplift at joint 19 and 1170 Ib uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ',.�— russ rU55 Type y Ply STRONG DEVELOPMENT&CONSTRUCTION 0013 j 1�a08— H6 v HI 1 8�',Job Reference lo�tional _ P FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Siena 000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:57 2017 Pagel I D:19k4mlZGehm46yXat8XAK9zmrSA-5rkl9z_N LF KW39letNohz9js3aaBxG2_idLXl Hzb4Fu _2-4-0 6.10-11 11-55 _ 16.0.0 19-3-0 23-9-11 284-5 _ _32-11-0_ 35-3-0 24-0 '-4-6-11 4.6-11 - }-_-_--_. 4-6-11 4-6-11 4•6-11 +- 24-0--�' Scale=1:61.3 3.00 12 5x8= 5x6= 5x6 5 4Ao.233 5x6-`- I �224-5 2x4yo 2+6-13 2 { .2 4-6-13 4 ' 5.1 No.3 4-7.2 7 24 3x4, 3x4 3 6 2x4 No.3 5-1-9 8 7x10 ' rl �2x4 3 3-8-14 2-P3 2x4 yo:218 2x4 o.3 2-7- Q 7-15 2x 5.1.9 .212-0-0 25 7x10 2 i 4 6-3 9 8-132 0 s -3 2 4 u� _ —! �^iw u. 10 rx ------ ---- ---- ---- ----'— ;M 1 0 26 20 27 19 28 1817 29 16 30 15 31 1413 32 12 33 11 34 0 3x6— 6x10= 5x6— 3x4= 3x8= 3x4— 6x10= 3x6= 3x4= 5x6= 2.0-0 24.0 6-10-11 11.5.5 _ 16-0-0 19-3-0 23-9-11 284.5 32.11.0 31-3-035-3-0 _-------- - --I __ _._�_2 0 0 04-0 4-6-11 4-6-11 t 4.6-11 3.3 0 4.6.11 4-6.11 4-6-_11-040_ 2-0.0_ Plate Offsets X -_- — ( [2:0-3-4,0-3-0],[4:0-3-0,0-3-0] [5:0-5-4 0-2-8] [7:0-3-0,0-3-0],[9:0 3 4,0-3-0],[12:0-3 8 0 2-121,119:0-3-8,0-2-12] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.36 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.74 16-18 >494 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:179 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* 2-19,9-12:2x4 SP No.2 REACTIONS. (Ib/size) 20=211510-8-0 (min.0-2-8),11=211510-8-0 (min.0-2-8) Max Hoa 20=148(LC 7) Max Uplift20=-1144(LC 5),11=-1144(LC 6) Y Y•• FORCES. Ib -Max.Comp./Max.Ten.-All forces 250 Ib or less except when shown. • • •••• r••••• TOP CHORD 1-2=-2831620,2-21=-407711887,3-21=-4013/1897,3-22=-4202/2140,4-22=-409112141, •• • • • + 4-5=-353311909,5-23=-3387/1901,6-23=-3387/1901,6-7=-353511909,7-24=-4091/2141, 000000 ••••. *do*:* 8-24=-420112140,8-25=-401311897,9-25=-4078/1887,9-10=-283/620 • BOT CHORD 1.26=-573/281,20-26=-5731281,20-27=-5731281,19-27=-573/281,19-28=-1852/3893, ••••Y• • :**So:•••• 18-28=-1852/3893,17-18=-1898/4028,17-29=-1898/4028,16-29=-1898/4028, 0 •••• 0 • • • 1 6-3 0=-1 57 513385,15-30=-157513385,1 5-31=-1 89 814027,14-31=-1898/4027, 0000 Y ••• •: ••••• 13-14=-189814027,13-32=-173113894,1 2-32=-1 7 3113 894,12-33=-573/281, 400000 • • 11-33=-5731281,11-34---573/281,10-34=-573/281 0 0 •••••• 00 WEBS 2-20=-1935/1143,2-19=-199913815,3-19=-4811356,4-16=-825/525,5-16=-236/502, •' •• • •••••„ 6-15=-1941478,7-15=-8231525,8.12=-4811356,9-12=-199913815,9-11=-1935/1143 ••+••• • •• • • • • NOTES- • • i•••:• •.•..: 1)Unbalanced roof live loads have been considered for this design. ' • ' • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;LACI., • ••• • • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-6-5,Interior(1)3-6-5 to 11-0-3,Exterior(2)11-0-3 to •• 24-2-13,Interior(1)24-2-13 to 31-8-11 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line atjoint(s)17,14. 5)Plate(s)atjoint(s)5,6,1,2,19,3,18,4,16,15,7,13,8,12,9 and 10 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)17 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1144 Ib uplift at joint 20 and 1144 Ib uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ob -_—Truss - - Truss Type Fly STRONG DEVELOPMENT&CONSTRUCTION 0014, 17608 H7 HIP 1 1 Job Reference(optiona_l)_ _ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:58 2017 Page 1 2 4 0 - - ID:19k4 Z ehm46y9at8XAK9zmrSrA-Z11PM2?o gJtrQrt4_Jw_WMFONyG ghx8xH54Hkzb4Ft —2- 0 620 10-0-0 14-10-8 9 3-7-0 27-3-12 3-8-123=10-0 3-10-0 4-10-8 41 3-10-0 Scale=1:46.8 4x7= 3.0012 2x4 I4x7= 45 q 6 3x4 46x400. 9-9-0 3x4 3 4=1 2x4 No.3 4-11-10 6-13 2x4 No.3 4-1 7 6x10 \` 1 4 19 x No 7-10.7 d 2 2916 4-15 2x4 q .3 2-2-14 5-13 2x4 3 2-2-14 6-11 2x4 q.3 2-2-14 -Ne-'�3-3-12 8 N 3-1 3-10-15 7-11 2x -15 � m N cil1 1r 0-4 _ $9 x 30-4111 22 17 23 16 24 15 14 25 13 26 12 11 27 10 28 9 3x4= 5x6— 3x4= 4x5= 3x8 3x4= 7x6= 10x10 4x5= 2-0-0 2-4-0 6-2-0 10-0-0 __ 14-10-8 19-9-023-7-0 27-3-12 2-0-0 0-40 3-10-0 3-10-0 4-10-8 4-10-8 3-10-0 3-8-12 _ Plate Offsets(X,Y)-- [2:0-3-4,0-2-12],[4_0-5-4,0-2_4],[6:0-5-4,0-2-4],[9:0-2-12,0-2-8] LOADING(psf) SPACING- 2-0-0 ? CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.28 13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.82 Vert(TL) -0.54 13 >556 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:134 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. 2-16:2x4 SP No.2 REACTIONS. (Ib/size) 17=1783/0-8-0 (min.0-2-2),9=1477/Mechanical Max Horz 17=125(LC 7) Max Upliftl7=-1025(LC 5),9=-763(LC 6) *see FORCES. Ib -Max.Comp./Max.Ten.-All forces 250 Ib or less except when shown. • • •••• •••••• TOP CHORD 1-2=-3901695,2-18=-3047/1533,18-19=-299211534,3-19=-2963/1541,3-4=-3226/1781, •• + • • 4-20=-3676/2115,5-20=-3676/2115,5-21=-3676/2115,6-21=-367612115,6-7=-3218/1838, • • • • 7-8=-303211730,8-9=-14071842 • BOT CHORD 1.22=-6481389,17-22=-6481389,17-23=-6481345,16-23=-648/345,1 6-24=-1 46912 9 0 3, •••••• • • • 15-24=-146912903,14-15=-1591/3088,14-25=-159113088,13-25=-159113088, •••• • • • • 13-26=-164713080,12-26=-1647/3080,11-12=-1647/3080,1 1-27=-1 63312 897, ••••• ••••• •••• 10-27=-1633/2897,10-28=-155/263,9-28=-1 551263 • • WEBS 2-17=-162111051,2-16=-1804/2976,3-16=-4611379,3-15=-170/380,4-13=-454/816, **:so:•i••i i•••i• •+••• 5-13=-543/408,6-13=-4551829,7-11=-1761403,7-10=-4741351,8-10=-1504/2680 •• •• • •••••• • NOTES- • ' • • 1)Unbalanced roof live loads have been considered for this design. • • i•••i• +••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C:Enc6,•• ' •••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-9-1,Exterior(2)5-9-1 it* • •+• • • • 10-0-0,Interior(1)14-2-15 to 15-6-1,Exterior(2)19-9-0 to 27-2-0 zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1025 Ib uplift at joint 17 and 763 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - - - - --- �Jo�: Truss russ a Ply STRONG DEVELOPMENT&CONSTRUCTION i 0015 117608 H8 - THIP I1 L- 1 'fib Reference optional)-------..-.-.y YP Y Y FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:59 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-1 EsnafOdtsaElSS1_ng93aoCjNHWPBNHAxgdpAzb4Fs 2.4-0 7-2-0 12-0-0 14-10-8 17-9-0 22-7-0 27-3-12 2 4 0 4-10-0 4-10-0 240-8 2-10-8 410-0 48-12 Scale:114"=1' 3.00 12 4x5= 4x5= 3x4 3x4% 5 g 7 i 3x4; ,+-----W 2x4Ne 259-0--- -- -- 3x4 4 45 2x4 A�5 �6r14 2x4 No 18 8 3 7x 9-11-319 6x10 \I 5-14 2x4 No.3 2.8- 4 6-13 2x .3 3-913 3x8; 17 2-15 0 0 � 9 1 1 2�c�a �3-11 9 M 2 -3-14 4-11-4 8-13 2 4 No t -4 _ 3 0-4-i� r� — --- 12-142x4 No.2 ._ - l� 0 20 16 21 15 22 14 23 13 12 11 24 10 3x4— 5x6= 5x8— 3x8= 4x5— 5x6= 4x5 I'', 2-0-0 2 ,0 7-2-0 _—_ 12-0-0_____ 17-9-0 22-7-0 _i 27-3-12 — - — -- - 2-0-0 0-40 410-0 410-0 5-9-0 410-0 4.8-12 Plate Offsets(X,Y)-- [2:0-3-4,0-2-121,j10:Edge,O 3 B,L14:0 2-12,0-3-Oj LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.23 14 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.48 13-14 >624 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.10 10 nla n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:135 Ib FT=0% LUMBER- BRACING- •••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appTis qr.2=7-6 oc IiLv"%. BOT CHORD 2x4 SP No.2 except end verticals. • • • WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-6-0 os tra`ing. •• 2-15,9-11:2x4 SP No.2 •••••• •• •• •••••• • REACTIONS. (lb/size) 16=1783/0-8-0 (min.0-2-2),10=1477/Mechanical •••••• Max Horz 16=143(LC 7) •••••• •• • . • • Max Upliftl6=-1003(LC 5),10=-740(LC 6) 0000 •'• •• •• ••••• •••••• • • ••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ..•..' ;•'••• .....• TOP CHORD 1-2=-365/641,2-17=-326711616,3-17=-320411626,3-4=-303511660,4-5=-297311671, • 5-6=-288411669,6-7=-2888/1696,7-18=-2960/1695,8-18=-302311685,8-19=-3185/1773, 00 •••••• • 9-19=-325811767,9-10=-14071817 • • • • •••••• •••••• BOT CHORD 1-20=-5941362,16-20=-5941362,16-21=-5941317,1 5-21=-59 413 1 7,1 5-22=-1 53 5131 09, • . . . . 14-22=-153513109,14-23=-1562/3000,13-23=-1562/3000,1 2-1 3=-1 667131 0 9, 0 0 • •0 0 0 0• 11-12=-166713109,11-24---172/310,10-24---1721310 •• • •••. ; • • WEBS 2-16=-1618/1038,2-15=-184613070,3-15=-342/323,3-14=-3451283,5-14=-129/342, •• 6-14=-3441230,6-13=-339/232,7-13=-128/340,8-13=-3461289,8-11=-3531292, 9-11=-151112828 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-9-1,Exterior(2)7-9-1 to 21-11-15,Interior(1)21-11-15 to 24-2-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1003 Ib uplift at joint 16 and 740 Ib uplift at joint 10. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o nJSS rUSS ype -()ty--- Pry STRONG-DEVELOPMENT&CONSTRUCTION 17608 ' H9 HIP 1,1 1 00161 -FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra Job Reference(option 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:17:59 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-1 EsnafOdtsaElSS1_ng93aoFFNGeP8fHAxgdpAzb4Fs 24-0 + 6-2-11 10-1-5 14-0 0 15-9-0 19-7-11 23-6-5 27-3-12 2 4 0 3-10-11 3-10-11 3-10-11 1-9-0 - 3-10.11 - 3-10-11 - _ —34-7- Scale: 9.7Scale:1/4"=1' 3.00 12 4x7= 45= 6 1 3x4: 3x4 6- 0 3x4 20 4-�2x No.2 6- 8 22 4x7: q 6-1 No. -5-5 4x7 '618 y 2x4 N0.3 45-15 \ c -11-14 1 5x8 1', 7� 2x4 N�.3 3-2-14 9 23 5-17 2x4 o 2-11-12 8-14 2x o 5-15 2x4 No.3 3-9-1 3x4 ;I d) 2 1�2x � 10 v1 7 3 2.3• \� -12 2- - \- 0 ri -- _ 162 -4 1 24 18 25 17 26 16 —..___15 27 14 28 13 12 29 3x4= 3x4= 4x5= 11 3x4= 3x8= 4x5= 3x4= 5x6= 2-0-0 24-0 8-2-0 140-0 15-9-0 _ _ 21-7-0 27-3-12 - - 2-0-0 0�0 5-10 0 5-10-0 1-9-0 5-10-0 5_g-1z_ — Plate Offsets(X Y"2:0-15-0,Q-278, 3.0-3-8,0-1-8-]-6 0-5 4,0-2-0, 1 1:0-3-0,0-3-0 — -- � - jam— -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 1 I TC 0.51 Vert(LL) 0.22 15-17 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.49 15-17 >613 180 BCLL 0.0 Rep Stress Incr YES i WB 0.93 Horz(TL) 0.15 11 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:139 Ib FT=0% _. — UMBER- BRACING- •• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dijectly appli*•;pr•-10-9 oc 11w ips•- BOT CHORD 2x4 SP No.2 WEBS except end verticals. • • • * • 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied o�2-2-0 oC Orzwi4. •- REACTIONS. (Ib/size) 18=1783/0-8-0 (min.0-2-2),11=1477/Mechanical WEBS 1 Row at m i d pt •03-J&• •• •• 000000 Max Horz 18=162(LC 7) •••••• • • • Max Upliftl8=-975(LC 5),11=-712(LC 6) *00000 • • • • •••• •• ••••- FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • TOP CHORD 1-2=-412/664,2-19=-319/611,3-19=-317/641,3-4=-318311521,4.20=-3142/1526, •••••• ••• • ••••• 000000 5-20=-3089/1527,5-6=-2707/1483,6-21=-259011488,7-21=-2590/1488,7-8=-270711489, •• •• 0 •••••• • 8-22=-3079/1640,9-22=-3177/1639,9-23=-2671177,10-23=-3081173,10-11=-2531193 •••••• • 0 BOT CHORD 1-24=-616/407,18-24=-616/407,18-25=-1417/2922,17-25=-141712922, • • • - • • • • • • 17-26=-148613058,16-26=-148613058,15-16=-1486/3058,15-27=-1242/2590, •••••• 0 0 0 0 14-27=-1242/2590,14-28=-1544/3056,13-28=-1 544/3056,12-13=-154413056, ; ••• • ;••••; 12-29=-1464/2871,11-29=-1464/2871 •• • ••• • • • WEBS 2-18=-451/356,3-18=-3148/1787,5-15=-625/435,6-15=-203/475,7-14=-169/386, ••; 8-14=-628/437,9-12=-36/266,9-11=-2862/1464 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-9-1,Exterior(2)9-9-1 to 19-11-15,Interior(1)19-11-15 to 24-2-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 975 Ib uplift at joint 18 and 712 Ib uplift at joint 11. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - -- - 17608 H10 - !HIP H P SSType_.-- --- -- -z.ty FTy ,1 -- P 0005 o TSS STRONG DEVELOPMENT&CONSTRUCTION - Job Reference o tiona� FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:00 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-VQQAn?OFeAi5wc1 DYVLObnLKgnjp8bOQPbaBMczb4Fr 24-0 6-2=0 10-0-0 15-1-9 20-1_7 25-3-0 29-1-0 32-9-12 r —- -- — - --_. F ___—._- --.-- --32 2-0 0 3-10-0 3-10-0 5-1-9 411-13 5-1-9 3-10-0 3-8-12 Scale=1:56.5 3.00 T2 5x8= 2x4 6x10= 4x5= 1{s2x4 Nv. rs 2. 31 10-0-D 23 6 22x4 No.2-5-3-0 7 3x4; ,,i 4fi2x — - 3x4 g 6-15 2x4 No.3 5='-T fi122x4ito5.2 7 6x10 1 21 ? 3-10-15 �� 82 7-10-7 _ 3 0-10- �z M 31 8.9•-12 r 6.3 2-2-14 4110.2 3-3-19 2 2-18 �g 417 2x4 N0.3 2-2- 5-15 2x4 0.3 2-2-14 j-6-14 2x4 o.3 2-2- 7-12 2x4 N d — - - �1�4 p.31-3.1_ M N - 8 2x4 3 - Ill �1 P B1 2x / _ 9-4fi�ic4f1'�31-12=0=D 0 25 19 26 18 27 17 16 28 15 29 14 13 30 12 31 11 32 10 3x4= 5x8= 3x4= 5x6 WB— 3x8 2x4 3x8= 4x7= 10x10 5x8 M18SHS- 2-0.0 2-4-0 6.2-0 10-0-0 15-1-9 20-1-7 25-3-0 29-1-0 32-9-12 -- --- 2-0-0 04-0 3-10-0 3 10.0 - 5-1-9 411-13 5-1-9 - 3-10-0 3--8-12-- Plate -12—Plate Offsets(X,Y)-- [2:0-3-0 0 2 4, 4:0 5 4 0-2-8] j100-2-12,0-2-8]1111:0-3 8,0-118:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.4814-15 >765 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.49 Vert(TL) -0.8914-15 >409 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.16 10 n/a nla BCDL 10.0 i Code FBC2014ITP12007 (Matrix) Weight:163 Ib FT=0% LUMBER- BRACING- •••• TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheattying directly appr1%4gr02?1-13 oc.WViVS,• 4-6:2x4 SP M 31 except end verticals. • • • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-10 Qc bracing. 0 0 WEBS 2x4 SP No.3*Except* 0000•• •• •• 000000 2-18,9-11:2x4 SP No.2 • OTHERS 2x4 SPNo.3 0••�0• • ;0000; 000• • • • • REACTIONS. (lb/size) 19=211110-8-0 (min.0-1-12),10=1809/Mechanical 0000 •• •• 00000 • 0 axHOrz19=125(LC7) ��0�•• � • 0 0 0 00 Max Uplift19=-1208(LC 5),10=-949(LC 6) • • •••••• •• •• • 0••00• • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• • • TOP CHORD 1.2=-3001637,2-20=-383711936,20-21=-3781/1940,3-21=-3764/1944,3-4=-426112271, : • . • • •.••.• 4-22=-5317/2863,5-22=-5317/2863,5-23=-5317/2863,6-23=-531712863, •••••• 6-24=-409412304,7-24=-4094/2304,7-8=-4231/2320,8-9=-378812090,9-10=-1722/992 . •0• 0 .•••• BOT CHORD 1-25=-5931302,19-25=-5931302,19-26=-593/253,18-26=-593/253,18-27=-1897/3668, 0' ' ''• • • • 1 7-27=-1 89713 668,16-17=-208114089,1 6-2 8=-2 0 81140 89,15-28=-208114089, •• 15-29=-272715334,14-29=-272715334,13-14=-2724/5339,13-30=-272415339, 12-30=-272415339,12-31=-198213629,11-31=-198213629,11-32=-186/324, 10-32=-1861324 WEBS 2-19=-189911180,2-18=-2101/3640,3-18=-6031444,3-17=-296/626,4-15=-82211503, 5-15=-5141385,6-15=-2771302,6-14=0/294,6-12=-15231829,7.12=-2221572, 8-12=-3161665,8-11=-6231420,9-1 1=-1 827/3362 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-7,Interior(1)3-3-7 to 5-4-3,Exterior(2)5-4-3 to 10-0-0,Interior(1)14-7-13 to 20-7-3,Exterior(2)25-3-0 to 32-8-0 zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)16. 6)Plate(s)atjoint(s)1,4,7,2,18,3,17,15,5,6,14,12,8,11,10 and 13 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)16 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1208 Ib uplift atjoint 19 and 949 Ib uplift at joint 10. Continued on page 2 ('7608 � IH10�Ss _ -- —HIP Ss Type- - - - -,�y --P�Job Refe enceOoMtional CONSTRUCTION - --0005'. rJo �_-__ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:00 2017 Page 2 NOTES- I D:19k4mlZGehm46yXat8XAK9zmrSA-VQQAn?OFeAi 5wc 1 DYVLObnLKg nj p8bOQPbaBMczb4F r 11)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • •••• •••••• •••••• •• •• •••••• • •••••• • • ••••• •• •• • •••••• • o russ Truss yp� — — 7y T ly STRONG DEVELOPMENT&CONSTRUCTION 7B 0006 08 H11 --„,.HIP !1 1 — Job Reference(optional)— y - – _ — --— erra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:01 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-zc Y?LltPUgyXmcP6Csd8?tWGBxMt2EadFJku3zb4Fq FORT DALLAS RQ OS CO.LLC.,MIAMI,O L.,Ton Si 12-0-0 17-7-8 23-3-0 28-1-0 i 32-9 12 -- -- -_— - -f . 240 410-0 410-0 5-7-8 5-7-8 4-10-0 48-12 -- Scale=1:57.5 3.00 12 3x4 5x8= 2x4 1'', 5x8 3x4 _ - 5 t 6 2 7 ; _ -72z4M-31_M3--a ---- -- -- - - - -- - - a 384 4 3�S 2A 5�4 2x4 No.3 5-10-6 7-14 2x4 No 3 5-1 45 2x4 � 3 - 7x10 1Jo 2\1121 $®6,32 x4 1 tJ fu�p.3 2.8-14 12 2x4 3 2-8-14 2 © 6 B-12 2x4-N6 49 TLS 4 No.2 43-11 g Q.3 2-8-1 6-142x4 4-11 4 = -- 0- -13 0 0 i —9�.3 0 rY .411 _ _ .._ --d— -- - .. --- �� 103-2x4 No-27&$12 - 22 17 23 16 24 15 25 14 26 13 12 27 11 28 10 3x4= 6x10= 5x6= 3x8- 3x4= 6x10= 10x10 5x6= 2-0-0 274,0 7-2-0 12-0-0 _ 17-7-8 23-3-0 28-1-0 32-9-12 _ - 2 0 0 0.40 410 0 - 410-0 5-7-8 9 7 8 - 410-0-- -- 48-12 - Plate Offsets X "-- 2'0-340-3-01, 5 0 5-4,0-2-8 - --- — ( Y ],[7:0-5 4 0 2-8�j10:02-12,0-2-8j,j11:0-3-8,0-3"0],[15 0 3-0,0-3 X16:0-3-8,0-2-12] - _ —— — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc I/deft L/d I PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.79 VertLL 0.42 14 >870 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -0.8014-15 >454 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:162 Ib FT=0% LUMBER- BRACING- •••• TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied qr.:2-0 oc ptirjig%. 5-7:2x4 SP M 31 except end verticals. • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly app/ed or 2-2-0 aCera zing. •. WEBS 2x4 SP No.3*Except* •...•. ., .. ..•••• 2-16,9-11:2x4 SP No.2 • REACTIONS. (Ib/size) 17=2111/0-8-0 (min.0-2-8),10=1809/Mechanical MaxHorz17=143(LC7) 06•••• 0••••+ ••••• Max Uplift17=-1190(LC 5),10=-930(LC 6) 60%06 • • :00000 ••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• ••• 0• TOP CHORD 1-2=-291/606,2-18=-4142/2117,3-18=-407712128,3-4---4121/2258,4-5=-4062/2268, :06:•• • • 5-19=-460412623,6-19=-4603/2623,6-20=-460312623,7-20=-460412623,7-8=-4104/2306, 0 : • • 0•0 0:0 8-21=-402012272,9-21=-410012266,9-10=-1732/1010 •0 0 0 0 0 BOT CHORD 1-22=-5591290,17-22=-559/290,17-23=-5591244,16-23=-559/244,1 6-24=-2 01 6139 55, i • • %•a o: 1 5-24=-2 0 1 6139 55,15-25=-203713947,14-25=-203713947,14-26=-2073/3929, •• • ••• 9 • 0 13-26=-2073/3929,12-13=-207313929,12-27=-2149/3923,11-27=-214913923, 0 0 i 11-28=-2061361,10-28=-206/361 WEBS 2-17=-1928/1210,2-16=-2260/3848,3-16=-451/383,3-15=-237/288,5-15=-19/292, 5-14=-5281950,6-14=-6311472,7-14=-534/970,7-12=-15/284,8-12=-2191320, 8-11=-4771366,9-11=-1964/3600 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-7,Interior(1)3-3-7 to 7-2-0,Exterior(2)7-2-0 to 12-0.0,Interior(1)16-7-13 to 18-7-3,Exterior(2)23-3-0 to 32-8-0 zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line atjoint(s)15,13. 5)Plate(s)at joint(s)4,5,7,1,2,16,3,6,14,12,8,11 and 10 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)15 and 13 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1190 Ib uplift at joint 17 and 930 Ib uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -Job- - - - - —. -�uss - Tru�yjie tZFy -Ply i STRONGDEVELOPMENT&CONSTRUCTION 0007. 17B08 H12 °HIP �1 1 Job Reference to - - - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra --- _ Y 5.000 s Jan 15 2016 MiTek Industries,Inc Tue Mar 14 09:18:01 2017 Pagel I D:19k4mIZGeh m46yXat8XAK9zmrSA-zc_Y?L1 tPUgyX=P6Csd8?tztBzmt4OadFJ ku3zb4Fq 2-40 6-2-11 10-1-5 14-0-0 17-7-8 21-3-0 25-1-11 29-0-5 32-912 -'-1 — - - ---T -- - - - - -- - - 2-4-0 3-10-13-10-11� 3-10-11 3-7-8 3-7-8 3-10-11--- 3-10-11 1 3-9-7 � Scale=1:57.5 3.00 12 4x7= 2x4 1 4x7= 6 7 8 4x5-= 3x46-8 6-8 2x4No.2 73.0-- 3x4= w 3x4 _ 4 No. 46-8 -- \9 25 2Ck651x4 6 1 4 2x4 No 3 4411 3x4= 3 - 1�4iJa.�11-N-1410 eY 6x10 �20-2(44,3-fl-o- �2- 2 2x4�4 3 3- 8 17 2x4- 3 46 8 �� 26 3x8; 1 ; -3=2132x74 3 4X61 2x"lo-. 0- - -— 15 2x4 441 113 2xg No.2 3-4�1 A } 5 20 2x4 0 619 2x4 10-14 2x 10.0�ti2x4 212-D_0 \ -- -- �4& --1 3 0 4 27 22 28 21 29 20 19 18 30 17 31 16 15 32 14 33 13 34 12 3x4= 6x10= 3x4= 5x6 WB= 3x4= 3x8= 3x4- 3x4=- 7x6= 4x5 I 5x6 = 2-0-0 24,0 6-2-11 10-1-5 140-0 17-7-8 21-3-0 25-1-11 29-0-5 32-9-12 - - -- - - --- --- - Plate Offsets(X, -- 2:0-3-0,0-2-4],[4_0-2-8,Ed9e] [6:0-5 4 0-2-4], 8.9 3 7-8- -3-7-8 _ 3-10-11 3-10-11�- 3-9-7 2 0 0 040 3-10 11 3-10-11 3 10-11 4,0 2 41 [12 Ed9e,0-3-8] [21:0 3-8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.37 17 >972 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 iBC 0.89 Vert(TL) -0.74 17 >492 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:175 Ib FT=0% LUMBER- BRACING- •••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatlyng di6ectly app1 gc4qrx6-7 oc litUWO• BOT CHORD 2x4 SP No.2 except end verticals. • • • • WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applitc!604-0-9 o%Braging. • • 2-21,11-13:2x4 SP No.2 •0.00• •• •• 0000•• OTHERS 2x4 SP No.3 • 0000•• REACTIONS. (Iblsize) 22=211110-8-0 (min.0-2-8),12=1809/Mechanical •••• • • • • Max Horz22=162(LC7) •0000• •00••0 0000• Max Uplift22=-1167(LC 5),12=-907(LC 6) • • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• •• • •••••• • TOP CHORD 1-2=-3251661,2-23=-3869/1850,3-23=-381111858,3-4=-424912246,4-24=-420712246, •••••• • • 5-24---416412252,5-6=-3819/2131,6-7=-389312251,7-8=-389312251,8-9=-381112153, 0 • 0 • 9-2 5=-41 3 6123 1 5,10-25=-4221/2310,10-26=-372912025,11-26=-3818/2024, •••••• 11-12=-1734/971 • • • • • BOT CHORD 1-27=-6141324,22-27=-614/324,22-28=-614/279,21-28=-614/279,21-29=-184313697, •• • 000 • • • 20-29=-1843/3697,19-20=-2069/4082,18-19=-2069/4082,18-30=-1865/3670, •• 17-30=-1865/3670,17-31=-1888/3661,16-31=-1888/3661,15-16=-188813661, 15-32=-2129/4054,14-32=-212914054,14-33=-191613656,13-33=-1916/3656, 13-34=-1771301,12-34=-177/301 WEBS 2-22=-193211168,2-21=-2034/3709,3-21=-572/409,3-20=-366/444,5-18=-547/374, 6-18=-163/390,6-17=-2921508,7-17=-3931293,8-17=-2981519,8-15=-159/381, 9-15=-5281364,10-14---230/472,10-13=-6001392,11-13=-176813412 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-7,Interior(1)3-3-7 to 9-4-3,Exterior(2)9-4-3 to 25-10-13,Interior(1)25-10-13 to 29-4-9 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)19. 5)Plate(s)at joint(s)4,6,8,1,2,21,3,20,5,18,7,17,15,9,14,10,13,12,11 and 16 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)19 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1167 Ib uplift at joint 22 and 907 Ib uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points Con(IM10ft OWEn Chord,nonconcurrent with any other live loads. Job ?Truss Truss Type 0ty ?PlySTRONG DEVELOPMENT&CONSTRUCTION � 171308 --�H12 _--_— HIP �1 _ __ ) UU� Jobference(o 07 Reptional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:01 2017 Page 2_ I NOTES- I D:19k4mIZGehm46yXat8XAK9zmrSA-zc_Y?L 1 tPU gyXnx;P6Csd8?tZtBzmt4OadFJ ku3zb4Fq 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9999 • • 9999 9999•• • • • • 999900 •• •• 9999•• • 9999•• • • • 9999•• 9999 • • • • *0000* •• •• 00:000 90.00• • 0 9999• • • •0.00• • •0000• 0 • • • • • • • • • •0••09 •00••• IT-E— _ -Truss -- TruSS T e - 1 y y --- -- YP zFt !Ply - - - ---- - STRONG DEVELOPMENT R CONSTRUCTION 0008 I17B08 H13 THIP 1 1- _ Job Reference o(�itional) -Pagel Inc. TueIVI r T4-69.18-:02 2017 ID:19k4mlZGeh m46yXat8XAK9zmrSA-RoXwC h2VAnyp9wB�cfwNsgCQ/gbHPcXJI sv3lQVzb4 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra -- 2-4-0 6.10-11 11.5-5 16-0-0 19-3-0 23-9-11 28-45 32-9-12 - ---- - _ - -I- --- -- - -- - _4-5:7----- 2-4-0 46-11 46-11 46-11 3-3-0 46-11 46-11 I i Scale=1:57.5 3.00 12 4x7 22 4ggx5= 5x6 42 all 4 3x4 �z 45 2x4 No:2 4 4 \ 2 6-2-57 3x4; 3x4: '' 8 3x4 6 2x4 No.3 5 1-9 A 7x10 � 3 � � 5-15 2x o.34-7-2 9 P3 i 2219 2x 2 _ 418 2x4INo.3 2-7-� 7-15 2x 5-1-9 3x8 1 � 1-i3.2x4.N2. 3-i8 S 3 46 3 \ I3 0-10-09�1ti 4 2x4 No.2 12 x4 No 2 40-610.3 0-4-g'v — 40 H - �o 14� I+Ia28.9-12 ?x4 24 25 26 17 27 28 14 29 30 31 20 19 18 16 15 13 12 11 3x4=:. 6x10= 5x6= 3x43x8=. 5x6 W6= -- 3x4- 6x10-= 4x5 3x4= 20-0_2.4.0 6-10-11 _ 11-5-516-0-0 19-3-0 23-9-11_ 28-45 32-9-12 2 0 0 6-141-0- 46 11_ 4-6 11 - 46-11 3-3-0 46-11 46-11 _ 45-7 Plate OfFseSV_Y [2:0-3-4 0 3 Ol,[4 0 3-0,0-3 0] [5_0_5 4 0 2-0, 10.0-3-QO-1-8 11 Ed e,0 3-8, 12.M:8-, 0-3 0, 19:0-3-8,0-3-0 -- — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.35 16 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.72 16-18 >504 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:173 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. •••• WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 ocJK jng. .• • 2-19,10-12:2x4 SP No.2 • OTHERS 2x4 SP No.3 •• • • • • •• •• •• •••••• REACTIONS. (Ib/size) 20=2111/0-8-0 (min.0-2-8),11=1809/Mechanical ••• •• Max Horz 20=180(LC 7) •••••� Max Uplift20=-1 141(LC 5),11=-880(LC 6) •••• • • • • • • • • • •••• •• ••• ••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• • • TOP CHORD 1-2=-300/620,2-21=-4066/1879,3-21=-4002/1889,3-4=-4188/2134,4-5=-351811915, • • 000000 • 5-22=-3370/1917,6-22=-337011917,6-7=-3517/1924,7-8=-406712181,8-9=-4167/2175, 00 0` a 0•••0• • 9-23=-3942/2018,10-23=-4022/2013,10-11=-17341935 •••••• • 0 BOT CHORD 1-24=-5731298,20-24=-5731298,20-25=-5731252,19-25=-573/252,19-26=-1882/3883, : : • • ••000• 18-26=-1882/3883,17-18=-193814015,17-27=-1938/4015,16-27=-1938/4015, •0 0 0 0 0 16-28=-163113370,1 5-2 8=-1 6311337 0,14-15=-1982/3993,14-29=-1982/3993, : 0 •• • .0 0 0 0 13-29=-198213993,13-30=-1902/3849,12-30=-1902/3849,12-31=-200/348, •• • •••• • 0 0 • 11-31=-2001348 00 WEBS 2-20=4 931/1140,2-19=-2006/3805,3-19=-480/358,4-16=-826/526,5-16=-237/503, 6-15=-191/472,7-15=-809/516,9-13=-134/269,9-12=-506/338,10-12=-1722/3544 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-7,Interior(1)3-3-7 to 11-4-3,Exterior(2)11-4-3 to 23-9-11,Interior(1)23-9-11 to 29-4-9 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line atjoint(s)17,14. 5)Plate(s)at joint(s)5,6,8,1,2,19,3,18,4,16,15,7,13,9,12,11 and 10 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)atjoint(s)17 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1141 lb uplift at joint 20 and 880 Ib uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -- -- ---- . � -TfUSS -- - - -- -T'rU55 Type � - - - � i Ply -STRONG DEVELOPMENT 8 CONSTRUCTION -Job--- � - 17B0017 I— ._08 ;HG1 HIP GIRDER 1 $' -_- _ _ - --_-- - -- _ ;Job Reference(optional- FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:03 2017 Page 1 I D:19k4mIZGeh m46yXat8XAK9zmrSA-v?51 P 138x55g n4moDdv5DQzr??g9L3Yt5Zoryxzb4Fo 4-10-8 8-0-0 12-0-0 15-1-8 20-0-0 - — 410-8 3-1-8 40-0 T 3-1-8 � 410-8 y Scale=1:33.5 6x10= 3.00'�12 5x6= 3 12 4 3x4% 3 4�e4 P40:2 40.0 3x4 j 2 5 2- No.3 3-1-1 1-3 M-3 8-3- 3- 4 3-9-2 gT2x�'M31,$\3 4x12% 1 2x4 N .3 - �5_8 .3 \ 4x12 x4 -0 �6 31T--@ 6r 1 0 11 14 10 y 8 15 7 13 16 3x10 1' 2x4 7x6- 5x8 M18SHS= 6x10= 2x4 3x10 11 2-0-0 4-10-8 8-0-0 12-0-0 _ 15-1-8 18-0-0 20-0-0 2-0-0 _ 2-10-8 3-1-8 4-0-0 3-1-8 2-10-8 2-0-0 Plate Offsets(X) 11:0-0-8,2-4-13],[1:0-5-13,0-2-5, 3.0 7-O 0-2-12],[4:0-3-0,0-2-12] [6 0-0-8,2-4-13],[6:0-5-13,0 2 5],j8_0-5-0,0-48],[100-3-0,0-4 121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.37 8-10 >621 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.68 8-10 >343 180 ! M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.11 6 nla nla BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:103 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins. 3-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.5-11 ocbrteing. BOT CHORD 2x6 SP M 26 • • WEBS 2x4 SPNo.3 . ••• 0000 0000:• WEDGE •• • • • • Left:2x4 SP No.3,Right:2x4 SP No.3 000000 0000•. 0000:• • 000••0 • • • REACTIONS. (lb/size) 1=205810-8-0 (min.0-1-11),6=2058/0-8-0 (min.0-1-11) •••••• 0 • • • • Max Horz 1=71(LC 6) •000 • • • • Max Uplift1=-1017(LC 4),6=-1017(LC 5) •••• •• •• ••••• •000•• :000%• •000• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • •••••• TOP CHORD 1-2=-678813297,2-3=-656313194,3-12=-6362/3135,4-12=-6362/3135,4-5=-6496/3159, •• •• • ••••.• 5-6=-6805/3309 •••••• • • BOT CHORD 1-13=-3198/6519,11-13=-319816519,11-14=-319816519,10-14=-319816519, : 0 . 0 • 0 0 0 0.• 9-10=-3068/6431,8-9=-306816431,B-15=-315116536,7-15=-3151/6536,7-16=-3151/6536, ••0••0 6.16=-3151/6536 ••• 0 0 0 0 0 1 WEBS 2-10=-364/214,3-10=-66911364,3-8=-277/201,4-8=-624/1322,5-8=-412/260 •0 0 ••• • • 0 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1017 Ib uplift atjoint 1 and 1017 Ib uplift at joint 6. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries hip end with 8-0-0 right side setback,8-0-0 left side setback,and 6-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)720 Ib down and 361 Ib up at 12.0-0,and 720 Ib down and 361 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 _ _ __ o —Truss -TrussTYpe - - ---Qty '�PIy -STRONG DEVELOPMENT&CONSTRUCTION - — -- 0017. 17608 HG1 HIP GIRDER 1 1 ID:19k4mIZGeh [Job Reference(optional) _ FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra ---- - -- Y 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:03 2017 Page 2 m46yXat8XAK9zmrSA-v?5lP138x55gn4moDdv5DQzr??g9L3Yt5Zoryxzb4Fo LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,3-4=-50(F=50),46=-100,1-10=-20,8-10=-170(F=-150),6-8=-20 Concentrated Loads(lb) Vert:10=-720(F)8=-720(F) •••••• •• •• •••••• • • •••••• • • ••••• •• •• • •••••• • • • • • •••••• Job r russ russ e - — -- -- - yp y STRONG DEVELOPMENT&CONSTRUCTION --- 0018 17808 HG2 HIP GIRDER 1 g 000 s Reference n 5 2016 Moo�k Industries,Inc. Tue Mar 14 09.18:031617 Page 1 LA _ Job -- --- FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra -- _ I D:19k4mlZGeh m46yXat8XAK9zmrSA-v?51 P 138x55gn4moDdv5DQzrR?h4L06t5Zoryxzb4Fo 4-10-8 - 8-0-0 11-10-15 15-8-1 19-7-0 22-8-8 27-7-0 4-10-8 3-1$ 3-10-15 3-9-3 3-10-15 3-1-8 410-8 Scale=1:46.7 3.00 12 6x10- 2x4 I', 3x8= 7x6 5 18 6 7 3x4 Zx4 No.33 6- 4"7-M Nc,.-21 D - -- -- 5x8 M18SHS = x 15 2x4 No.3-3-8-15 , 6-15 2x4 No.3 3.8 15 6-12 2x4 No.3 3-8-15+ --- 8 5x8 M18SHS: t 3 -- Y2 2x4 No.� gg � 1-2 2A '13"7381 '' 1'' 40�eaM.42-0-0 31 15 2x4 0.3 1-41 2x4 No.3 1 4 i 12 2x4�J .3 1-414 2x4 Iq12 10 ' 1 3 574 N�:3{k7�__. 82x4 ryo `7 M d - 0 IM 0 19 17 20 16 21 15 14 13 22 72 23 11 24 6x14= 2x4 7x6= 7x10 M18SHS= 2x4 I' 6x10= 2x4 6x14=- 5x8 M18SHS= 3x8= 5x8 M18SHS= 2-0-0 4-10-8 8-0-0 11-10-15 15_-8-1 __ _ 19-7-0 _ ___22-8-8 25-7-0 27-7-0__ Plate Offs is X, 1.0 0-3,0 48] 1:0 6-5,0-2-15] -- 3 10 19_ 3 93 3 10 15 — 3-1-8 -2-10-8 2__6.0_- -- -- � '. [ [4:0-5 12 0 44]_[7.0-3-0,0-4-0],[10 0 0 3,0 4-8],[10 1 8 12,0-2 l5,[12:0-5-0,0-4-0] [15.0-2-12,0-1-1]'[16:-0-3-0,0-4.0] _ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl UdPLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.57 13-15 >515 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -1.00 13-15 >293 180 M18SHS 2441190 BCLL 0.0 1 Rep Stress Incr NO WB 0.64 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:169 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-11 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-5-15 Seft9eigg. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0 •++ •••• ••••:• REACTIONS. (Ib/size) 1=275110-8-0 (min.0-2-4),10=2751/0-8-0 (min.0-2-4) ••••+• ••+•+i ••••i• Max Horz 1=68(LC 6) • Max Uplift1=-1378(LC 4),10=-1378(LC 5) •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• •• •• ••+•• TOP CHORD 1-2=-759313762,2-3=-749613764,3-4=-8561/4269,4-5=-983814895,5-18=-9838/4895, •••••• • • ••;••• 6-18=-983814895,6-7=-8376/4215,7-8=-8503/4238,8-9=-750713774,9-10=-760413772 • • ••+••• BOT CHORD 1.19=-3579/7163,17-19=-3579/7163,17-20=-357917163,16-20=-3579/7163, •• •+ • ••+•:• 16-21=-4117/8375,15-21=-411718375,14-15=-480319959,13-14=-4803/9959, +••••• • + 13-22=-4803/9959,12-22=-4803/9959,12-23=-353217173,11-23=-3532/7173, i • + • • 000009 11-24=-3532/7173,10-24=-353217173 •+•••• WEBS 3.17=-2561201,3-16=-65711392,4-16=-445/926,4-15=-88311763,6-15=-252/290, : ••• • .•••• 6-13=-310/674,6-12=-1899/962,7-12=-780/1644,8-12=-62411327 •• 0 ••• • • • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1378 lb uplift at joint 1 and 1378 Ib uplift at joint 10. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries hip end with 8-0-0 right side setback,8-0-0 left side setback,and 6-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)720 Ib down and 361 Ib up at 19-7-0,and 720 lb down and 361 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 -JO-U- r Truss ---_-.- -- ITruss� ---_-___. _ _ YP — testy �,Ply -l STRONG DEVELOPMENT&CONSTRUCTION -- 117608 HG2 iHIPGIRDER _— - 1 1 JobReference(optlonal) _- - - -- 918 Inc. Tue Mar 14 09:18:03 2017 Tony e 2 ID.19k4mlZGehm46yXat8XAK9zmrSA-v?51P138x55gtn4moDdv5DQzrR?h4L06t5Zoryxzb4Fo FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra8.000 s Jan 15 20U MiTek LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-100,4-7=-50(F=50),7-10=-100,1-16=-20,12-16=-170(F=-150),10-12=-20 Concentrated Loads(lb) Vert:16=-720(F)12=-720(F) •••• • 9 •..• ...•.. 00!00• of •9 •1•••• • 0000•• • f • 0000 • • • • • • • 0000 ..0.: 00000 •9 99 • 099999 • • • • 9 0900•• • • • • • • • • 9••99• IU0�n , -Truss - - -- -�TruSs lgpe - ----- -Qty----Ply ----'STRONG DEVELOPMENT&CONSTRUCTION - ---- t 1FORT DALLAS TRUSS CO.LL HG3 Hip Girder 1 0019 '- ,MIAMI FL. Y Sierra _ — _ L 2�b Reference(�iona� C. ,Ton 000 s Jan 152016 MiTek Industries,Inc. Tue Mar 14 09:18:04 2017 Page 1 I D:19 k4m]ZGeh m46yXat8XAK9zmrSA-N BfgdN3mi PDXOEK_nLQKmdV_tOOy4Tk0 KDYOVOzb4F n 4-10-8 8-0-0 11-11-4 _15-8-12_____. 19-6-4 23.3-12 — 27-3-0 30-48 35-3-0 — 410-8 34-8 3-114 3-9-8 3-9-8 3-9-8 3-11-4 3-1-8 410-8 Scale=1:61.6 3.00112 2x4 6x10= 2x4 3x8-- 5x6 WB= 3x8= 5x6 M 31 5x12-- 1-3 2x4 3\8 2x4 Np,3S�'g?3 62x 4NS3 05�N�63 10152x8�a3X11140119.3-0 --1N .3x4 5x12 - v 18 2x —No- f� _ g o.3 3 14D _1 172x6M261i-'tf] __ 9 `28310 -12x1 SII � �� - 1x6 M-26��0�- / �15 2x4 0 3 1-6-14� :813-2x-44_40_3 3-10-1,` 1- N LT 21 19 22 18 23 17 24 16 25 15 26 14 27 13 28 12 29 4x9 2x4 7x6— 7x10 M18SHS= 2x4 4x9 7x10 M18SHS= 6x10= 2x4 11 2-0-0 __ 410-8 8-0-0 11-11-4 _ 15-8-12 -- 19-6-4_ 23-3-12 _- 27-3-0 3048 - 33-3-0 35-3-0 2-0.0 2-10-8 3-1-8 3 -911-8 9ej 9[11 0-5-4 2 6.50-5-0,0 3-12],[14 0 5 0,0-48],[17 2-10-8 2.0-0 Plate Offsets(X,Y)-- [1:0-49 Edge]j3-0-7-0,0-2-12], 6.0 3 0 Ed a 11:0-49 Ed :0-5-0,0-4-8],[18:0-3-0,0-3-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 1.0815-16 >383 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -1.90 15-16 >219 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.23 11 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:389 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. 6-9,3-6:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 1=3736/0-8-0 (min.0-1-9),11=373610-8-0 (min.0-1-9) Max Horz 1=-71(LC 7) Max Upliftl=-1877(LC 4),11=-1877(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0 • ••0 0•• •.••.. TOP CHORD 1-2=-12842/6403,2-3=-13422/6714,3-4=-16099/8040,4-5=-16095/8037, 0 • • • 5-20=-17677/8775,6-20=-1767718775,6-7=-17677/8775,7-8=-17677/8775, •• • :00% • . •• 8-9=-1309416586,9-10=-13296/6648,10-11=-12872/6421 •••••• •• •• •••••• BOT CHORD 1-21=-6206/12380,19-21=-6206/12380,19-22=-6206/12380,18-22=-6206/12380, 000000 • • • 18-23=-6490/13108,17-23=-6490/13108,17-24=-8814/17960,16-24=-8814/17960, •••••- 16-25=-8814/17960,15-25=-8814/17960,15-26=-7989/16321,14-26=-7989116321, 0 ••••0 •• 0 • • • 14-27=-7979/16297,13-27=-7979/16297,13-28=-6165112409,12-28=-6165/12409, 0000••• •• •• ••••• 12-29=-6165/12409,11-29=-6165112409 •••••• • • ••:00* *0000 WEBS 2-19=-632/403,2-18=-448/1010,3-18=-722/1472,3-17=-173613468,5-17=-2201/1112, • • •••••• 5-16=-401/870,5-15=-421/458,8-15=-83311639,8-14=-340/748,8-13=-3725/1874, • 9-13=-1429/2937,10-13=-367/854,10-12=-546/357 •••••• • • NOTES- •••••• 1)2-ply truss to be connected together with 10d(0.148"x3")nails as follows: • • • •••••• Top chords connected as follows:2x4-1 row at 0-40 oc. 00 0 000 Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. •• Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The solid section of the plate is required to be placed over the splice line at joint(s)3,6. 8)Plate(s)at joint(s)3 checked for a plus or minus 2 degree rotation about its center. 9)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. Continued on page 2 To6 r .Truss 1Tru5 p Qty —`Pfy STRONG-DEVELOPMENT&CONSTRUCTION 1 0019 117B08 HG3 Tony P 8 Lob Reference(optionor_ Hip Girder 1 i FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra- 000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:05 2017 Pagge 2 NOTES- I D:19k4mlZGehm46yXat8XAK9zmrSA-sN D3gj4OSi LOONvBL2xZI i29doM Bpwz9YtHy1 gzb4Fm 10)Plate(s)atjoint(s)9,2,19,18,17,4,5,16,7,15,14,8,13,10,12,1,1,11 and 11 checked for a plus or minus 0 degree rotation about its center. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1877 Ib uplift at joint 1 and 1877 Ib uplift at joint 11. 13)Following joints to be plated by qualified designer:Joint(s)11,not plated. 14)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 15)Girder carries hip end with 8-0-0 right side setback,8-0-0 left side setback,and 6-0-0 end setback. 16)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)720 Ib down and 361 Ib up at 27-3-0,and 720 Ib down and 361 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,3-9=-50(F=50),9-11=-100,1-18=-20,13-18=-170(F=-150),11-13=-20 Concentrated Loads(lb) Vert:18=-720(F)13=-720(F) • • •••• •••••• •••••• •• •• •••••• • •••• •• •• ••••• • 00:06:• • • • ••••• •••••• •• •• • •••••• • • • :000:0 • •••••• • 0 • • ITob r — Truss- russ yep -- - - y STRONG DEVELOPMENT&CONSTRUCTION _ 0020' ob Reference(optional) 17808 HG4 HIP GIRDER 1 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,F L.,Tony Sierra ID:19k4mlZGehm46yXat8XAK9m8.000 s rSA-sN 3gj4OSiLOON15 2016 MiTek vBL2xZlr2B0oNRpe9YtHy1gQF'ml 4 10-8 _ 8.0-0 11-6-2 14-10.8 18-2-14 21-9-0 24-5-0 27-3-0 - - - 4-10-8 3 1-8 T 3 5-2 3¢6 3 4 6 3.6-2 r 2 8 0 —2-10-0 Scale=1:46.7 3.00-12 6x10= 2x4 3x8 - 2x4 II 6x10= 3 4 5 t gp 6 7x6 4x9 _,16 2x4 No.3 3 4-9,5-16 2x4 No 3 3 4- No5 1 2x4 No.3 3.49 7 5x8 M18SHS 3x4 - zz 7-13 2x4 No.3 3 9 8 y 1-2 2"t9fe6iPT"JJ-2x4 No.3 3 0 v -10 0.3 2-6-g 1 — 3-17 2x4 V 3 1- �NO344 2x4 No.314 6-13 2x4 No.3 1-4 218 - B M 26 1 l0 1 19 20 17 21 76 15 14 22 13 23 12 24 11 25 7x10= 6x14 2x4 II 7x6- 3x8 7x10 M18SHS= 4x9= 3x4= 2x4 II 2x4 11 2-0-0 4-10-8 8-0-0 11-6-2 14-10-8 18-2-14 21-9-0 245-0 27-3-0 2 0-0 2-10-8 - 3-1-_8_ -- 3-6-2 - 3.4-ti" 3 4 6 _ 3-6-2 - 2. 8-0 _2 10-0 Plate Offsets(X,Y)-- [1:0.5-12,0-2-13],[1:1-1-12,Edge],[2.0 3-4,0-2 0],[3:0-5-12,0-4-4] 0-4-0],[8.0 3-0,0-3-12],[10.0 0-0,0-4-7],[12:0-1-12,0-1-8],[13:0-2-0,0-2.0], [16:0-2-12,0-1-81, 17:0-3-0,0.40] - - --- LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.61 14-16 >507 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -1.06 14-16 >291 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.18 10 nla n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:176 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-4-6,Right 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 1=2782/0-8-0 (min.0-2-5),10=2928/Mechanical Max Horz 1=152(LC 6) Max Uplift1=-1395(LC 4),10=-1444(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7731/3834,2-3=-864914319,3-4=-988714932,4-5=-9886/4932,5-6=-914714516, 0000 6-7=-914814516,7-8=-718913551,8-9=-6152/3048,9-10=-6277/3078 • • BOT CHORD 1-19=-372817295,18-19=-3728/7295,18-20=-3728/7295,17-20=-3728/7295, 0 • • see* ••••:• 17-21=-4247/8458,16-21=-4247/8458,15-16=-5094/10339,14-15=-5094110339, •• • ' • • 14-22=-5094/10339,13-22=-5094110339,13-23=-3408/7012,1 2-23=-340817 01 2, 00%40 •• •• •••••• 12-24=-280015730,11-24=-2800/5730,11.25=-280015730,10-25=-280015730 000 WEBS 2-17=-632/1346,3-17=-4311892,3-16=-86211746,5-16=-608/375,5-14=-2981658, •6•••• 5-13=-1428/788,7-13=-1272/2507,7-12=-134/274,8-12=-73711467,8-11=-130/293 0•••.0 •• • ; • • NOTES- • • •••••• • • ••••• 1)Unbalanced roof live loads have been considered for this design. • • •••••• •••••• 2 Wind:ASCE 7-10;Vult=1 •• •• •75mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., • GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 •"•'• • • • . • 3)Provide adequate drainage to prevent water ponding. . . • • ...... 4)All plates are MT20 plates unless otherwise indicated. •••••• 5)Plates checked for a plus or minus 0 degree rotation about its center. . ••• 000000 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • •••• . • • 7)Refer to girder(s)for truss to truss connections. •• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1395 Ib uplift at joint 1 and 1444 Ib uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)Girder carries hip end with 0-0-0 right side setback,8-0-0 left side setback,and 6-0-0 end setback. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)720 Ib down and 361 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 QOU — Truss - -- Trruss pe qty �Ty STRONG DEVELOPMENT&CONSTRUCTION - — 171308 - HG4 HIP GIRDER 1 0020', — Job Reference optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TonySierra - 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:05 2017 Pagge 2 ID:19k4mlZGehm46yXat8XAK9zmrSA-sND3gj4OSiLOONvBL2xZlr2B0oNRpre9YtHy1 gzb4Fm LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,3-7=-50(F=50),7-10=-50(F=50),1-17=-20,10-17=-170(F=-150) Concentrated Loads(lb) Vert:17=-720(F) • • •••• •••••• •••••• •• •• •••••• • •••• •• •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• STRONG JbTi a Truss :Truss Type - Ply 2 lob ReferenceooMtional CONSTRUCTION - —� 11'7808 1HG5 THIP GIRDER 0021 y ID:19k4mlZGehm46yXat8XAK9zmrSA-Kan8.000 s Jan 15 1R22 ODOTFeXUNumSor2bLBCfzYHhJ X1VZGzb4Fl e 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra -- 410-8 8-0-0 13-3-12 18-0-1 22-6-11 27-3-0 29-11-0 32-9-0 - -- - - -T - --- - —_ - 4-10-8 3-1-8 5-3-12 � - 48-5 46-9 48-5 Scale=1:57.2 3.00 12 5x10 M18SHS= 2x4 I 3x8-- 5x6 WB= 2x4 5x12 34 521 6 7 3x4 3x4 _. 3-47,-k"o-2-5r-473-6 2x45y11 i�tzx�*& Q�---5 15 No-.3 4fi 2xb=N� xd 13t�3 a 4x12 ' 14 l}� 1�b F4 417 2x4 No 3 1-6 14 ��2x4 No.3 1 6-1�\�5 2x4 N¢3 1-6-14 .i% '22-192 1A =4& 4�d3 2-�15 ,• .- 14-483x6-F]F2612-0-0 \ g30100 44 8- 101 20-3-16 1 3 2x4 _ N c 1 1-' 1-2-0 L /, - _9F13 2 Pfo _ o'M m 1m2ufrAh26�2 ok i - i 22 20 23 19 24 18 17 25 26 16 27 15 14 28 13 29 12 30 11 3x10 2x4 3x4 5x8 M18SHS- 2x4 4x12= 3x4= 5x6 -- 10x10 3x10 -- 7x6 WB 2-0-0 4-10-8_ 8-0-0 13-3-12 18-0-1 2.2-6-11 27-3-0 29-11-0 32-9-0 Offs 2 0 0 12 0-8 3-1-8 5-3-12 - 4-8-5 4-6-9 -- 4-8-5 - -_ 2-8-0 —2-10.0 Plate ets1t0-5-13,0-2-5L[3 0 6-8,0-2-8],[6:0-3 0 EdggN _C-10-0,_0-3701,[11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.89 16-17 >433 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -1.59 16-17 >244 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:370 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, 6-8,3-6:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26*Except* BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. 11-14:2x6 SP No.2 WEBS 2x4 SP No.3*Except* 3-17,10-12:2x4 SP No.2,10-11:2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 11=3917/Mechanical,1=345210-8-0 (min.0-1-8) Max Horz 1=101(LC 6) •+•• • • Max Upliftll=-1979(LC 5),1=-1808(LC 4) • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • : • TOP CHORD 1-2=-1 1779/6134,2-3=-12380/6486,3-4=-17374/9091,4-21=-1 737419091, •••••• •+ •• •••••• 5-21=-17374/9091,5-6=-14234/7278,6-7=-1423417278,7-8=-14234/7278, 000000 • • • 8-9=-9589/4883,9-1 0=-7178/3632,10-11=-3348/1721 *000 •••'•• BOT CHORD 1-22=-5979111350,20-22=-5979/11350,20-23=-5979111350,19-23=-5979/11350, • • 0 0 • 19-24=-6271/12033,1 8-24=-627111 2 0 33,17.1 8=-627111 2 033,17-25=-8902/17380, 0660 •' •' • 25-26=-8902/17380,16-26=-8902117380,1 6-27=-89 02/1 73 80,15-27=-8902/17380, 0••••• • • ••••• 14-15=-4646/9279,14-28=-464619279,13-28=-4646/9279,13-29=-3481/6909, ••" •• •• • •••••• 12-29=-3481/6909,12-30=-57311130,11-30=-573/1130 • WEBS 2-20=-6291411,2-19=-49411042,3-19=-2281548,3-17=-305915866,4-17=-459/373, •a • •• 5-17=-452/294,5-16=-329/853,5-15=-3481/1904,7-15=-435/351,8-15=-284315442, • • • + •••••• 9-13=-1370/2692,9-12=-1772/958,10-12=-299115942 �•0 9 0 0 0 0 0 NOTES- •• ' •'• • • • 1)2-ply truss to be connected together with 10d(0.148"x3")nails as follows: •• Top chords connected as follows:2x4-1 row at 0-4-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 4-17 2x4-1 row at 0-6-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Plates checked for a plus or minus 0 degree rotation about its center. (%ffhWuLrtp!WnlpQ0ijen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � y0021 o rT u55 - Truss Type Pt STRONG DEVELOPMENT&CONSTRUCTION I'FORT DALLAS TRUSS CO.LLC.,MIAMI,FL _,Tony Sierra HIP GIRDER 1 [HG5 2: 'Job (otional P )8.000 s Jan 15 2016 MiTek In —� dustries,Inc. Tue Mar 14 09.18.06 2017 Page 2 NOTES- ID:19k4mlZGehm46yXat8XAK9zmrSA-KanR2250DOTFeXUNumSoi2bLBCfzYHhJnX1 VZGzb4Fl 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1979 Ib uplift at joint 11 and 1808 Ib uplift at joint 1. 11)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12)Girder carries tie-in span(s):6-0-0 from 14-3-0 to 32.9-0 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1680 Ib down and 908 Ib up at 13-3-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,3-8=-100,8-10=-100,1-25=-20,11-25=-120(F=-100) Concentrated Loads(lb) Vert:17=-1680(F) Y •:.0.. 0... 0 • •00•69 •• ••• •• • • • • 0000•0•00•• • 0 • • 0000 0• •• 06.90 • 0 •00••• • • 0000• • • 000•• • 0000•• ! • 0019% 0000•• • • • Y • • • 0000•• 00 000 • Truss russ ype 0022 y STRONG DEVELOPMENT&CONSTRUCTION a . — — 17808 HH1 Half Hi -- P __ _____ 8000s- ]Job Reference(optional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Siena � - 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:07 2017 Page 1 _ y —_ p 13-3-0 p Bm25izb4Fk 2-2-8 5-10-8 :19k4m9ZG ee2hm46 Xat8XAK9zmrSA-omL FO6e_Kb6F3h33Z TzINF7fBc6 HtuSO -- -- - - : 2-2-8 3-8-0 - 3 8-4 Scale=1:22.8 4x7= 2x4 i 3x4= 3.00 12 3 4 5 332x4 No.27=4-8- 4x9 \', 2 1- 3c4No 2 6-1.9..'3-9 2x No 31-2-8 c4 No. 10 47 2x No 31-2-8 5-7 0.3 3- 5-6 2x4 No.3 1- @ -- ----- i 2-1 0,3 _ - - 2-9 2x4 No.3 3-6-6 - 1-8 2x4 No.2Z-_G- — o. LEI 3x4=11 12 9 8 7 13 6 10 4x5= 3x4= 3x8= 2x4= 2-2-8 5-10-8 9-6-1213-3-0 8 2'2- 3-8-0- 3-8-4 3-8-4 Plate Offsets(X Y)-- [2:0-2-8,0-2-01 3_0-5-4,0-2.01 - - -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) 0.04 7-9 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.10 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:61 Ib FT=0% LUMBER- ._ BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10=94610-11-0 (min.0-1-8),6=627/Mechanical Max Hoa 10=127(LC 7) Max Uplift10=-601(LC 5),6=-339(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4631723,2-3=-10571545,3-4=-10551660,4-5=-10551660,5-6=-5841403 BOT CHORD 1-11=-6771456,10-11=-677/456,10-12=-6771304,9-12=-677/304,8-9=-544/964, •••• • + 7-8=-544/964 • • •••• ••••:• WEBS 2-10=-834/748,2-9=-87811122,4-7=-397/353,5-7=-68311091 • • • NOTES- 0000.• 0000•. 00.00• 1)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;biel.+• • • • •••••• pi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and for(:6e§&• 0 0 • • MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 0 0 • • • 2)Provide adequate drainage to prevent water ponding. •••• •• •• ••;``0 3)Plates checked for a plus or minus 0 degree rotation about its center. ••••+• • • •.••. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 0••0` 0````+ •••0•• 5)Refer to girder(s)for truss to truss connections. • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 601 Ib uplift at joint 10 and 31:1119 0`0 ` • uplift at joint 6. 0 • 0 • ••+++• 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • 0••••• • • along the Bottom Chord,nonconcurrent with any other live loads. + • • ••• •• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. " • +••• 0 • • 0s LOAD CASE(S) Standard �ITO6 - �TfUSS �TfUSS T 0 -- - -- 1(i PIy -- rSTRONG DEVELOPMENT&CONSTRUCTION - --� Yp OtY 0023' 7B08 0 !J2 Corner Jack 1 s— __ Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar vi 09:18:07 2017 Page 1 ID:19k4mlZGehnA6yXat8XAK9zmrSA-omLpFO6e_Kb6Fh3ZSTz1NF7c2c5RHz9SOBm25izb4Fk 2-0-0 2-0-0 --- 3.00 12 — Scale=1:6.8 2 1 % ' 1-2 2x4 M 31 2-1-10 v o, 1:3 2x4 M 312-0-0 c 4 _ 3 4x7= 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 i TC 0.52 Vert(LL) -0.02 1 n/r 120 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.56 Vert(TL) -0.14 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:6 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=0/Mechanical,3=239/Mechanical Max Hoa 2=988(LC 13),3=-988(LC 13) Max Uplift3=-209(LC 5) Max Grav 3=319(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7891954 BOT CHORD 11-4=988/877,34=988/877 NOTES- • • • • •••• ••••••• 1)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.Il;Exp C;€rjr, • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& • •• • •• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •••••• •• •• •••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• •• .••• • • • • 4)Refer to girder(s)for truss to truss connections. • • •••• •• •• ••••• 5 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 Ib uplift at joint 3. • • 6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel poinlle•••• • • 00000 along the Bottom Chord,nonconcurrent with any other live loads. • • ••••'• •••••• •• •• • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • • • LOAD CASE(S) Standard • • • • •••••• • !, o _- - T':Iuss �TrussT e_-__--- ---000 'Ply 1 iISTRONG DEVELOPMENT-& ONSTRUCTION - - • 0024 171308J4 Corner Jack I 6 _Job Reference ioptona0_FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:08 2017 Page 1 ID:19k4mlZGeh m46yXat8XAK9zmrSA-GyvBTk7GldjytremOAUGwTgm00Q90 N LcErWce9zb4Fj F --- --- 40-0 4-0-0 Scale=1:9.3 3 3.00 FU 2 1-3 2x4 No.2 4-2-6 `T 1 _ 2.5:�k,4 No.3 i-43 v o 1-4 2x4 No.2 4t0 3x4= 6 7 4 3x8 1 5 2-M _ 2-4-0 j 4-0-0 Plate Offsets X, -- j5:0-5-0,0 1-8] 2-0.0 0-4-0 - 1-8-0 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 iBC 0.59 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.08 3 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:13 Ib FT=0% LUMBER- _ -_- ----- ----- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-33/Mechanical,4=-74/Mechanical,5=580/0-8-0 (min.0-1-8) Max Horz 5=86(LC 5) Max Uplift3=-164(LC 14),4=-180(LC 14),5=-449(LC 5) Max Grav 3=22(LC 5),4=168(LC 16),5=781(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-410/548 •••• NOTES- : ••• �•�• •••••• • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl., • •• • •• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and fo"9 V• " `` ***so* MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •••0 0• • • • •••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. •••• • • • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • - 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 lb uplift at joint 3,180 Ib splV•• • • *6000•••` at joint 4 and 449 Ib uplift at joint 5. 00• • ""`•0• 0 0 0 0 0 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • ` along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • • 00 00 0 ` 00•.•0 LOAD CASE(S) Standard : ••• • •0 0 00 IJob- ur ss -- --Truss Type --Z'�t - --pl STRONGDEVELOPMEN7&-CONSTRUCTION - 2 y y 17808 r y 100251 J5 Jack-Closed 8 000 s anferene 15 2016 M ek IndAqptic ustries,Inc. Tue Mar 14 09:18:09 2017 P ge i ID:19k4mlZGeh FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra --- -- m46yXat8XAK9zmrSA-k9TZg47 uWxrpV?DyauOVTgD_ZPi61tj ITVF9Abzb4Fi __--- 5-7-8 — -- 5.7.8 —---- 2x4 I Scale=1:15.4 3.00 12 2 R4 M 31 5-10-7 r 3x4 A 1 2-3 2x No. 1-8.12 N a 1-42x No 30." 12 1 3-4 2x4 No.2 5-7-8 1 5 3 4 2x4 11 4x5= 5-7-8 — --- _- 5-7-8 LOADING(psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate GripDOL 1.00 TC 0.39 Vert(LL) -0.05 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.80 Vert(TL) -0.29 3-4 >220 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:28 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=320/0-3-8 (min.0-1-8),3=320/Mechanical Max Horz 4=113(LC 5) Max Uplift4=-145(LC 5),3=-201(LC 5) Max Grav 4=360(LC 13),3=360(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4---267/267,2-3=-267/330 NOTES- • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp C;oEn cr, 0 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions •• • • • shown;Lumber DOL=1.33 plate grip DOL=1.33 .••••• •• •• •.•••• 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••'•" 4)Refer to girder(s)for truss to truss connections. ***Go 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 201 • Ib " �'•••• ••;••• uplift at joint 3. " :0.00 : • ••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poi=1Ls•••' ;••••• •..••. along the Bottom Chord,nonconcurrent with any other live loads. • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;'•;'; • LOAD CASE(S) Standard • •••••• ••••• Truss -- �TrussType y y STRONG DEVELOPMENT&CONSTRUCTION - 17808 ., Jack-Closed ID:19k4mIZGehm46 Xat000sJa 152016MiTtonall 47uWxr V� 026 lob Reference I FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 5 Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:09 2017 Page 1 y g p .DyauOVTgD_fPhtlsflTVF9Abzb4Fi 6-0-0 6-0-0 2x4 1 Scale=1:15.4 2 3.00 12 -22x4 M 31 6-3-1 2-3 2x4 No.31-8-12 1 �� 1-42x o. 0-3- — —____1-3 2x4 N4,35-5-1 3-4 2x4 No.2 6-0-0 5 3 4 4x5= 7x6 _ _ 6.0-0 Plate Offsets+�X,Y___ -- 6-0-0 LOADING - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.06 3-4 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.36 3-4 >189 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:29 Ib FT=O LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. REACTIONS. (Ib/size) 4=343/0-8-0 (min.0-1-8),3=343IMechanical Max Horz 4=121(LC 5) Max Uplift4=-158(LC 5),3=-212(LC 5) Max Grav4=371(LC 13),3=371(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-285/288,2.3=-285/350 0000 NOTES- 0000 ••`•`• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp C;Encl., ` •` • : •• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactibAse 0•• •• •• *00000 shown;Lumber DOL=1.33 plate grip DOL=1.33 •••••• • 000000 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •`"`• •• • . ` • 4)Refer to girder(s)for truss to truss connections. 0000 •• •• •• ••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 4 and 21 A lb•••• . • ••••• uplift at joint 3. • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •` • •••••• along the Bottom Chord,nonconcurrent with any other live loads. *Osseo ••••• • •• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : ` • • •••••• 0000•• LOAD CASE(S) Standard i •`• ` •••••• ss 10 BOB _ J6ASS - - TrunerJapk -- --- y �iy 1 �STRONGDEVEL(PPENT CONSTRUCTION -- 0027J 16 ORT Job Reference o tional FDALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:09 2017 Page 1 I D:19k4mlZGehm46yXat8XAK9zmrSA-k9TZg47 u WxrpV?DyauO VTgDwuPmclgM ITVF9Abzb4Fi 6-0-0 6-0-0 --- 3 Scale=1:12.4 3.00 12 i 2 2x4 No.2 6-3-1 t 2-5 2?4 No.3'0-43 1.4 2x4 No.2 6-0-0 3x4= 6 7 4 3x8 11 5 2-0-0 2-40 6-0-0__ 2-0-0 0 4 0 3-8-0 Plate Offs ets�X,Y)-- I5:0-5-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.03 4-5 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.58 Vert(TL) 0.07 4-5 >586 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.12 3 n/a nla BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:19 Ib FT=0% LUMBER- - - BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=121/Mechanical,4=4/Mechanical,5=58710-8-0 (min.0-1-8) Max Horz 5=128(LC 5) Max Uplift3=-113(LC 7),4=-49(LC 14),5=-415(LC 5) Max Grav 3=121(LC 1),4=217(LC 16),5=623(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-4461591 •••• NOTES- ' • 6666 0006•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;aft, ' 6' • ; �• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and fo"s&•• •• •• 00009* MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • ••6••• • �•6••i 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •6 6 6 • •6 • ; 6 4)Refer to girder(s)for truss to truss connections. •.•• •• •• see" 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 Ib uplift at joint 3,49 Ib upljfi,••• • • ••90* at joint 4 and 415 Ib uplift at joint 5. • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points ** 6 ••6••• along the Bottom Chord,nonconcurrent with any other live loads. •••••• • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : 0 . • • 0060•••.• LOAD CASE(S) Standard 6 e 6 • ob �- mss 'muss Type Z3ty l� STRONG DEVELOPMENT&CONSTRTI UCON — 608 J8 Jack-Closed 41 1 0028 e FORT DALLAS TRUSS CO.LL Job Reference O tionay C.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:10 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-C LOyuQ8XH Fzg69o87 bXk?u 148p4c U H 1 vi9?j i 1 zb4F h -- —2-4-0 8-0-0 2A-0 -- 5-8-0 Scale=1:15.1 2x4 11 3 3.00 12 8 7 ; 4x9 11 6 1-32x4 No.2 8-3-13 --_"" 3-4 2x No.3'1-8-12 2 2-5 N 0-4 -242x4_Ng.3 5-2-14 1-4 2x4 No.2 8-0-0 E� 3x4= 9 --- 10 4 5 4x5= _-2-0-0 .24-0 8-0-0 — Plate LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.20 4-5 >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 4 nla n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:351b FT=0% - - -- - - - - LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=272/Mechanical,5=67010-8-0 (min.0-1-8) Max Horz 5=169(LC 5) Max Uplift4=-158(LC 5),5=-446(LC 5) Max Grav 4=336(LC 16),5=670(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-424/656 •••• BOT CHORD 1-9=-606/409,5-9=-606/409,5-10=-606/207,4-10=-606/207 • • WEBS 2-5=-5571694,2-4=-208/610 •"• """" `"""i" NOTES- • • " " 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;JE1) " " • • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-7-5,Exterior(2)3-7-5 to •• • • •••• 7-10-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=JM • • • • plate grip DOL=1.33 •••• •• •• 60960 /ales checked for a plus or minus 0 degree rotation about its center. •••"•• • • 00:00* 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • •••••••••• • •• 4 Refer to girder •• ••s)for truss to truss connections. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 4 and 44(PItJ• • • "• uplift at joint 5. • • • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poiPts • • • • along the Bottom Chord,nonconcurrent with any other live loads. • . • •••••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• ' •"• " :6090:" •• LOAD CASE(S) Standard .1780,,- �- MG15 'JACK-CLOSED GIRDER 1-M -Pry 1 STRONGIJEVELOPMENTB-CONSTRUCTION 0029, ,Job Reference(0 tional) FORT DALLAS TRUSS CO.LL ID:19k4mIZGehm46yXat8X8.600 S Jan SA-Sk8i16AnepsDOMB XF c. Tue Mar RQd'J .16A2 2 1n Page f C.,MIAMI,FL.,Tony Siena - -- -- - - 48-12 8-0-0 Y 1 Y p wzb4Ff -- --- - 48-12 --- -- - -- _ ----- 2x4 !I 1 3-3-4 - Scale=1:15.6 3 3.00 r12 6 3x6 2 No.28-3-13 3-42x No. 1-6-12 3x6 s 4 No.3 2-11-4 2.5 2x4 No.$0-9-6 1 1• o.31-2- 1-4 2x6 No.2 8-0-0 i 7 5 9 4 3x6 8 5x6= 3x10 11 2-0-0 48-12 8-0-0 2-0-0 3 3 4 - - -� Plate Offsets X _11.0-7-13,0-1-8L14:0-3-0,0-2-1Y1,I5:0 40,0-1--8] - f � LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.07 1-5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.90 Vert(TL) -0.13 1-5 >676 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:41 lb FT=0% BRACING- TOP CHORD 2x4 SP No.2 TOPCHORD Structural tru tralwood sheathing directly applied or 3-0-12 oc purlins, BOT CHORD 2x6 SP No.2 except d verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 4=1430/Mechanical,1=1075/0-8-0 (min.0-1-8) Max Horz 1=162(LC 4) Max Uplift4=-712(LC 4),1=-508(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •. , TOP CHORD 1-2=-2588/1163 w • BOT CHORD 1-7=-1241/2471,7-8=-1241/2471,5-8=-1241/2471,5-9=-1241/2471,49=-1241/2471 • • • + • :• WEBS 2-5=-423/1086,2-4=-2627/1320 +•• • • • NOTES- •++•+• •• •• •••++• • •••••• • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp C;E��I.j 0 • � � �••••� GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. *000+ ••••r ••+•• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. • • Y +•+••„ • • ••••• 4)Refer to girder(s)for truss to truss connections. + • •••••+ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 712 Ib uplift at joint 4 and 508.18 •• • • uplift at joint 1. :0•• + 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel along : • • ••+•:• along the Bottom Chord,nonconcurrent with any other live loads. •••••• • • • w 7 Girder carries tie-in span(s):11-3-0 from 2-0-0 to 8-0-0 • • � ••••••• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• • • • • 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ••i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,1-7=-20,47=-294(F=-274) 1171308 r, ]TrussType ty y STRONG DEVELOPMENT 8 CONSTRUCTION 0030 Truss 17608 I MG2 JACK-CLOSED GIRDER 1 1 Job Job Reference(ciptional) FORT DALLAS TRUSS Co.LLC.,MIAMI,FL.,Tony Sierra 48 12 Os Jan 15 2016 MiTek 1 ID:19k4mlZGehm46yXat8XAK9zmwrSA-d4WSAPaALF cWjpk4RdWNbc1 BkhWOLO7DNJMzb4Fe 4-8-12 - - — 3-3-4 - — Scale=1:15.6 2x4 3 3.00 F12- 6 3x6 2 _ i 3-42x No. 1-6-12 2z4 No.2 8-3-13 3x6; 4 No.3 2-11-4 2-5 Zx No. 0-9-6 1 1- 0.3 1-2- 1-4 2x6 M 26 8-0-0 Q 7 5 9 4 3x6 II 8 5x6= 3x10 11 2-0-04-8-12 48-12 8-0-0 2-0- T 2-8-12 3-3-4 Plate Offsets(X,Y)-- [1 0-7-13 0 1 8],[4 0-3-0,0-2 12][5:0 4-4,0-1-8L- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.07 1-5 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.37 Vert(TL) -0.13 1-5 >679 180 BCLL 0.0 Rep Stress Incr NO WS 0.74 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:41 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 4=1680/Mechanical,1=1234/0-8-0 (min.0-1-8) Max Horz 1=162(LC 4) Max Uplift4=-826(LC 4),1=-581(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •.•• TOP CHORD 1-2=-2949/1327 • • BOT CHORD 1-7=-140012821,7-8=-140012821,5-8=-140012821,5-9=-1400/2821,4-9=-140012821 • + 0 WEBS 2-5=-526/1300,2-4=-2998/1488 •• • • • • NOTES- • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;En cli• • • •••• GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 • • • • • 2)Plates checked for a plus or minus 0 degree rotation about its center. **60 •• •• 0400* • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 604000 + • #0:09 4)Refer to girder(s)for truss to truss connections. • • *00090 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 826 Ib uplift at joint 4 and 58?It uplift at joint 1. •••••• • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • : • • ••••.• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)Girder carries tie-in span(s):13-7-0 from 2-0-0 to 8-0-0 • . • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• • ••+• • + 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •• LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1.3=-100,1-7=-20,4-7=-364(F=-344) 0 , - - T1rus5 . i Trus _. ity I'Ply _ SOELOMENT& CONSTRUCTION - L Common , -Job Reference oetionLFORTDALLAS TRUSSCOLLC,M ,FLony Sera 8.000sJan152016MikIndus,Inc. Tue Mar 14 09:18:13 2017 Page 1 ID.19k4mlZGehm46yXat8XAK9zmrSA-dwi4WSAPaALFzcWjpk4RdWNgn165hYmLO7DNJMz4Fe 24-0 6-2-0 10-0-0 13-10.0 17-8-0 20-0-0 T '---- r----_-_- ---_-_._ - - 2-4-0 3-10-0 3-10-0 3-10-0 3-10-0 24-0 � Scale=1:33.1 4x5= 3.00.12 4 4x5 14 15 4x5 3 i 5 13 1-4 2x4-Na Z 10 4-11 2x y o 3-4-11 4-9 2x N 3-4.11 2x4 No:2J 0`49 _ 16 2 ,- / 6 /3 1y4x4 tkT3 3-102 3-11 2 31-9-10 5-9 2x4 0. 1-9-10 5-82 3-10_7 _ 41 2-1 Zx A3 ,! 6- 1 34343 7 a --1.10-?x4 No 2 10--0.0- 7-10-4x4 No-3-10$0 it of O O 17 18 11 10 9 19 20 3x4 3x4= 12 3x4= 4x5= 3x4= 8 4x9 \1 4x9 /! 2-0-0 z-4- 7.5-5 12-6-11 — 17-8-0 18-0-0 20-0-0 2 0 0 0-4-- 5-1-5 5-1-5 __ 5-1-5 _Ci�2-0-0 Plate Offsets(X,Y� 8:0-5-14,0-2-0],[12:0-5-14,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) 0.08 9-11 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.24 9-11 >764 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:89 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=1200/0-8-0 (min.0-1-8),12=1200/0-8-0 (min.0-1-8) Max Horz 12=93(LC 7) Max Uplift8=-691(LC 6),12=-691(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-5221728,2-13=-4371680,3-13=-4351714,3-14=-1 546/675,4-14=-1499/684, 4-15=-1499/684,5-15=-1 5461676,5-116=4351714,15-16=437/680,6-7=-522/728 4006 BOTCHORD 1-17=-6801516,12-17=-680/516,12-18=-708/1525,11-18=-70811525,10-11=-470/1277, • • 9-10=-470/1277,9.19=-616/1525,8-19=-616/1525,8-20=-680/516,7-20=-680/516 i ••• •••• •••••• WEBS 4-9=-148/369,5-8=-1785/1129,6-8=-4001320,4-11=-1481369,3-12=-1785/1129, •• • • • • •••• •• 2-12=-4001320 • •••• •••••• •• • • NOTES- •••••• • • • • • • • 1)Unbalanced roof live loads have been considered for this design. •••••• • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Edd!• •• •• •• •• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2)7-0-0,W*••• • • so:*** 10-0-0,Interior(1)13-0-0 to 17-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions • •••••• shown;Lumber DOL=1.33 plate grip DOL=1.33 •• •• ' ••••i• 3)Plates checked for a plus or minus 0 degree rotation about its center. •••••• • •• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • : • • ••••u• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 691 Ib uplift at joint 8 and 691•Ib • ••••• • • uplift at joint 12. • • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel point%• • •••• ; • • along the Bottom Chord,nonconcurrent with any other live loads. •• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17808 I T2 - - �COMMONp 6 y 1 Job Reference(optional) Ona CONSTRUCTION 0032 Job— Truss Truss e FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra ( p Y 8.000 s Jan 152016 MiTek Industries,Inc. Tue Mar 14 09:18:14 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-56GSjnB1 LTT6bm5vMRbgAkwl LQN7QxYUdnzwrozb4Fd 2-4-0 7-5-3 12-6-5 17-7-8 22-8-11 27-9-13 32-9-12 -- —- --- — — — — — 2 40 6-1-3 5-1-3 5 1-3 5-1-3 5-1-3 4 11-15 Scale=1:55.5 3.00 12 4x5= 3x4 c 3x4 s 6 3x4 3x4 s 5 4-6 2x _} .2 4321 7 8 4 3x4: 3x4 3 5 2x4 No.3 5-7-5 gg 11-5-11 7 210 \1.917 5-16 2x4 .32-10-1 8-15 2xq 5-7-5 2zl No,2 46-14 10 3- 5-0-14 9-13 2x -14 \, V1 -1446 SI31 2x 3 0-10- t0 tt 4r 6.3 0-4 0 23 1S 24 17 25 16 26 15 27 14 13 28 12 29 11 3x4= 6x10= 5x10 M18SHS= 3x8= 5x6 W6= 3x4= 6x10= 10x10 2.0-0 2.4-0 7-5-3 12-6-5 17-7-8 22-8-11 27-9-13 32-9-12 2-0-0 0.4-0 5-1-3 5-1-3_ — 5-1-3 5.1.3 -� 5-1-3 411-15 Plate Offsets(X,Y)-- [2 0 3 4,0 3 Oj_j11 0 2-12,0 2 8],[12 0 3 8,0-3 O] [16:0-3-8,0-3-0],[17:0-3-8,0 2-121 -- — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.3515-16 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.7415-16 >492 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.17 11 n1a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:167 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 2-17,10-12:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=2111/0-8-0 (min.0-2-8),11=1809/Mechanical Max Horz 18=195(LC 7) Max Uplift18=-1116(LC 5),11=-855(LC 6) ••0• • 0000.• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • ••• 0000 TOP CHORD 1-2=-2891586,2-19=-4187/1868,3-19=-411811879,3-4=-4095/1891,4-5=-3984/1898, `0 0 0• 0 : •• 5-20=-327611631,6-20=-3209/1638,6-21=-320911638,7-21=-323211630,7-8=-3276/1627, 0•0••0 •0 •• ••°'`` 8-9=-407911935,9-22=-406811919,10-22=-414811913,10-11=-1733/872 • 0000•0 • i••••� BOT CHORD 1-23=-539/285,18-23=-539/285,18-24=-5391250,17-24=-539/250,17-25=-188513995, •••• • • • • 16-25=-188513995,16-26=-1743/3917,15-26=-1743/3917,15-27=-172813901, • • • • • 14-27=-1728/3901,13-14=-1728/3901,13-28=-180613966,12-28=-1806/3966, 0 0 0 0 •• •` ••;•`• 12-29=-212/387,11-29=-212/387 0 0••0• • • ••••• WEBS 2-18=-193111085,2-17=-1881/3844,3-17=-412/315,3-16=-2791191,5-16=-241297, 00 `•`•`• 5-15=-10191633,6-15=-42311090,8-15=-10071626,8-13=-21/290,9-13=-2631186, 9-12=-438/299,10-12=-162413614 •••••• • • `• • • • • • • 00.00• NOTES- 000-00 1)Unbalanced roof live loads have been considered for this design. . ••• • ••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;EAT., ` •0•• : • 0 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-7,Interior(1)3-3-7 to 14-4-1,Exterior(2)14-4-1 to •• 17-7-8,Interior(1)20-10-15 to 29-4.9 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line atjoint(s)14. 5)Plate(s)at joint(s)4,6,7,1,2,17,3,16,5,15,8,13,9,12 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1116 Ib uplift at joint 18 and 855 Ib uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard qo-b—* Tr'USS - - - USS Typo --� - -_ -Qty- -Ply STRONG DEVEL(PP EN�CONSTRUCTION - 17608 T3 y Common 1 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:15 2017 Page 1 .� 0033' 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,Ton Sierra - - _ I D:19k4mlZGe hm46yXat8XAK9zmrSA-ZJ grx7Cf6n bzDwg6w96vixTvSgj S90oerRi U OFzb4Fc 2-40 7-5-3 12-6-5 17_7-8 22-8-11 27-9-13 33-3-0 2 40 5-1-3 5-1-3 5-1-3 5-1-3 I 5-1-3 5-5-3 Scale=1:56.0 3.00 12 4x5 3x4 3x4 6 3x4 3x4 -6-72X4-1140; p� _ 5 4-6 2x24�1o,2 6-2-14- 2 42$1 7 8 _,\ 4 / 3x4; 3x4 3 ��52x4 No.3 5-7-5 7x10 1A 5-16 2x4 0.3 2 � 8-15 2x 5-7-5 12-0-0 22 j T917 2xA .2 i A �'� _, 2 ' 3- 5.0-14 9-13 2x - .14 TO 12�x4`Nn 2 5-0-0 10 i y� t 96 Px4i4f 31 `� 14-16 2x4 No, 3 f� S81 2x4 tlq.3 0-14 --11-14 2x4M �!> — ^N 2 18 Il 4 16 tt .3 0-3 23 3 24 25 26 27 14 28 29 - � o 18 17 16 15 13 12 j 3x4=-- 5x8= 5x10 M18SHS— 3x8 5x6 WB '3x4= 5x8= 8x10 2-0-0 2.4-0 7-5-3 12-6-5 17-7-8 22-8-11 27-9-13 33-3-0 2-0-0 04-0 5-1-3 5-1-3 5-1-3 5-1-3 5-1-3 5-5-3 Plate Offsets(X,Y)-- [2:0-3-4,0-3-01,111:0-3-0,0-2-91,112.0-3-8,0-2-0],[16:0-3-8,0-370],[17 0 3-8,0-1-12J LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.3513-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.7613-15 >486 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.15 11 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:169 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 31*Except* except end verticals. 14-16:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* 2-17,10-12:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 18=2137/0-8-0 (min.0-1-12),11=1836/0-8-0 (min.0-1-8) Max Horz 18=190(LC 7) •••• Max Upliftl8=-1126(LC 5),ll=-871(LC 6) "0000• *00000 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• " •• • : •• TOP CHORD 1-2=-2901553,2-19=-4249/1889,3-19=-4180/1900,3.4=-4180/1932,4-5=-406911939, 0 9 0•0• *0 00 0000"• 5-20=-3369/1674,6-20=-330211683,6-21=-3302/1682,7-21=-3326/1674,7-8=-336911671, •••0•• • • • 8-9=-4252/2014,9-22=-443112089,10-22=-4511/2083,10-11=-17421881 0000"" BOT CHORD 1-2 3=-50712 83,18-23=-5071283,18-24=-507/283,17-24=-5071283,17-25=-189814055, •••••" •• • • • 16-25=-1898/4055,16-26=-1766/3999,15-26=-176613999,15-27=-179614068, 0000 "• "" "";•• 14-27=-179614068,13-14=-179614068,1 3-2 8=-1 9 6 6143 1 3,1 2-2 8=-1 9661431 3, *00000 • • ••••• 12-29=-326/615,11-29=-3261615 • • ""0 0 0 0 WEBS 2-18=-1927/1081,2-17=-188113844,3-17=-429/323,3-16=-2651183,5-16=-221295, 5-15=-10121630,6-15=-44311133,8-15=-1085/666,8-13=-56/330,9-13=-384/279, 0 0;0; • •• 9-12=-350/263,10-12=-1662/3718 • • • • •••••• NOTES- . ••• • •••••• 1)Unbalanced roof live loads have been considered for this design. 00 " 0 0•00 • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;Encl., 0 0 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-3-14,Interior(1)3-3-14 to 14-3-10,Exterior(2) 14-3-10 to 17-7-8,Interior(1)20-11-6 to 29-9-6 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)14. 5)Plate(s)at joint(s)4,6,7,1,2,17,3,16,5,15,8,13,9,12 and 11 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1126 Ib uplift at joint 18 and 871 Ib uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard __- o - Truss - -- _- - Tru Type_ y STRONG DEVELOPMENT 8 CONSTRUCTION 0034 '.17608 T4 Common 3 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Siena 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:15 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-ZJgrx7Cf6nbzDwg6w96vixTxagj d9M 1 erRi UOFzb4Fc 24-0 8-0-12 13-9-8 -419-6 25-3-0 _ 27.7-0 _ 24-0 5-8_-12 5-8-12 5-8-12 5-8-12 2 4 0 Scale=1:46.0 3.00 12 4x5= 3x4; 5 3x4_ U4_ 18 19 3x4 3-5 2x e:I6- 6-3-7 34 67 I 8x10 \i 5-13 2x4 N .33-2-2 8x10 /1 2 17 z -5-6 4 No. 5-8.11 6-13 8 a1 — 9 21 16 22 15 14 23 13 11 10 24 12 25 26 3x4= o 3x4= 7x6= 4x5- 3x8= 4x5= 7x6= 2-0-0 2-4-0 8-0-1 13-9-8 19-6.4 25-3-0_ 25-7-0 27-7-0 2-0-0 0-4-0 5-8-12 5-8-12 5-8-12 _ - 5-8-12 0-4-0 2-0-0 Plate Offsets(X,Y)-- [20-3-0,0 2_40j,j8:0 3-0,0-2-01 _ - -- LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.20 13-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.92 Vert(TL) -0.46 13-15 >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:128 Ib FT=O LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1655/0-8-0 (min.0-1-15),16=1655/0-8-0 (min.0-1-15) Max Horz 16=-127(LC 8) Max Uplift10=-903(LC 6),16=-903(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. *000 TOP CHORD 1-2=-3401589,2-17=-300411320,3-17=-293311331,3-4=-2865/1332,4-18=-238611131, • • *00000 •••••• • • • • 5-18=-231311138,5-19=-2313/1138,6-19=-2386/1131,6-7=-286511332,7-20=-2933/1331, •• • • • 8-20=-300411320,8-9=-3401589 • • • • BOT CHORD 1.21=-5421334,16-21=-542/334,16-22=-542/334,15-22=-542/334,14-15=-1292/2846, •••••• •• •• •••••• 1423=-129212846,13-23=-129212846,13-24=-1174/2846,12-24=-117412846, •••:•• • • • 11-12=-1174/2846,11-25=-542/334,10-25=-5421334,10-26=-5421334,9-26=-5421334 •••••• WEBS 5-13=-176/581,6-13=-7591508,8-11=-1443/2702,8-10=-1490/901,4-13=-7591508, •••••• •• • • • • 2-15=-1443/2702,2-16=-1490/901 •••• •• •• ••••• •••••• • • ••••• NOTES- • • •••••• 1)Unbalanced roof live loads have been considered for this design. • ••• • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;�incT.. • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-9-8,Exterior(2)10-9;8 to • ' • •••••• 13-9-8,Interior(1)16-9-8 to 24-7-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions • .••••• • • shown;Lumber DOL=1.33 plate grip DOL=1.33 • • • •••••• 3)Plates checked for a plus or minus 0 degree rotation about its center. •• • •••• . • • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 903 Ib uplift atjoint 10 and 903 Ib uplift at joint 16. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard --- ----- ------ JOS -- —Truss ruS�pe _y PIy STRONG DEVELOPMENT&CONSTRUCTION 1 0035 .17808 T5 Common Job Reference(optional y_ -- — - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra - 8.000 s Jan 15 2016 MiTek Industries Inc. Tue Mar 14 09:18:16 2017 Page 1 I D:19k4mlZGehm46yXat8XAK9zmrSA-1 VODBTDHtSj gr4FIUse8F9?BpE46uyBn45S 1 whzb4Fb 2-4-0 6-0-12 9-9-8 13-7-0 2-4-0 3-8-12 3-8-12 3-9-8 Scale=1:22.6 4x5 4 3.00 12 4x5=-- 1� 5 2x4 o. 12 3x4 3 5 1-4 4-N-( 10-2-0 4x9 11 10 47 2x4 No 3 2-2-2 2 i�� 5-6 2x4 No. 13 fO 2x4 N 8 3-7 .33-9- 2x4 3-7-3 1 o. o. 3x4 Job russruss ype y y 17808 T6 Roof Special 1 1 STRONG DEVELOPMENT 8 CONSTRUCTION 0036 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:17 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-VhxbMpDweOrhSDgU2Z9NnMYJ SeT4dR5xJkBaS7zb4Fa 3-9-8 5.8-8 11-3-0 3-9-8 1-11-0 5-6.8 Scale=1:20.5 3.00 12 4x5= 2 4x5= 3x4=- 2-3 2x4 No.2-2 -9 3 45x8= 2x4 II 1- o.23-11-12 3.4 2x4o. 1 4 2x4 No.3 1-0.0 Ci cq 4 3-11-14 4-5 2x4 No"3 1.8-8 ',C? rr N lt72x4Mo. 1-3-10 62x4 11-10 9IN 6 2x No 31-8-8 2-6 No. 2-1 - o 0 0 5x6= 10 6 11 5 7 3x8= 2x4 11 5-8-8 11-3.0 _ 5-8-8 5-6-8 _ Plate Offsets(X Y)-- [2;0-1-12,0-1-1 ,[4:0-1-8,0-3-0],[5:0-2-Q0-0-4] [7 0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI DEFL. in (loc) 1/def] Lid PLATES GRIP TCLL __ - Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.03 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.21 6-7 >625 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 9 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:60 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 7=662/Mechanical,9=618/Mechanical Max Horz 7=54(LC 7) Max Uplift7=-266(LC 5),9=-317(LC 6) •••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • . •:*so.• of**:* TOP CHORD 2-3=-1064/633,3-4=-960/555 • • • BOT CHORD 7-10=4511656,15-10=4511656 •• • • WEBS 2-6=-2691585,3-6=-619/415,4-6=-476/811,2-7=-7161444 see:**• •• •• •'•'•• NOTES- •••••• 1)Unbalanced roof live loads have been considered for this design. •••••• •• • . • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;EMI.',• •• •• ••;••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-1-12 to 5-8-8,Interior(1)5-8-8 to 10-9-12 zone;C-C for*••••• • • ••••• members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • sees o •••••• 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. sees** • •• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • ***see • 6)Refer to girder •••••s)for truss to truss connections. • • . :**so:7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 266 Ib uplift at joint 7 and 317a1�•• ••• • :•••• uplift at joint 9. • 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -- �Tob `Truss- —Truss ype - `Qty Piy STRONG DEVELOPMENT 8 CONSTRUCTION 0037 MITon 1 1 17808 TG1 ROOF SPECIAL GIRDER ___,_ y Sierra Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIA ,FL. 000 sJan 15 2016 MiTek Industries,Inc Tue Mar 14 09:18:18 2017 Page 1 ID:19k4mlZGehm46Xat8XA y K9zmrSA-rtVzZ9EYPizY4NPhbHgcKa5NM2n5MID4YOx8 az64FZ 4-10-8 _ 8-0-0 11-0-0 14-0-0 16-0-0 17-9-8 21-9-12 27-7-0 410-83-1-8 3-0-0 3-0-0 2-0-0 1-9-8 4-0-4 5-9-4 Scale=1:51.2 7x6:_- 3.00 F12 5x10 M18SHS- 3x4 7 3x8–5x8 M18SHS– 7x10 M18SHS 4 5 6 8 83182x4N9331" M3190,p.,�,_� 21_ 3x4= _ __- x4Noa 9 5x10 M18SHS_ T 2 N 8 4 k 224 M.31 1V-2-0 v 8-Zz4-No� 1 °- 1-42x4 18 3`i 418 2x4 97- 4 0. - 14 5x8 M18SHS= 1 122x4 0 9-132X4No33107 5x10M18SHS- 361000 31- �6�162x 36 26 r �� M a i � - T V N C'4 w 7� --- 14 t X6-M26-10- r 02(r=� G 0 20 19 7 21 18 221 - -- — - c 16 23 15 24 14 25 13 26 12 27 0 700 M18SHS7 2x4 I 7x10 M18SHS- 3x6 3x4- 2x4 1 7x10 M18SHS- 7x10= 3x4== 1002 M18SHS-_ 2-070 410-8 8-0-0 11-0-0 14-0-0 16-0-0 17-9-8 21.9-12 25-7-0 27-7-0 2-0-0 2-10-8 3-1-8 3-0-0 3-0-0 2-0-0 1-9-8 4-0-4 3-94 2-0-0 Plate Offsets X, - 1 0-5-7,0-5-4, _ ( 7[ _,_ ] [1:0-5-3,0-4-9'[4:0-5-0,0-2-4],[] 7 0 40,0 3-4],[11.0-1-3,0-49]�5:0 48,0-1-8],[18:0-5-0,0-412] --T --- – LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.87 15-16 >372 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -1.55 15-16 >208 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.26 11 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:155 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied. 7-8:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3*Except* 8-13:2x4 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0,Right 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 1=307410-8-0 (min.0-2-9),11=2676/0-8-0 (min.0-2-3) Max Horz 1=-88(LC 7) 000000 Max Upliftl=-1 532(LC 4),11=-1196(LC 5) • • •••• see*** FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • •••• • •• •••••• TOP CHORD 1-2=-1058115208,2-3=-10498/5213,3-4---10605/5247,45=-10440/5203, 0 •• 5-6=-11944/5899,6-7=-11382/5510,7-8=-865714124,8-9=-8694/4126,9-10=-9082/4116, 0••••• • •••• 10-11=-916214110 •••• . • • • BOTCHORD 1-20=-5065110201,19-20=-5065110201,19-21=-5065110201,18-21=-5065/10201, • 0 0 • • 18-22=-5805/11944,17-22=-5805111944,16-17=-5805111944,16-23=-6088112632, 0000 •• •• 0 0•0•• 15-23=-6088/12632,15-24=-6088/12632,1424=-6088112632,1425=-5379/11309, •••••• :so.:. ••••• 13-25=-5379/11309,13-26=-3944/8826,12-26=-3944/8826,12-27=-3944/8826, •••••• • •••••• 11-27=-3944/8826 • WEBS 3-19=-2901230,3-18=-226/310,418=-1070/2251,5-18=-18221842,5-16=-4801974, :04:0: ••i• • •• 6-16=-8381454,6-15=-752/1573,6-14---1929/986,7-14---52911100,7-13=-4292/2187, • • -000-00 • • •••••• 8-13=-1792/3790,9-13=-548/370 • • •••••• • • NOTES- •• • •••• . • • 1)Unbalanced roof live loads have been considered for this design. •• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)8. 6)Plate(s)at joint(s)4,7,17,3,19,18,5,16,6,15,14,13,9,12,1,1,1,11,11 and 11 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)8 checked for a plus or minus 2 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1532 Ib uplift at joint 1 and 1196 Ib uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)Girder carries hip end with 13-7-0 right side setback,8-0-0 left side setback,and 6-0-0 end setback. dghVA dgi0 j6Lcbbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PMENT ' russ — T e— Qt —P� Job Referenceoo�itional CONSTRUCTION _— 0037 AL GIRDER 1 ROOF S 117808 TGPECI1 1 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Siena f 8.000 s Jan 15 2016 M M Industries,Inc. Tue Mar A 09.18.18 2017 Pa a 2 I D:19k4mIZGeh m46yXat8XAK9zmrSA-ztVzZ9EYPizY4NPhbHgcKa 5N M2 n5M I D4YOx8_azb4FZ NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1223 Ib down and 613 Ib up at 14-0-0,and 7201b down and 361 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pig Vert:1-4=-100,4-6=-50(F=50),6-7=-100,7-8=-100,8-11=-100,1-18=-20,15-18=-170(F=-150),11-15=-20 Concentrated Loads(Ib) Vert:18=-720(F)15=-1223(F) • • •••• •••••• •••••• •• •• •••••• • •••• •• •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• Joh Trussssfiype Qty Iy___ STRONG DEVELOPMEp Nr 8)cONSTRUCTION-— — 00431 117808 V4 'GABLE 2 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:18 2017 Page 1 I D:19k4mlZGehm46yXat8XAK9zmrSA-ztVzZ9EYPizY4N Ph bHgc Ka5ZB2zi Myt4YOx8_azb4FZ 2-0-0 __--- 4-0-0 200 200 3x4--- Scale=1:7.5 3.00 12 2 3 1.2 2x4 N 042 -3-2x4_No.2 2-0-12 - --- - 4-0-0 4-0-0 — Plate Offsets(X Y)--j2 0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.00 Vert(TL) n/a nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:6 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. REACTIONS. (lb/size) 1=140140-0 (min.0-8-7),3=140/4-0-0 (min.0-8-7) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=-13(LC 8) Max Upliftl=-94(LC 5),3=-94(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 0000 1)Unbalanced roof live loads have been considered for this design. 0 0 0 69690 0 0 0 0.0 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.Il;Exp C;'Ful" • 0 0 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions • • • • shown;Lumber DOL=1.33 plate grip DOL=1.33 •••••• •• •• ***see 3)Plates checked for a plus or minus 0 degree rotation about its center. •••:•• • • • w•w•w• 4)Gable requires continuous bottom chord bearing. �0•• • • w 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1 and 94 IID • • • • uplift at joint 3. 0000 •• • •• ••w 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points*0• 0•• w 00000 along the Bottom Chord,nonconcurrent with any other live loads. •• •• 0 •w 0.•• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 LOAD CASE(S) Standard • • • • • •0•••• •wwww• U - russ ype y y STRONG DEVELOPMENT&CONSTRUCTION 0044 17608 :8::::::::::Valley 1 1 _ Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:18 2017 Page 1 40-0 ID:19k4mlZGehn-46yXat8XAK9zmrSA-ztVzZ9EYPizY4NPhbHgcKa5Xw21ZMyt4YOx8_azb4FZ - 8-0-0 4-0-0 Scale=1:14.6 3x4= 3.00 12 2 1-2 2x4 No o.22-11-1 1 3 1-3 2x4 No.2 8-0-0 4 3x4: 3x4 8-0-0 - — 8-070 Plate Offsets�Y)-- [2:0-2-O,Edge] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/def] Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.91 Vert(TL) n/a - n1a 999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:21 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. REACTIONS. (Ib/size) 1=338/8-0-0 (min.0-1-8),3=338/8-0-0 (min.0-1-8) Max Horz 1=26(LC 7) Max Uplift1=-160(LC 5),3=-160(LC 6) Max Grav 1=369(LC 17),3=369(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0060%•••• • TOP CHORD 1-2=-608/621,2-3=-6081621 • • *06* •..••. BOT CHORD 1-4=-558/563,3-4=-558/563 • • • • NOTES- •••••• •• •• •••••• 1)Unbalanced roof live loads have been considered for this design. •••;•• • • • 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;F4iGl•• . • ;••••i GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions • • • • shown;Lumber DOL=1.33 plate grip DOL=1.33 *000 •• •• ••••• 3)Plates checked for a plus or minus 0 degree rotation about its center. 00#000 • • ••.••• 4)Gable requires continuous bottom chord bearing. • • •••••• •••••• •• •• • • 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 Ib uplift at joint 1 and 1641•:•: • •• uplift at joint 3. • • • • 000000 7 ••••••This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points • • • • along the Bottom Chord,nonconcurrent with any other live loads. • • • •••••• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• • •••• : • • •• LOAD CASE(S) Standard Job Truss fuEs ype y y STRONG DEVELOPMENT 8,CONSTRUCTION 0045 17808 V8A Valley 1 1 m Job Reference(optionall FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc.Tue Mar 1409:18:192017 Page 1 ID:19k4mIZGehm46yXat8XAK9zmrSA-R43LmVFA906PiX_t9_BrtndigR5o5P7Dm2ghXOzb4FY 4-0-0 8-0-0 4-0-0 4-0-0 Scale=1:14.6 3x4= 3.00 12 2 1-2 2x4 No 0.22-11 1-1 .22-11-1 1 3 1-3 2x4 No.2 8-0-0 4 3x4 3x4 8-0-0 8-0-0 Plate Offsets X, --j2:0-2-O,Edge1 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.91 Vert(TL) nla nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 nla nla BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:21 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. REACTIONS. (lb/size) 1=338/8-0-0 (min.0-1-8),3=33818-0-0 (min.0-1-8) Max Hoa 1=-26(LC 8) Max Upliftl=-160(LC 5),3=-160(LC 6) Max Grav 1=369(LC 17),3=369(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• TOP CHORD 1-2=-6081621,2-3=-6081621 s BOT CHORD 1-4---558/563,3-4=-5581563 ••• +• • ••••i• NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. s 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,• • 0••••0 GCpi= 0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactiq& • •• , • shown;Lumber DOL=1.33 plate grip DOL=1.33 goes •• •• .0000 • • 3)Plates checked for a plus or minus 0 degree rotation about its center. •••••• s • ••••• 4)Gable requires continuous bottom chord bearing. • • ••+••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• •• • ...... 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 Ib uplift atjoint 1 and 1611D• s • •• uplift at joint 3. • • • • •••••• 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points ••'••• along the Bottom Chord,nonconcurrent with any other live loads. s ••• • :•••• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• • •••• :*Owe:• s• LOAD CASE(S) Standard O rus5 FUSS ypeQty Ply STRONG DEVELOPMENT 8 CONSTRUCTION 0038 17808 v12 11 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc.Tue Mar 14 09:18:19 2017 Page 1 ID:19k4mIZGehm46yXat8XAK9zmrSA-R43LmVFA906PiX_t9_BrtndgwRCB5NYDm2ghXOzb4FY 6-0-0 12-0-0 6-0-0 6-0-0 Scale=1:19.0 4x5= 3.00 12 i 2 I 1-2 2x4 No. 3 -- 2- o.24-11-13 2-4 2x4 o.3 0-10-14 1 3 1-3 2x4 0 2 12-0-0 5 4 6 3x4 2x4 II 3x4 r 12-0-0 1200 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.50 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 3 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:34 Ib FT=O% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=245112-0-0 (min.0-1-8),3=245112-0-0 (min.0-1-8),4=666112-0-0 (min.0-1-8) Max Horz 1=44(LC 7) Max Upliftl=-141(LC 5),3=-146(LC 8),4=-265(LC 5) Max Grav 1=320(LC 18),3=320(LC 20),4=666(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 666* WEBS 2-4---5101462 • • NOTES- • • • + 1)Unbalanced roof live loads have been considered for this design. •••••• +••••: •••++• 2)Wind:ASCE 7.10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;"rl:9 • + • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reaction:•• • • •••`; shown;Lumber DOL=1.33 plate grip DOL=1.33 • • „ • + 3)Plates checked for a plus or minus 0 degree rotation about its center. +++• •• •• •• ••• 4)Gable requires continuous bottom chord bearing. 0+••++ + • ••••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • •••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1,146 Ib uplift• • +••+•• at joint 3 and 265 Ib uplift at joint 4. •+•••+ • • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poi9 • i • •••••• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : ••• • ••••+• LOAD CASE(S) Standard •i [Job-- - Truss- -- Trus-s-ry-pe - - ioty Y - -IPI STRONG DEVELOPMENT&CONSTRUCTION - _ --- 71308 1F0RT DALLAS TRUSS CO.LC.,MIAMI,FL.,Tony Sierra IALC., Valley 0039,. — .—__.-- �1 1_.Job Reference(optiona- -- 1Jl -- - - 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:19 2017 Page 1 I D:19 k4mlZGeh m46yXat8XAK9zmrSA-R43LmVFA906PiX_t9_B rtndgwRCB5NYDm2ghXOzb4FY 6-0-0 12-0-0 6-0-0 -_ --- -- - - - 6-0-0 Scale=1:19.0 4x5 3.00 F12 2 1-2 2x4 No. 3 232x4 o.2 4-11.13 2-4 2x4 o.3 0-10-14 1-3 2x4 0 2 12-0-0 — - -- 5 4 6 3x4; 2x4 11 3x4 -- —— 12-0-0 12-0-0 (Psi _ -- - _ - -- LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:34 Ib FT=0% LUMBER- BRACING- -- — -- --- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=245/12-0-0 (min.0-1-8),3=245112-0-0 (min.0-1-8),4=666112-0-0 (min.0-1-8) Max Horz 1=-44(LC 8) Max Uplift1=-141(LC 5),3=-146(LC 8),4=-265(LC 5) Max Grav 1=320(LC 18),3=320(LC 20),4=666(LC 1) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. 0000 WEBS 2-4---5101462 • • • • •••• •••••• NOTES- •••� i • • •• 1)Unbalanced roof live loads have been considered for this design. *00000 •••••: ••••:• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;"Gle•• • • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reaction• `•'"` shown;Lumber DOL=1.33 plate grip DOL=1.33 •` • ` ` ` • • • 3)Plates checked for a plus or minus 0 degree rotation about its center. 009004 ••••c •• •• 00900 • 4 • Gable requires continuous bottom chord bearing. ••••.• • • ••••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • ••"" 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 141 Ib uplift at joint 1,146 lb uplift • *490•• at joint 3 and 265 Ib uplift at joint 4. •••••• • • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poiwts 0 • • • •••••• along the Bottom Chord,nonconcurrent with any other live loads. •00000 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••• • • • • • • LOAD CASE(S) Standard •• O • RISS rUSS Type - 7yy 71iso RONG DEVELOPMENT&CONSTRUCTION _ 0040 17608 V16 Valley ID:19k4 b Reference(optionalFORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Ton Sierra 0 --- - - Inc.8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:20 2017 Page 1 mlZGehm46yXat8XAK9zmrSA-vGdk rGowJEGJhZ3jii4P?AjbrTngpBN?iQF3Szb4FX 8-0-0 16-0-0 8-0-0 — - -- —— Scale=1:25.4 5x6 3.00 12 2 6 7 15 2x4 No 0- No.2 30-8 2-42x4 0. 1-4-14 1 3 Not 8-0=0 - 3=4 4 NalB-0-0 3x4 9 4 10 3x4 5x6= 16-0-0 16-0-0 Plate Offsets(X,Y)-- [2:0-3-0,0-2 121,14:0-3-0,0-3-01____ - — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.79 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:47 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=346116-0-0 (min.0-1-15),3=346116-0-0 (min.0-1-15),4--943116-0-0 (min.0-1-15) Max Horz 1=62(LC 7) Max Upliftl=-200(LC 5),3=-207(LC 8),4=-375(LC 5) Max Grav 1=370(LC 18),3=370(LC 20),4=943(LC 1) '••.•• • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• ; • . •• WEBS 2-4=-7211570 • • • • •••••• •• •• •••••• • NOTES- 000000 • • • 1)Unbalanced roof live loads have been considered for this design. •••• • • :•••.: 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.ll;Exp C*E".• •.•'.; .•••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-2-3 to 4-2-3,Interior(1)4-2-3 to 5-0-0,Exterior(2)5-0-0 to • • 8-0-0,Interior(1)11-0-0 to 11-9-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for react ons'; ;•••;• "'•• shown;Lumber DOL=1.33 plate grip DOL=1.33 •• •• • •••••• 3)The solid section of the plate is required to be placed over the splice line at joint(s)2. 000000 • 4)Plate(s)at joint(s)1,3 and 4 checked for a plus or minus 0 degree rotation about its center. • • • • 5)Plate(s)at joint(s)2 checked for a plus or minus 3 degree rotation about its center. ' • • •'•••' 6)Gable requires continuous bottom chord bearing. • • • • • 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••• : ••. • ;`•••; 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 200 Ib uplift at joint 1,207 Ib uplift • • at joint 3 and 375 Ib uplift at joint 4. •• 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o russ FUSS ype y STRONG DEVELOPMENT&CONSTRUCTION 7 0041 17608 ' V20 GABLE 1 1 d Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:20 2017 Page 1 ID:19k4mlZGehm46yXat8XAK9zmrSA-vGdk_rGowJ EGJhZ3j ii4P?ApnrXcggoN?iQF3Szb4FX 10-0-0 20-M 10-0-0 10-0-0 Scale:3/8"=1' 4x5= 3.00 12 3 9 10 2x4 11 1-3 2x4 No No.2 9-1-4 2x4 11 2 3 72x4 'o. 1-10-14 4 1 .30-5-5 4-6 2x495- 5 - 2x4-Jo. 2x4-Na3 40=0- — 3x4% 11 8 12 7 13 6 14 3x4 2x4 5x6= 2x4 11 20-0-0 20-M Plate Offsets CX,)I--_[7:0-370,0-3-0] - - - LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.55 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:61 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb)- Max Horz 1=81(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s)1,5 except 7=-245(LC 5),8=-407(LC 7),6=-407(LC 8) see* Max Grav All reactions 250 Ib or less atjoint(s)1,5 except 7=684(LC 1),8=674(LC 12),6=674(LC 13) • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• ; . • •` WEBS 3-7=-556/395,2-8=-5801463,4-6=-5801463 • • • • ••e••• •• •• 0000•• • NOTES- 000.00 • • • 0000•• 1 Unbalanced roof live loads have been considered for this design. •0•. • 0 0 • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp C,%%6,.` • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-2-3 to 4-0-0,Interior(1)4-0-0 to 7-0-0,Exterior(2)7-0-0 to •• •• ••.••• 10-0-0,Interior(1)13-0-0 to 15-9-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 p`aftj"; ;0•• • ""` grip DOL=1.33 •• •. • 0000•• 3)Plates checked for a plus or minus 0 degree rotation about its center. • 4)Gable requires continuous bottom chord bearing. .••:•. • •0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 0 ;•••;• ``"`` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 ejcep1 •• • •••0 (jt=lb)7=245,8=407,6=407. 06 0 000 0 • • 7)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • along the Bottom Chord,nonconcurrent with any other live loads. •• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1-jou- -_.-- Truss-.__--_. --_._ ----TTrUSs Type Qty Ply STRONG DEVELOPMENT&CONSTRUCTION 0042 -I ' 1117608 � -V24 Valley '.1 1 '�, -- --_ - - Job Reference(optional)- FORT DALLAS TRUSS CO.LLC.-,MIAMI,-FL.,Tony Sie-rr-a- -- - ------- - - - 8.000 sJan 15 2016 MiTek Industries,Inc. Tue Mar 14 09:18:21 2017 Pagge 1 I D:19 k4mlZGeh m46yXat8XAK9zmrSA-OSB6B B HQhdM6xr8FH PDJyCi_wFseZH n WEM9obub4zFW 12-0-0 -- 2 12-0-0 4-0-0 _- 12-0-0 — Scale=1:38.1 4x5= 3.00 L 12 3 10 11 2x42x4 1-?22x4 No. _"-7--0 , 110.2 14-2-0 9 3-7 2x4 a 3 2-4-14 __ 12 1 -2:8 2x4 No,3 0-11.5 4-6 2x4 NoF3 0-11 5 3x4= 13 8 14 7 15 6 16 3x4 zz 2x4 I! 5x6= 2x4 11 -- 24-0-0 24-0-0 — Plate Offsets X, -- [7:0-3-0,0-3-0] - - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) n/a nla 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.56 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES i WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:75 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0. (lb)- Max Horz 1=99(LC 7) Max UpliftB)II uplift 100 Ib or less atjoint(s)1 except 5=-103(LC 6),7=-222(LC 5),8=-461(LC 7),6=-461(LC •••• • • Max Grav All reactions 250 Ib or less at joints)except 1=306(LC 20),5=306(LC 24),7=653(LC 1),8=772(LC ; ••• 0000 •••• • 12),6=772(LC 13) •• • • • • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••..• •. •• •••••. WEBS 3-7=-5361369,2-8=-6431510,4-6=-643/510 000000 • • • NOTES- 1) OTES 1)Unbalanced roof live loads have been considered for this design. •••• •• •• ••;••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp C,,E!V.,•. .•••.• ••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-2-3 to 4-2-3,Interior(1)4-2-3 to 9-0-0,Exterior(2)9-0tto•• • see*** 12-0-0,Interior(1)15-0-0 to 19-9-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate••• grip DOL=1.33 . . . • 3)Plates checked for a plus or minus 0 degree rotation about its center. • • ' • •••••• •••..• 4)Gable requires continuous bottom chord bearing. • • . • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• . ••• • :••••; 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except • ; Qt--1b)5=103,7=222,8=461,6=461. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' I 6„ 6„ Olt i 1 3„ c IN SIN SIN N N 4 —IN N TOP VIEW Ln 2" I FRONT VIEW SIDE VIEW I GENERAL NOTES: 1) Design conforms to FBC 2014, IBC 2009 and NDS 2015, 2) Structural steel shall conform to ASTM A36, yield strength 36000 psi. Load value shown are based on Steel Stress without 33% increase. All bolt holes are 13/16" diameter. •��• 3) All welding shall be minimum 3/16" with E70 electrodes and shall conform t: loateet AISI17MS codes. All contact areas shall be fully fillet welded. 7 All bolt values in wood conform to NDS 2015 for southern pine, G=0.55. Value; Tor other species shall be adjusted as per NDS 2015. Bolts are 5/8" diameter :... 5.) Bolts shall not penetrate Truss Top and bottom chords and shall only be thtoah•Trus1•.V�rtkals. •• •... Bolts thru wood shall conform to section 11.1,2 of NDS 2015 and table 11 G for•• •shear values• . • PRODUCT CODE PLYS MEMBER DI MATERIAL BOLT THRU BOLT T4 • •DESIG LOAD (LB;� . DESCRIPTION TO GIRDER TO TRUSS GRAVITARY R%Cr UPLIFT SH-3M- 2M 3—G 3—T 2X6—G HANGER Plate 3/16" (8)5/8" (3)5/8" 9450 6440 2X4—T —.00V/A002 Nftm OFFICE- (305)887-441 - FORT DALLAS TRUSS FAX—(3D5)884— CENSE N EMAIL PE0031509 JOSEMARTINEZINC J @AOL.COM L u PROJECT: HANGER GIRDER—TRUSS SH—N3M 15 024 EAST 5th STREET NGINEER SUITE 1—D HIALEAH,FL. 3301 scams DATE: 12/1/2016 L ,!!k"r2 iI-,, Gry VP All CONNECTION TO GIRDER: ALLOWABLE CAPACITY: Use (1) 5/8" thru Bolt Bolt design values for single shear perpendicular to grain (3 members) ZP := 6901b No := 0 N/A Cper := ZP-No Fc-Pe:-57 Use (3) 5/8" thru Bolt Bolt design values for single shear parallel to grain Z11 := 12601b No2 := 6 Cpar := Zll•No2 jCpar = 7560 lb TOTAL CAPACITY: Ctotal := Cpar+ Cper ICtotal = 7560 lb ALLOWABLE ROOF GRAVITY: Gmax= Ctotal•1.25 = 9450 lb CONNECTION TO JACK: ALLOWABLE CAPACITY: Use (1) 5/8" thru Bolt Bolt design values for doble shear perpendicular to grain (3 members) .... ZP := 14201b No2 := 1 • AyNw ItMNJJJ . . •... ...... . . er := ZP-No2 jCper= 14201b I ...... .. .. ...... Use (2) 5/8" thru Bolt •••• Bolt design values for doble shear parallel to grain "" .. .. ••••• . ...... . . ..... Zll = 2510Ib Nom:= 2MAW /VV •• ...... Uar := Zll No Cpar = 5020 1b • • ...... .. . ... CtI o�ql := Cpar+ Cper iCtotal = 64401b ' TOTAL CAPACITY: ALLOWABLE GRAVITY: Umax= Ctotal = 6440 lb CONNECTOR TRUSS TO GIRDER - (3 members) CONNECTOR DESCRIPTION: 3/16" STEEL PLATE (A36) Ft = 20000 psi Fv= 14400 psi Girder Members (3) 2"x6" design values for (3) Wood member (4.5") Truss Members (2)2"x4"design values for (2) Wood member (3.0") INPUT DATA: Bolt Diameter 5/8" dia:= 0.625in Distance for end parallel to grane factpa := 7•dia Ifactpa = 47i Distance for end perpendicular to grane factpe := 4-dia Ifactpe = 2.5•i Spacing between bolt perpendicular to grane factspe := 2.5-dia factspe = 1.6-i Spacing between bolt parallel to grane factspa:= 4-dia Ifactspa= 2.5-i GIRDER Check Bottom edge distance for end Bottom (Gravity) parallel depar Le := 5in %Al":_ factpa Check Bottom edge distance at bottom chord (Uplift) parallel dam:= Oin depar °M/oN:= factpa % = 0 N/A 0000 • .. . ,. 0000.. Check edqe distance at Web (Gravity) perpendicular •• • 0 0 . de ar := O in _ depar 00000* o% factpe % = 0 N/A 040;00 . r..... TRUSS 0'•. • • 0 • . . . 0000 0 Y Check Bottom edge distance at bottom chord (Uplift) parallel 0000.. .• :0 00. 00.0 00, dA ar:= 3 in depar ...... /o = 0.7 .. .. . ,0000. onvw factpa ° Check edge distance at Web (Uplift) perpendicular 0 6 0 0 0•00;0 0000.. dam:= 5in depar °I :_ % = 2 .. . ... factpe • GIRDER Check spacing between bolt at web (parallel) AUa := 2.25 in o .= depar % = 0.9 factspa TRUSS Check spacing between bolt at web (parallel) depar := 2.25 in depar factspa Allowable Tension (Two Steel Plate Legs) Tmax = 2.3.3 •20000 = 22501bs. 16 ximum Uplift = 6440 lbs total for connector Maximum Gravitary Load Roof=9450 lbs total for connector Jose A. Martinez,P.E. Lic. No: 031509 Seal and Signature 4141.. 4141.. 4141..•. 4141•••• •• •• •.•••. • 41.41.•. • • • 4141.••• 0410♦ ♦ • . • 0410• •• •• 00410. •041••0 • • 00.41• • • •4141.•• 0• •. • 4141♦.•• • 0041.♦• . • • •♦4141•• • .. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing o 0o is impractical. T-Brace/ I-Brace must cover 90%of web length. aNote:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size i T-Brace size Nail Size Nail Spacing for One-Ply Truss I 2x4 or 2x6 or 2x8 10d6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace i 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Nails \ / Brace Size for Two-Ply Truss Specified Continuous } Rows of Lateral Bracing SPACING I Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB �\� `� 2x6 2x6 T-Brace 2x6 I-Brace 2x8 T-Brace MI-Brace T-Brace/I-Brace must be same species \ T-BRACE and grade (or bette�.j%web member. •••••• •• •• •••••• •• •• • •••••• • / • 40 .•.... Nails d Section Detail T-Brace �� .. ...• Web ,1OSL 'm" ' Structural Nails \ Consultin 4 5t S �....� Hialeah, FL 33010 Web I-Brace Phone (305) 667-6797 / tFlerirf^ p E• 031509) Nailsz I MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE F—I R' MiTek USA,Inc. Page 1 of 1 =11:1MAXIMUM TRUSS WEB FORCE(lbS.)(See note 7) �oo BRACE LBAY SIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA, Inc. A B C D A B C D C D 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 I 943 1414 I 1886 1886 2829 'Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-ad (0.131"X2.5")FOR 1 x4 BRACES,2-10d(0.131"x 3")FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131"x3")FOR 2x8 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131 NY)NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.131")3")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT — C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS11 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSSPLATEINSTITUTE. www.sbdndustryxom and www.tpinst.org LD 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE 0000 • • 0000 0000.• j • • • • - /j \ 0000•• of •• 0000•0 CONTINUOUS LATERAL ••. •• • • • RESTRAINT •••••• 0000 • • • • / / '\ `\ 0000 •• •• 0000• _ NAILS (SEE • � (SEEEE NOTE 4) ••�••i 0000•• ••••�-^�--- 00 00 • •0000 i •0000• • 00 /% JJ • • • • • • • 0000•• 000000 MARIA 201"� j / • • TRUSS WEB J ` + PF MEMBERS OSE � Iw Structural i onsultin to This information is provided as a recommendation to assist in the Z-4. 5th rSt requirement for permanent bracing of the individual truss web l liBl@all, FL 33010 members.Additional bracing may still be required for the stability 5 667-6797 of the overall roof system.The method shown here is just one phone ( method that can be used to provide stability against web buckling. !FI'?rui -p,F, 031509) 7'-0" CORNET SET CORNER JACK COMMON JACK TYP.—� 3'0"_i\ o, 4 II- -ll- -IH �I� •Iv END JACK—"'�- PARTIAL ROOF LAYOUT TOP CHORD CONNECTION Nail design loads: CONER JACKS-USP(2)MP3 Nail T-0"JACKS-USP(2) MP3 (ACCORDING TO NATIONAL DESIGN SPEC.) S-0"JACKS-(2)8d NAILS FOR GROUP II SPECIES(S.P.) T-0"JACKS-(2)8d NAILS 8d COMMON NAILS=78 lbs (SHEAR) 1'-0"JACKS-(2)8d NAILS 10d COMMON NAILS=94 lbs (SHEAR) } USP HANGERS DESIGN LOADS { (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICEIPRODUCT ,CONTROL DEVISION) I 12 2 IRT3 HURRICANE CLIP-366 lbs (UPLIFT 100%)W/(8)8d x 1-1/2"N.O.A.No. 07-0306.10 MIN. P=1.4 ICLPBF BUTTERFLY HANGER=367 lbs(UPLIFT 100% &DNWP.D w/(15)6d N_O.A No. MAX. P=6.5 F 1008-0208-.07 SKH26 L/P=870 lbs UPLIFT/900 lbs REACTION(UPLIFT 100% DNW.;R W/(12)16d N.O.A_ No.07-0214.20 HJC26= 1975 lbs UPLIFT/2020 lbs REACTION (UPLIFT 190% DNWRD)•W/(28)16tNd.:•-No � 3 107-0214.20 • .• • • • • j MAXIMUN ALLOWABLE LOADS: 3'0" BOTTOM CHORD CONNECTION .••:• • • • CONER JACKS-SKH26 UR OR HJC26 1ACK SIZE •••••• i MAX I 7'-0"JACKS-USP(2) MP3 T.C. NOTE2 CORNER JACK T-0" •••*540" • "0"• •' • 5-0"JACKS-(2)8d NAILS I UPLIFT(100%) 365 lbs 365 Ibs AILS NAILS NAMLS • T-D"JACKS-(2)8d NAILS ROOF(125%) 365 lbs 365 lbs•• .MA Id AILS %r�41% NAILS' 1'-0"JACKS-(2)8d NAILS •. .. . ••••.• • I T.C. NOTE2 CORNER JACK T-0" ••••5'+0" 3''0" 1'-0"• UPLIFT(100°/x) 670 lbs U/1975 lbs R 367 lbs; N ILS . NA63 iNr�i�E•• COrviMON JACK ROOF(125%) 900 lbs U/2020 lbs R 1170 lbs NAILS ••MAILA MAILS • NOTE: •• • ••• • • THIS DESIGN HAS BEEN CHECKED FOR 175 MPH ••• WINF LOAD.WALL HGT.30'MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lbs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: 2017, P R r 1111 111111 MINIMUM GRADE OF LUMBER; LOADING It �� (PDF) T-0" 2x4 No.2 SP TOP 30.0 FLORIDA * " 9 BUILDING = * = 3'-0" 2x4 No.2 SP BOTTOM 10.0 CODE j 2014 I r STATE OF :441 WEB 2x4 Na.3 SP SPACING 24"O.C. . 0 R i��iS�ONALtE;�4t+ rnn� TRUSS CONNECTORS GC/JMM 7-30-15 4WP Hangers THD H Face Mount Hangers RON', us P 'STRUCTURAL.COaiHECTORS THD—Medium capacity hanger for LVL,LSL,and PSL beams fk THDH—Heavy capacity hanger for LVL,LSL,.and PSL beams. .., .... Materials: See EWP Face Mount Hangers charts,pages 1475148. finish: G90 galvanizing Options: Rough/Full sizes available for THD series.THD hangers with widths greater than 3' can have one flange inverted with no load reduction.Specify left(L)or(R)flange. - ` See Specialty Options chart. >; Codes: See page 11 for Code Reference Chart Typical THDH Typical THD Installation: installation installation •Use all specified fasteners.See Product Notes,page 17. •THD—Drive bend line nails into header at 45"to achieve a•rrz •; listed loads. _ •THDH—Drive joist nails into header at 30"to 4511 to achieve listed loads. H n { 45-naWng R21S£d issr€gPe a - { 5 allII;Y3 u0`is I Some model designs � D Tay vary from l III tion shown THOH26-2 THD single l 1 Drive joist nails Into, Drive bend tine rats ra into header at 451 to �r header at 30°to 45`to achieve listed loads achieve listed loads w Typical THDH double Typical THD bend line •••• TyD double or IrgQw.• ...... shear installation nail installation • Specialty Options Chart ...... .. .. ...... —refer to Specialty Options pages 228-229 for additional details. ..•... •..• • • . fig• Option USP Series Skewed'-"' Sloped Seat' 4nwod Flange,•• •••.A . L,• THD tai WAta mlWe in widths • •••• Range 1`to 45 1"to 4T See Sloped Seat and Skewed less t6an.3Aidths grater••• ... .. can 4,v?,ww yange inverted. THDH • • . A • •••iR•• .100%of table fear:•• •• • � • 61% flab •.. .• a- THD 85%of table load 65%of table load 65%of table lead •i �load w�a�• • • 2 • LU Allowable nailing into the support a Loads members end grain THDH 85%of table toad. 52%of table load 52%of table load. NIA 50%of table uplift load. 50%of table uplift load. Add SK,angle required, Add itf,one flange TMD right(R)or left 11,1,and Add SL,slope required, right(R)and left(L), Ordering soars cut/S4 bevel cut and up(U)or drnvn{p), See Sloped Seat and Skewedq )or ( 17 to product number. Ex.THDH410,WSK45R,_BVSL30D Ex.THO410__1IFR THDH to product number. Ex:THDH41® SL30D NfA Ex.THDH410_5K45R 8V 1)Skewed hangers with skews greater than 151 may have all joist nailing on outside flange All skewed THDH hangers have nails on one side o1y. 2)Stoped or sloped/skewed hangers with slopes greater than 15°may have additional joist nails. 3)THDH models-Skewed hangers typically require a bevel cut.A square cut option may be available as a custom. 4)THO models-For skewed hangers„the required cut type(square or bevel)of joist member may vary based on skew angle and width of hanger.Some square cut hangers will require custom pricing due to welded back plate. New products or updated product information are designated in blue font, 144 Dimensions(Inj Fastener SchWuW DF/SP S-P-F Header Truss2 Allowable Loads(Lbs.) Allowable Loads(lbs.) Joist/ USP Floor Roof uplift' Floor Roof UplIW Truss Size Stock No. Ref.No. W H 0 T Qty Type 100% 115% J25% 160%. 100% 115% 125% 160% 2 x 6-8 THDH26 HGUS26 1-5/8 5-7/16 5 20 16d 8 16d ,'4375- .;4895 "5245 ;2340 3710 4150 4430 1810 2x8-10 THDH28 HGUS28 1-5/8 7-3/16 5 36 16d 12 16d 17595) :V25 8025 4370 6240 6460 6460 2620 2 x 10-12 THDH210 ---- 1-5/8 9-3/16 5 46 16d 16 1fid ;9310 .,9855 98554,55400 5400 8110 8730 9150 4225 2-11/16 x 9 114-14 THOH27925 ---- 2-314,' 9 1t8 4 1,46 16d -12 16d 9010' ;;9010 9010 4370r 7215 ":7215 7215 2620 2-11!16 x 11-114-16 THOH27112 ---- 2-V4, . 10-7/8 4 ''5616d,- 14 16d 9845 ''9845 9845; ....4370, :7905 7905 7905 3055 2-..11/16 x 14-16 THOH2714 ---- 2-3/4 ,'12-1144 .66 16d 16 16d 11185 11770 :12165 X5400, 8385 8880 9210' 3365 3-1/4 x 9-1/2 THDH3210 HGUS3.25/10 3-3/16 9-3/8 4 46 16d 12 16d 9010 9010 9010 ' 4370*'1 7195 7195 7195 2620 3-1/4 x 10-5/8 THDH3212 HGUS3.25/12 3-3/16 10-5/8 4 56 16d 14 16d 9845 9845 ;;9845 5225 7880 7880 7880 3055 {2 2 x 6-8 THOH26-2 HGUS26-2 3-7/16 '5-341M, k�,4 20P 16d 8.m W,16d 4375 4895 '5245 '2340' '3785 :`4235 4415 1715 2 2 x 8".10 THDH28-2 HGUS2872 3-7/16 7-1/8 ,4' x:36 >..-16d 10 -16d 7360 8025, 08025 3330 6400E ;'6400 64002180 _,(?1,2 x 10="11 2' THOH210-2 HGLIS210=2 3-7/16 9-1/8 '4 46 16d 12 16d 9010 9010 :,-9010 4370 7205= 7205 7205 2620 4x6-8 THDH46 HGUS46 3-9/16 5-3/8 4 20 16d 8 16d 4375 48951 5245 2340 3710 4150 4400 1680 4x8-10 THOH48 HGUS48 3-9/16 7-1/8 4 36 t6d 10 16d 7360 7$35 ;,7835 3330 6235 6235 6235 '-2180 A x 10-12 THDH410 HGUS410 3-9116 9-1/$ 4 46 16d 12 16d 9010 901 0 9010 4370 7190 7190 7190 2620 4 x 12-14 THDH412 HGUS412 3-9/16 —10-1/2 4 56 16d 14 16d 9845 9845 9845 5225 —7-8-7-51 7875 7875 3055 4x 14-16 THDH414 HGUS414 3-9/16 13-1/16 4 661 16d 16 1 16d 12510 '12510 12510 6015 9705 9705 9705 3365 (3)2x6-8 THDH26-3 HGUS26-3 5-1/8, 5-7/16 : 4 201 16d 8 16d s 4375 4895 5245 2340,. 3710 ;4150= ,'4390 1680 3)2 x 8-10 THDH28-3 HGUS28-3' 5-1/8 ' 7-3/16 °4 36 16d 12 16d -7595 7835 7835 4370 6035 :6035 :6035 2525 (3 2 x 10-12 THDH210-3 HGUS210-3 5-1/8': :.9-3/161 4 46 16d16 16d 9785 9855 9855: 5400 '.9855 ;9855& '9855 4225 3 2 x 12-14 THDH212-3 HGUS212-3 5-1/8 11-3t16 4 56 .16d 20 16d 10365 10365j10365 `5400 10365 10365 10365r3365 (3 2 x 14-16 THDH214-3 E HGUS214-3 5-1/8 13=3116' 4 6fi; 16d 22 16d 12510 12510 125tQ '6015 9715 9715 ;9715 6 x 10- 12 THDH610 HGUS5.50/10� 5-112 9 4 46 16d 16 16d 8990 8990 8990 5400 8295 8300 8300 602-14 THDH612 HGUS5.50/12 HGUS5.25/12, 5-1/2 11 4 56 16dF20 16d 10365?10365=103651 5400 10365 10365 10365 5280 6x14-16 THDH614 HGUS5.50/14 5-1/2 13 41 66 16d 22 16d 12510 12510 12510 6015 9685 9685 9685 4625 (4)2 x 6-8 THDH26-4 HGUS26-4 6-9/16 5-7/16 '• *,j 20 16d 8 1 16d 4375 4895 5245 '2340 3710 4150 4380 ]rloiida Building Code Online Page 1 of 4 P� ocis Home -s lA (. user Rcvlstradon Hot Topics Submit Surcharge Stats IS Facts Publicsoo,s FBC Staff &Cis Site Flap !. ks scaitt, Busihes` Professi8AV'-l Product Approval USQR:ptits dr4a[!' Regulation prr l;xt,{igaMjual"g,>°roCi.^=or Pnn€i<ill +S•arth r r r+>€nn a APatlWfon Dtsatl �-.. FL s FL17232^RI �- -.:...... App%atlon Type Revision Code Version 2014 Application Status Approved •Approved by OW.Approvals by 0®PR shalt be reviewed and ratuned by 06 PQC andlor the Commission if necessary, Comments ArCNVed Q Product Manufacturer USP Structura Connectors,a M-;Tek Company Address/Phone/Email 14305 Soutteross Cr ve Suite 2010 Burnsv€Ile,MN 55306 (952}898.6&02 Icoftinsomii,com Authonied Signature )im Collins P.E. fcoeins0mN.com Technical Represtntapve Sim Coluns,P,E..: AddressiphonetEmad 143a5 South Cross Drive Suite 200 Burnsville,MN 55306 (952)898-8502 )Collinsamii.com Quality Assurance Representative Todd Asche AddrtSSlphonelEmail 14305 Southeross drive Suite 200 Bumsviile,MN SS306 •••• t952)$=368602 • • tasche rnl)-com • • •••• •••••• Category Structural Components •••••• •• •• •••••• • Subcategory Wood Connectors •••••• • • • •••••• • • • • • C.€ pilance Method Evaluation Report from of Praauct EvatOatiasn Entity 0000 •• •• ••••• •••••• • • ••••• Evaluation Entity ICC Evaluation Service,LLC ••• • •••••• •• • •••••• Quality Assurance Entity ICC Evaluation 54raiC1 • •••••• • • Quality Assurance Contract Expiration Cate 22/31}2020 • • • • Validated By Terrence E.Wolfe P,E • • • • •••••• zt Validation Clhecktist-Hardcopy Received • • • • • Certificate of IndependenceE�7 1 233, •• 3JSLS'�tfcatrt�n tsLLndt0��r0tnsr fpr Ev} =a=ari,odi Aefettnced Standard and Year(of Standard) StandfilidY••e AFApA N.D.S. 2012 ASTM 07147 2011 Egtsvatence of product Standards Certified By Sections from the Code http://% ww.floridabuilding.org/pr/pr_ app ,dtl,aspx?param=wGEVXQwtDgvOQpGQvtVm... 6/17/2015 Florida Building Code Online Page 2 off Product Approval Method lawthad I option C Date Submitted 04106/20IS Date Validated 04107/20I5 Date Pending FBC Approval Date Approved !Summary of Products Go to P"e ri- a 0 a FLY Model Numoar or Name Description 17232.1 CLPBF otterlity nao2e, Limits or Use Installation Instructions Approved for use In HVHZ;NO B.723 R It ESR. 445 Irate Mountl pd? Approved(or use outside HVHZI Yet Verified BY:ICC Evaluation Service,I I Impact Resistant,WA Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: ELIZ232 9.1 AE ESP- 44 F 172321 726.HD24-1,HD34,H044 Face Mount Manger Linsits of Use Installation Instructions Approved for use In HVHZ.No FL17232 III It ESR-3445(Face Mount).odl Approved for use outside HVHZ.Yes Verified By:M Evaluation Service,LLC Impact Resistant:N/A Create*by Independent Third Party: Design Pressure.N/A Evaluation Reports Otharl EL1.7.23.2 fli Al ES44 ........... 17232'3 1,028,M0210,HD212,H0214,H0216, face i;;7t Manger 026-2,M028-2,H020.2,M0212.2, 0214-2,H0216.2,1,1026-3,H025.3, -020.3,M0212.3,M0214-3,M0216-3, 1,1026-41,H0210-4."036,HOW HD310, H0312,H0314,H0316,H038.2,HD310-2, M0312-2,H046,HD411 Limits of Use installation Instructions Approved for use In HVHZ-.Yes FL12zJ2 40untl.odf Approved for use outside HVHZ:Yes Ventied By JCC Evaluation Service,LLC Impact Resistant;N/A Coultas by lnclenendert Third Party: Design Pressure:WA Evaluation Reports 17232.4 H0410,H0412,H0414,H0416,MD418, Face moum Hanger HD66,HD68,H0610,HD612,H0614, HD616,H086,h0815,H0810,"D812, 1,10914,1,10816,H01770,H027925. H00112,HD1714,H027925,H027112, M02714,HD32105,H03212,HD51 12, HD51135 Limits of Use Instaltation Instructions Approved for use In HVHZ:Yes Approved for use outside HVHZ:Yes Verlfied By:IAPM0 Lmtforrn Evaluation Services LLC. IMPACt Resistant--N/A Created by Independent Third Party: Design Pressure.NIA Evaluation Reports 0000 Other: 17232.5 00 a*:* H"S"O,HOS212.HD5214,H05216, Face Mount Hanger 0 0 : ..62117,H01117,HD7100,H07120, 0 0 HD7140,M07160,HD7180,MD77117, . . : • 163117,H09SI17 000000 00 *a 0 0 0 0 Limits of Use Installation Instructions 00 - • - a Approved for use In HVKZ.-Yes FL17232 41 11 ESR-344S lFace Mount,-ifs 0 0 0 0 0 0 0 a• Approved for use outside HVHZ:Yes Verified By:IAPMO Uniform Evaluation Saftleels I.I.C. 00 a Impact Resistant:N/A created by Independent Third Party; 0 0 . . : Design Proosurw N/A Evaluation Reports 00 so so@** Qlhor: 12 lit AF FSR-1445 02316 LHUS24-2,MU544,MUSZ4,3 slant Nall Joist Harger Limits of Use Installation Instructions 4000*0 ns0*0*:o Approved for use In HVHZ.No 171-17232 R1 11 ESR-3444(Face Mor 9twAr 0 0 Approved for use outside HVHZ:Yes Verified By:[CC Evaluation Service,U;- 0 Impact Resistant'.N/A Created by Independent Third Party: a • 0 Design Pressure:N/A Evaluation Reports Other: IUML I AF f HUS26'HUS29'HUS210,"USI75' Sunt Nall joist Hwwf 0 0 0 0 a • PiUS177,HUSI79,HUS26-2,HUS28-2, 00 0 4'so 0 a • HUS210.2,NUS212.2,HU=4.2,HUS46, 7- HUS48,HVS4t0,HUS412,HUS414, HUS26-3,HUS20-3,HUS21,10-3,HUS2 L2-3, HUS234.3 Limits of Use Installation Instructions Approved for use In HVHZ-.Yes EL122,U-21 11 F5 -3445(Fac,Mnulill,29 Approved for use outside HVHZ:Yes Vedfled By:ICC Evaluation ServIce,LLC Impact Resistant;NiA Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other'. A45(Fli:,-- f 17232.6 JL24,1126 Standard Joist Hangers Limits of Use Installation Instrutctlems Approved r use in HVHZ:No ELL72J2_JL 11 ESR-3445 Mace MogatLDSLf Approved for use outside HVHZ-Yes Verified by ICC Evaluation Service,LLC Impact Resistant*NIA Created by Independent Third Party* Design Pressure.N/A Evaluation Reports Other: 7 R A R. 4 F 17232.9 01.28,JL210 Standard Joist Hangen http://www,floridabuildiiig.org/pr/pr app ,dti,aspx?paraiii=wGEVXQwtDqvOQpGQvtVm. 6/17/2015 Fk)hda ]0uildbng Code Online Page 3of4 ` . Limits of use tiallatiz Instructlim Approved for use In HVHZ.Yes 7Z22 tSR-�44 a![FaCt Mount).001 Approved for asa,outside HVHZ:Yes VenGavBy:ICC Evaluation Service,LLC IMPM Resistant.-N/A Created by lrideptncicrt Third Party: Design Pressure:N/A evaluation Reports Limits of Use Installation Instructlims Approved for use In HVHZ:No 17117712 P". 11 FSR�3445 rfme Mriunt),ocif Approved for use outside"VHZ.Yes verified By:ICC Evaluation Sarvire,LLC Impact Resistant:N/A Created by lndepende,.t Third Paly; Design Pressure:NIA evaluation Reports Other 6=1 R Limits of use Installation Instructions Approved for use outside HVHZ.Yes Verified by�ICC Evaluaticri Service,LLC Impact ResistanU N!A created by Independent Thinj Party: Design Pressure:NIA Evaluation Reports Other: LL17232 R! AE E5R.3jjjjLlgrMW14,)&f Limits of Use Installation Instructions Approved for use In HVHZ:Yes F117232 R 1 It ESR-J"S(E=t1glunti,ga Approved for use outside MWHZ:Yes Verified By;ICC Evaluation Smite,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Approved for use outside HvHz:Yes Venfied By [CC Evaluation SmIce,LLC Impact Maxistanti N/A Created by Independent Third Fany� Design Pressure.N/A Evaluation Reports Approved for us*In HVHZ;No ELU232 21 11 Ils"'14412ill Approved far use outside HVHZ;Yet Vtdfied By ICC Evaluation Service,LLC Impact Resistant.4/A Created by Intleoendent Third Party: Design Pressure.N/A evaluation Reports Limits or iiii— Installation Instructions Approved for use In HVHZ;Yes FL17231-Al. 11 E5A-3445(Face Approved for use outside HVHZ:Yes Verified By, ICC EialvaMn Service,LLC 0000 Impact Resistant:N!A Created by Indeoerident third Party: Design Pressure:N/A evaluation Reports 17232.16 1,SUH414, joist mange, Limits of Use Installation Instructions ° ° ° °°Impact Assistant:N,1A Created by Inclepencrent Third Party: 0 0 0 0 0 0 0 0 °°° °°Design Pressure-N/A Evaluation Reports 4' 0 000000 °°° Other: 1 °==° 17232,0 'MD26 THO26max,THOU,THDISms., Face Mount Hanger ° ° ° °°°°°° ° ° - Florida Building Code Online Page 4nJ4 � . Limits of Use installation instructions Approved for use In HVHZ�Yes Approved for use outside HVHZ:Yes Veried By:ICC 1!valuation Se"Ite,UX Impact Resistant.WA Crealcd by Independent Thld Party; Design Pressure;NfA Evalustion Reports Other: N12M,t),ggf Limits of Use Installation 1. Design Pressure:N/A 1�11.lua n Reports Go to Page The State*Fla"damin^*F.Eo=plove, ACCu1111uhty State mfaimd SuIEmgn' Florida law. 114 to th's enbty jhgeo,contact the Qonca hy vb-by nsdtloh�h malL It yo�have any Qtlons,Please Whua 950,437 1195,'Punuant to SeCtion 45S 275 (I�,Floma Statutes,tiffiteuvat October 1,2012.kenseli lklmUd vhtle aaotol�SS.F4 M.A blo.Wg 0a Department wIn A."has address it they"ye one.The emanis inre,valed may be used for*fr.Jr torn—hi-tion with the liters",Howevet ema I addresses are pubk m,d if Vou do net wish to suoply a Personal address, Please p'th'Me the Departmen't.1VA an emMI Wrest which Can be made"Adable to the P.Wht.Te ChMerns"4 yft are a k.nlft nde,Chapter 455,F,S_Please ClKk t= aim ^~°° ° ° °°°°°" ° °~°° ° ° ° as °^ ° � ~ is ° ° °°°°0° °°°°°° ° ° ° ° ° ° " " °.°°°. ^ °°° ° ° ° ^ ° °° fFlorida Building Code Online page 2 of 2 Product Approval Method Method 1 Option C Date Submitted 04/06/2015 Date validated 04107/2015 Date Pending FBC Approval Date Approved 04111120I5 Summary of Products Go to Page 12 p, ..2 f 7 FL X Model Number or Name Doscrl tin 17232.21 THFI592S,THFISl I2,THFIS141 Fa.,e Mount Hanger THF16925,THF16I12,THF 15140. THF1792S,THF171L2,THF17140, THF20925,THF20I 12,THF20€40, THF17157,THF20157,THF23925, F23100,THF23118,TH11i THF23160,THF25925,THF25112, THF2S120,THF251W THF2S140, THF25160,THF2592S Limits of Use Installation Instructions Approved for use In HVHZ:No EL17232Al it ESR-3445 1Fare MpUnjj odf Approved for use outside HVHZ:Yea verified By, ICG Evaluation Service,LSC Impact Resistants NdA Created by Independent Thwel Party: Design Pressure:N/A Evatuatlon Reports Other: r A` AE,EIR• 1723222 THFIS925.2,7HFIS112-4,THF15t40-2, Face Mo�.vt Hanger Fi6925.2,THi. THF16140-2,T'HF17157.2,THF2p925^2, F20112.2,7HF20140-2,THF2318C, HF23925.2,THF23107-2,THF23112.2, THF23110.2,THF23141-2,THF23160.2, THF25425-2,THF2S112.2,THF25140.2, I THF25160.2 Limits of Use Installation instructions Approved for use in HVH2;:Yes FL1?232.RI It ESA-344�JFa10 Mourtl,nd€ Approved for use outside HVH2:Yes veer€tee$y.ICC Evaluation Strut,LLC Impact Resistant:NIA Created by independent Third Party. Design pressure:NIR Evaluation Reports Other. I a 44 17232.23 rHF26112,THF26140,THF26160.: face Mount Hanger [THF3S925,THF351€2,THF35140, THIii Limits of Usa Installation Instructions Approved for use In HVHZ.No Ea 1__ 7232 BI 11 -SR-7445 aFe .ata knrt. t± Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:NIA Created by independent Third Party: Design Pressurat N/A Evaluation Reports Other %2-J-2 M n 17232.24 THF€1795,THF117118,THr'11714, fact Mount Mai 0.00 1HF11716.THF12095,THF123LI8, • W12014,THF12016;THF1239S, • • 6.40 •••••• F1231184 2#12314,THP12316, 0 a 0 • F125925,THP€2595,THF12Si€8, •a a • • • 92514,THF112516;THFI3595, • • • F135118,THF13514,THF13516 000606 ••• of •.•a•• Limits of Use Instaillotion Instructions ••s••• a • • Approved for use In HVHZs No E117232 R1 It ESA-3x45 fFac9 Motrnl?pdr •••••• Approved for use outside Hi Yes Verified By:ICC Evauatian Ser+ke,LLC••a• • • • • Impact Resistant:We Created by Independent Third Party: • Design pressure.NIA Evaluation Reports s.•• •• •• 00400 Other: 7 A a p. sa P t • • 0000• �Go to Page 12- ••• Pape 2ay2 • ••e••• 0000•• • • • • • • 0000•• 0000•• • • • 0000•• Contact us F9a6 kartn r+anraa 5it!rr.2allahassr.F:32399 Pbnne:asg� 3.t8:a •• The State or Florida is an iii entpioYer.Conyright 2 'P. f K ry ply - ACKSSitsi#ra Staternen[ tlsfYnd SSaienteM Under Fionda law,e:matl addresser JM bubik rewnh.)(you do not want your C-80adorer%reltmed'n eerponse to a Qubnc records re4uett,da not rend t9 ctr ie 'i4a to this entity tmtcad, mact the office by phone m by ii,in iaoaa mall.€f you have any CuettiOri,pleaie Contact 950.487.1395.•Pursuant to Section 455.275 (1),Fiamda Statules,emtuve October 1,2012,licensees licensed under Chapter 4SS,F.S.Mort prav4e the Oeciartment with an tri 844ms it they have one The ama+u Provided may he used for of{ia~e9 tanamurvptian win:he uteri How-ii,emai:adiver-,%arc Pualsc rrtortl.If you do not wash to supply a Personal address, pleas ProvgCir the Oepertn ert with an en i ad4reir which tan be rade avarlabte to the pubiig..$®4eYq!m+lne If ypU are a/icraite pndtt ChaQler 4§5,F.S..Pisafe dick t=. Product Approval Accepts[ Elael wcuritilim'--- http:,t/w,,vw.floridabuilding.org/pr/r)r app dtl.aspx".•param wGEVXQwtDgvOQpGQvtVm.,, 5/17/2015 � Hangers 00-01 U S P S Slant Nail Face Mount Joist Naggers S°d UCTURAL CON14EC=TO S Wait The HUS,JUS&MUS hanger series alters double shear nailing.USP's dimple allows for 30°to 450 nailing through the joist into the header resulting In higher loads and less nailing Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS-18 gauge;MUS-18 gauge;HUS-14 or 16 gauge ` Finish: O90 galvanizing .. Options! See Chart for Corrosion Finish Options See HUS Specialty . Opf ons Chart. Typical HUS46 Typical J 1526 Codes: Seepage 11 for Code Reference Chart Installation installation A Installation: Use al specified fasteners.See Product Notes,page 17. .Joist nails must be driven at a 3011 to 4511 angle through the joist or truss Into the header to achieve listed loads Standard length u oubie shear"nails must be used to achieve fisted load values. *JUS 8 MUS-16d sinkers(0.148`x 3-1/4')may be used where 10d p commons are specified with no load reduction, otrnck avows w =WOO . o e HUS28-2 JU 2f A f g AVAILA LE IN #A H Double shear nail design ` Uses standard features fewer nails and length nails .. a faster installation MUL. . . 0000 0000.. HUS Specialty Options Chart .• • Refer to Specialty Options pages 228-229 for additional details ••• •• 00 •• •••••• 0000.. option • �.....,,e.,,,.._ 0000 c,. tnyy tOd liar •••••00 • • i • seesRange •• •• ••.. Not available i • vvldthsiesslim 2.1/4' ...•.i i...i. •..•i - .• •• • •.s...'. 100%of table bad AL, ••...• • •« Allowable 65%of table load when • • • Loads naillnfl into the support S • • •**see •••. me rs end grain • ••• • •0006 ordefing to product number •6 Ex.F1U10lF Typical HUS4 01 Inverted fledge Installation: 107 Hangers Face Mount Hanger Charts W-44 00- U S P STRUCTURALCONNEC7bn5 tv111,ak' Dimensions n) erSehadulaxx OF/SP Header Joist Allowable loads(Lbs.)' T_-VC USP Steal Floor Roos uplift,Joist Size Stuck No. Rot,No. Gnu e W H D A Naii Nail 100% 115% 125% 160% ; 4 JL24 LU24 20 1.966 3 1-1t2 4 ' lod 2 10d x 1-1/2 470 640: 580 320.. 51 <�1 � r f 4 16d 2 tOd x 1-1/2 5811 'Be 895 32D R5,F2 JL241F-TZ 18 1.9116 3-1/8 1-112 4 10d HOG 2 10dx1-1/2 HOG 465 535 580 280 31,R1, _. w 2 x d 4 16d HUG 2 1 Od x 1-112 HOG 550 615 _ 615 `s 280 F32 JUS2d LUS24 1fl 1-9/16 3-118 1.3fA 1 4 10d 2 lod 675 es 775 835 510 SUH24 U24 16 1-9/16 3-114 2 1.3/16 4 10d 2 10d x 1-112 500 560 605 380 5, 4 16d 2 10d x1-1/2 590 665 720 380 R5 HD26 HU26 14 ;1.9/16 3.112 2 1 118 4 i6d 2 IDd xl-112 565 650' 705 290 F2 C lod 4 10d x i=112 710 805 870 650 JL26 !1126 1-W16 16 4eX'4 1-1r, 1,5111s c i6d� 4 10dx 1-1R X840 960; 1445 650 JL26F-TZ LUCK 18 1-9/16 4-112 � 1-? 2 ,m e. � 10d HOG 4 1 O x 1-1/2 HUG 695 800 870 730 31,R1, F I HOG 4 tOd x 1 112 HOG 630 950' 1035 730 F32 �2'6 lUS26 16 1-916 4 13/16 i 1 314 t a 1 4 t Ud 870 t4lttl 1080 1115 5,R5,F2 115 . 2 x 6 MtL52 PJU32E 1 1 9f16 5 1/16 2 1 6 B 10d 1285 1475 1605 865 31,R1,F32 6 Od 4 10d x 1 1/2 750 840 910 755 SUH26 Lt26 16 1 910 5 1'6 2 _a _ ,. _ 6 � 4 1tld x i-1/2 880 .1000 1080 755 H166 M1526 3F 1-518 5-7116 3 2 14 3c9 6 16d 2780 3110 3345 1925 5, .. _. H026 W26 14 1-9116 3-112 2 € 1-1/8 '4 16d 2 ' 10d x 1-112 565 650' 705 290 R5, _. _._ H028 HU28 14 1-9/16 �<5-114 2 1-1/8 8 16d 4 tOd x 1.112 1130 1295 1410 730 F2 JL26LU26 2O 1.9116 4-314 1.112 15/16 6 10d 4 10d x 1-112 710 8o 870 650 6 i6d 4 10d x 1-1/2 840 960 1045 65_0 . JL26IF-TZ LUC26Z 18 1.9116 4-112 1-1/2 ---- L 6 1 Od HOG 4 1 Od x 1-1/2 HOG 695 800 670 730,,.. 31,R1, l 6 , 16d HOG 4 1 Od x 1-112 HOG 830 1 950 1035 730 F32 1 1O , 1011 6 10d x 1.1/2 1180 1295 1295 855 JL28 LU28 20 1-9/16 6-318 1-1/2 15/16 1 51 R5.F2 i 10 16d 6 1Od x 1-112 1400 1500 1740 855 11 JL281F-TZ 18 1.9116 6-1/8 1-112 8 Do HOG 4 1Odx1-1/2 HOG 930 1065 1160 730 31,Rt. 8 16d HUG 4 1Odx1-1/2 HOG 1105 1215 1215 '730 F32 JUS26 LUS26 18 1-9/16 4-13116 1.314 1 4 10d 4 tib 870 1000 10� 1115 5, S.F2 2 x 8 JUS28 LUS28 18 1-9116 6.5/8 1-314 1 6 10tl d 10d 1110 1270 1375 1116 MUS26 NUS26 18 1-9116 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 _�31,R1, MUS28 WS28 18 1-9116 7-1116 2 1 8 10d 8 10d 1710 •1970 2140 1230 F32 SUH26 U26 16 1-9/16 5-118 2 1-3116 6 10d 4 1Od x 1-i/2 7314 840 910 755 6 16d 4 10d x 1-i/2 880 1000' 1060 756 8 10d 6 1Od x i-112 1000 1120 1210 800 5UH28 -• 16 1-9/16 6-518 2 1-3116 8 16d 6 10d x i 112 1176 1336 .1440 800 5, HUS26 HUS26 16 1-518 5-7/16 3 2 14 16d 6 16d 27603140 3345 1925 ' HUS28 HUS28 16 1.5/8 7-3/16 3 2 22 16d 8 16d 4170 4345 ':4345 25?0 HD28 111128 1d 1.9116 5>lt4 2 1.1/8 8 16d 4 10dxi-112 1130 1295 1410 ..730 s HD210 HU21U 14 1.9116 7.3116 2 1-1f8 12 i6d 4 lOd x i-112 1690 1945 ;2115 730 1)Uplift loads have been increased 60%for wind or seismic loads,no lurther Encrease shall be permitted 2)l6d sinkers(0.148 dia.x 3-1/4"long)may be used at 0 84 of the table load where 16d commons are specified.This does not apply t&JUS,HUS,MUS slajttJI1h2rQers. 3)For JUS,HUS,and MUS hangers:Nails must be driven at a 30r to 45°angle through the Wst or truss into the header to achieve the latte loads. ...• •••• 41 NAILS:1 Od x 1-1/21'nails are 0.148"dia x 1-112"long,104 nails are 0.148"dia x 3"long.16d nails are 0162"dia.x 3-1/2"long • • • • / New products or updated product information are designated In blue font. '• .• . : . ;°1 Corrosion Finish ■Stainless Steel 'Gold Coat J4HDG ■Triple Zirsc • 0 • i • ..gip;..A H vQ Continued on next page 109 Florida Building Code Online 'age 1 of 4 w n �^yy"-�" MIS Mom• taq to Ube,Pt9n7aUan Hct Too-CA SQ'W"It SrAl wmgz Wth s/tela iaWWI t'dC sto, 126LI5 Site Wel �iMtx 5�¢re� Ji� b a�I Q�Product Approval Profes%' � 19 usta R € 0in s}�w 1 s www q,gx nrc':,,a€�easfc'r r�y�tatM tact a:kRFtkatlaa Sa4a}f }' FL s IL3T2]3>Rl .moo:.�.:a a;�-,w PRGiIt'itbrt TYPe Nlviton Cade verstan 2014 A090catba stat:as ARMOved •Aaay 0 by t' A,ARRrovals by BePR VmN be reviewed and ratirtd by the PQC and/ar the Camm%ntlon''.1 necessary. Comments Archlyed Product H4rwrattcreP USP Stntcturai Connectors.a KTek CamttanY AddrWIVhwnetEmais 14305 5authrrals Drive .su"200 Earasavllle,NPI 55306 (952)990.8602 f caltni9ma,Cam Autnomed knauoe Jun Cctant P.E. acaa,;ntrnu„am Tectencat PeartteMative Sim caldnsr P.E. AddmsVpmt tifnw 14305 South Crass Drtva Suite 200 barimt2e,MN 55306 0452}eta-8602 JcwUnsorruixam QUafIty Astarante Rc0resentaUve Tadd Ascha Addfvs%J tvsnelEmoil 14305 5authtrol4 Onve Suitt 200 aurr.svl3e,MN 55306 I9S7}!98.8602 talr".V rn..,mm CMr7ary 5trxtural Campdnasttl 5UbKatt�jaS'g X484 I.tMCCtarS comwtance Moho# EyatuaUan Report from a Product Evahmiton Entity •••• Evatudtlan Entity ICC Evaluattan 5cmice,Cie • ••• •••• •••••• • • quality Axsurance Entity ICC Evawevn sem ce •• • •• • • QrwWy Assurance Contract E-PlMtlan irate 0130020 •••••• •• •• •••••• VaWved By Terranea E,Wove P.E •••••• • • • vswavQ.c.tlackd%t.Hardcopy Aecefvnf see* • • • • • • • • • •••• •• •• ••••• CtetAuta dr Indenenonct ••••• •••••• • •• ••• • •••••• • nefl:rtr,ced standard and Trar(or Standar) • • ••••altASTM 07W • • • • • • Etulvasanct Of Pradusl standards • • Ctnstkd By of 5,xZont Cram the Cade http://www.floridabuilding.org/pr/pr,,app,, tl,a ? amm=wGEVXQwtDgvOQ C vt ,.. 6/17/'2015 Florida Building Code Online Page 2 of 4 Product Approvitl Mctrw mto,od I opvon C Cate submitted 04106/2015 Date vbuftttd 0410711015 Date Ptnaing FBC Appmvs epic Aoprovea 9411112015 somwo—ri of Products Go to Page 00 FL 0 aaadci'number or ame Description 17232.t CLPgf uttediv Hangar Umlb as Us* Installation instructions Approved gee use In HVHZz No [117232 A 1 11 FSR. - Fate sAphIelto Mr APPMvvd ter use outside MVHT-Yet Verified 5y: JCC tieImpe'tt ftaalxts"L�N/A Created by Independent Third Party: Design pro"'Jertz tl"A swatuathem,Reports ............................ A 17271.2 MOM HD24-L HOX m044 Limits of Use .50*1U.00%Instructions Approved(of ugs In MVI,iz:No F11.7232 R I ILASL24-S ifere mounil rIg Approved for use outside HVHZ,,Yes Vew"By:ICC IvOwwon Service.UC Created by Mustion FU7212 q 771= Impact Rosittant:NJA tMOtleendtnt Third Party: Design ft*AXUW WA Reports Other. 1,AL Call-244:jjjgLU"Q= 17232.3 HD29'HDII0,m0212,riD214 H0236, Face Mount rwger M026.L K02A.2,H021a.2.HOW.2, H0214-2.H0216.2,mD26.3, 0028-4.H0210-4,H036,Hi iiii,"0310, HoUl."03141 HoM,HD33.2, HD312-2,H046.H046 UmRs of Use Instruellons A pipla"d for U2%In HVML:Yes fi 17732 A 1 IS Esu.usc iffisit Approved few use outside HVHr-Yes VOOVIC By:ICC Rvaivakwo Service 1-LC M lmpvct Mosistanti NIA Created py Independent 7?. Pmny. oos4m Presse at fitA "Imaqwn Roper" Other 117 1?; a A P- Aj 172114 M0410,M0412,H0414.HD416,m04%8, race mount Nonqsr HOGS,HOGS,HD610,WM2,P10614, HOGIGI HOW Koss."Dole,H0812' M0814,HOatfi,11171 770,11017925. !71 12,H01714,"027925,H027112, "02714.H032105,0101212.MOSI 12, NN 1 Ill UMI Wei was 3nalmllotion Instructions Approved for usa in HvH2:t Yes p--i-72 az.P.LLLJJE,t4a5 eEac►Mnuntf ens Approved tot use outside HVMXe Viis Vended By:JAPMO U,11,uln evaluation Services LLC Impact agrolstan'tr NIA CmAtel lay lmdertndent Th"Pony D*0114 pteffurs'.NIA 1"Wation Reports Other. F L!7?J1jj-!LLLR-244L.9 17232.3 Hmro'mosm,"6521A,"MIC tote"aunt Hanger 062127,md7lll7,"071014,"07120' 40.MD710,H07160,HD771 17, 11M"0951 37 Limits of U44 Installation Instrudisms Aitomvod for use In Hvffzi yet 17117232 Ott 1; E5R-3.145(teen r4nuntt.nett Approved to,was outside HVHZ.In Verified By;WHO Undarm Evaluation Smku uC ImPeCT AsthtgM NjA Created by llvdtoendent Thorel Party, 041ip prossum WA ovolustle"Roports ttteen RI A[jJ5 1441 jFjSg M=fit j,U sCant Nail Iota Han qw Limits of use InstatIsUon Instrw Approved tot use in HVNZ,No ELIZZILL-L= Ni Approved for us*outsidd HVM:Yts Venflitt)11Y.'OCC IvIOU30001 Service,LLCO 0 a 0 0 0 0 Import R`014tant�NIA Created by Independent TWO party. 0 fts"jn 146egweq N1J' evaluation Repasts 000000 • I- Other; 7 7 RI AIR 'R. 44 �F m A r 17222., HUM,HU5191%mlo'"U5175, Stant Hsu Joist Ming I e-,- HUS177.HuSI79.H?JS26-2,HUS311.2, HU5210-2.HUS212.2,MUS214-2,HUS46, HIJ054k HUS4 101 HUS422.HU5414, 00*0* HUS26-31 HUSIA.)."Usl 10-3.HV5212.3, • Urelts of Ute ft'stalistion Instructions Aviteavotl for use In HVHZi Yes ELI= al.1115w13!iLUAM&Zmea qk- Approved for use outside HVHZt Yes Vented fly:ICC Evaluation StrVt1:& UC Impact Resistant.-"/A Created by Independent TNrV Puny.. D%roltin Pressurat M/A evaluation Reporto • • • 0• Other. As F ..4 #723X,8 1LI4,3..2d taadsra Istat Ha r5 . long 3445 UAM Mru U.DALI Donsmic'. UC Impact Raflstant:rVtA Created 4Y t Th rd Pony .3445 jrm � ra x17232.9 1020.11.330 ISCsnaara toast Nae orf http://Nkivw,flofidabuilding.or pr/pr�_app__dti.aspx?param=wGEVXQwtDqvOQpGQvtVm .. 6/17/201S ' Florida Building Code Online Page 3 of ` Ap pro ad for us*In tiVKXz Yes Imps"RasistiantI P41A Created by Independent Third Party: Design Pressure?NIA Evaluation Reports Other.. IlIZ232 FU At ESR,344S(fir.mm'tl df i7232,10 M26-2,MIS X JN269.J114211E.J1112141! power loan hangars tMPACt Resistant;NJA Created by Independent Third party: other; ELIZZ12 01 ALM f 17M 11 )VS24,JUW4ZM44. US24 3 Slant"all Joist Mimi, E Apswoved for use In YIVHZ�No FL17237 FApprMrolts of use Installation Instructions Approved for use In HVH2i Yes fLIZ222 vvgdf9Y use outsids,HWHZ�Wits Verinto By:[cc E.wu'ion Urvzt,LLC us HUM],"GOM HUM,mGUS62 Approved tat use W HVHL yes E117212 Al 11 IMPSCt RaMSUML-WA Created by Independent Third Party; Design pressum N/A evaluation Reparu Approved for usa in HVHZ.No a 9.ad Impact RaWst&nL-N/A Created by Irldtfiend"Third Party. Ufflits of Via D"ItIn Pressure.NIA valuation Reports .1 Instructione Approved fw use outside HIVHL Yes Venl�ed By�ICC Evaluation Service,LLC 0004, IM04141 flae6toafj N/A 0"ealt�ty MMellendent,Third Pany. 0 a oIrivrt M021 03,tHD210-4,TH046,114046, IMPSCI 949ritAnlh NIA Created by Independent Truro Party; a 0 000000 Approved lot Iraq 1.HVHZI yes flum At 11 Approved toy use outside HVMZ:yes ViIMI'md ay,ICC Evaluation Service,LLC D&AIn PrIurfurM NIA evaluation Reports http:/'/www.floridabuiIding.org/pr/pr app dti.aspX?Param=WGEVXnwtDqVOQPGQ'�'tVm.,. 6/17/201-5 ° ° ° ° ° ° ° ° Florida Building Code Online Page 4 of 4 PiDm5212,THDH5114,7HOM610, NOM A.THO"6770,u0m67u, MOH6714,THD"7210,T"DPi7212, Approved for use In ownt Yet Approved for use outside HVHZf vts Verified ay-Ice Era UAIIIbn servjcL,Uc Impact RASIStInti NIA Cre*W by Indapsndent TN d pony. Dibilfm PrOACUre;N/A Eviihiation**Peru Dlhar� ir A �R- 44 p R tt f 17232,20 THDHQZG.2,1HDHQ2c,-),THDHQ76•4, Gwer TM;;—K"t9e, TMDHQ28.2,THOI#Q28-3,THDHQ28,4, thOH0210-2,THDHQUD-3,7HOH(3210-4, omits at uselrnitsWiantuakrxzCtlaflE Atitireved for Use In HVHZi Yet; 7 P Appm"Cl for Uso ovWds HVI*Zj Yto, vvir�cd by 1C,7 Eat.aw�Stimice,LLC Impact RasiltswNloi cmatird by I^depertdent Third PfAy: Design pteyour%;°d!A EVAIUSTIon,Repit"i LMMw F I'JIJ Al Aj jj1- da tt rs f Ce W Pope !the Suit 01 F$Wrk it am WUO Mpiniv a- IS Yes ds Alt—1 Y11r —�J Idg,nl Wguco in fxsx,a.to. It4l.9,do.0*toe t1afUvo,,4 mat%Q,INS cm1tv,Iftuqad.contba Mao M—al M-ow ey irsa.YiaaaE mai,v yft have"welOotic 814 A"t39$ eintib oft'abd M.11 be used IN off-ON L',4 kCrSea,44a-ii,fr tt ,I 64dreoliat we 01 I,It xua 40 M nefah to supoy s pv,—1 Ididfto, OMs[ pmd-t P-"x AzeAtiko, 0*00 a*** a:- 0 00 00 • is a*** so:**: • *a** a** http:,''wwNv.floridabuilding.org/pr,,"pr app d1l.asp0param :wGEVXQwtDqvOQpGQvtVm,.. 6117/2015 . F , Florida Building Code Online Page I of 4 w � F 7 eC1S Home Lng In User Req Lsaratlon Hot Topa Submit Surcharge Stats lk Facts Pubibcauons FeC Stair FIGS SeLe Map Links Search Business;` � Professional t USER; uscc Use, oval Product Anoroval Menu>Pf."err or:nu•'irat—to*—n>aDel-1,Ni LKI>Application Detail .� e ��ea -• FL fl FL817-R3 IlCatlOn A w.w.,�,•- .., pP Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Emali 703 Rogers Drive Montgomery, MN 56069 (952)898-8772 rswanson@mll.com Authorized Signature Rex Swanson rswanson@mll.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southcross Drive Burnsville,MN 55306 (952)898-8651 tgreylous@gibraltarl.com Quality Assurance Representative Chad Becker Address/Phone/Email 703 Rogers Drive Montgomery,MN 56069 (507)364-7333 cbcciler-Cbmll.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Y Y Y Evaluation Entity ICC Evaluation Service,LLC • ' war• •••+•• Quality Assurance Entity PFS Corporation , .0.•. • Quality Assurance Contract Expiration Date 12/31/2015 • • •• • • r• Validated By Terrence E.Wolfe P.E '••;•• •+ •• •••••• Validation Checklist-Hardcopy Receives•• • r • • ••s• • • r • Certificate of Indepentlence F:817 R3 C01 ICC Indtoendence.cert.odf .•••• Referenced Standard and Year(of Standard) Stud •• •+ y r • A.F.AND P.A. NDS • • •2005 • ASTM D1761 • 2000 •••••+ ASTM D7147 •', 005 • •••••• Equivalence of Product Standards Certified By littp://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvaK°/D2bkWel85D%... 6/13/2012 ` Florida Building Code Online Paae 2 oC4 Sections from the Code Product Aoproval Method Methcd 1 Option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 Summery of Products Go to Page 0 m O Page 1/4 Q FL# IModel,Number or Name :Descrlptlon 817.1 JBN264, BN284 (Breakfast Nook Hance, Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3-11 esr1465 edf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Requires supplementary connection for minimum FL817 R3 AE esr1465 o f 700#uplift for use In HVHZ. 817.2 ICMSTC16 COILEO STRAPPING Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II esrl455 odf Approved for use outside HVHZ:Yes Verified By: IGC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL 7 ar 4" f 817.3DSC4L/R, LDSC4L/R DRAG STRUT CONNECTOR Limits of Use Installatlon Instructions Approved for use In HVHZ:Yes FL817 R3 II r1465 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluatlon Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FLE17 R3 AE esr1465. df P817.4 IFH210,FH212. Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No F017 R3 11 esr1465odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Product Deleted FL317 R AE r 46 df g8 17,5 IFH214 Formed Seat Hanger Limits of Use Installatlon Instructions Approved for use in HVHZ: No FL817 R3 II ecr1465odf Approved for use outside HVHZ: No Verified By:ICC Evaluation Service,LLC .66 Impact Resistant:N/A Created by Independent Third Party: • •••• • •••••• Design Pressure: N A • g / Evaluation Reports • • • • • Other:Product Deleted FLH1 r4C5sdf •• • •• • r • 817.6 IFH26 Formed Seat Hanger • Limits of Use Installation Instructions •••••• Approved for use In HVHZ:No FL817 R3 II esr1465 od' •••• • • • • Approved for use outside HVHZ: NoVeri`ied By: ICC Evaluation Servile • •••• 4 ••••• Impact Resistant: N/A Created by Independent Third Party:��• • • Design Pressure: N/A •• •• •EvaluationReports ••'• Other: Product Deleted FL817 R A esr 45 ._d.f •••••• 0 006•• • •••••• 817.7 FH28 Formed Seat Hanger • • LimltsofUse •••••• • ! Installation Instructions • ••••`• Approved for use in HVHZ:No FL817 R3 11 esr146 odf • • ••r••• • • Approved for use outside HVHZ:No Verified BY: ICC evaluation Servic;,LLG•• • •r•••• Impact Resistant:N/A Created by Independent Third Partys• • •'• • • • Design Pressure: N/A Evaluation Reports •� Other:Product Deleted FLP17 P. sr1465 ydf 817.8 FHD210 Formed Seat Hanger ,Limits of Use Installation Instructions littp:/i floridabuilding.org/pr/pr_app_dtl.aspx?paraln=wGEVXQwtDgvaKd/o2bkWe 185D°/o... 6/13/2012 Florida Building Code Online Page 3 of 4 Approved for use In HVHZ:No FL817 R3 it esr1465 odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Product Removed. FL817 R3 At�sr1465.odf 817.9 MD212 !Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No E1817 R3 Ii esr1465 odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Product Removed, EL817 R r146 df 817.10 JFHD214 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 II esr1465 odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. Product Removed. FL-817 R.3 A 4 df 817.11 IFHD26 Formed Seat Hanger Limits of Use Installation Instructions Approved for use in HVHZ: No FL817 R3 11 esr1465 odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A kEvaluation Reports Other:Product Removed. Frl465.gdr 817.12FHO28 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 It e5r1465 odf Approved for use outside HVHZ: No Venfled By: !CC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Product Removed. L 7 RL&LMrJ4 f 817.13 IFTCIFTCIF FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 II rsrl465,ndt Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL 1 R A esr1465. df X817.14 IFTC2,FTC2F FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use In HVHZ:Ycs FL817 R3_11 esr1465 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. FL 17 R AE P 146-. f 817.15 IFTC32 FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II esr1465 nrir ••• Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Servie, LLC• •••• • •••••• Impact Resistant:N/A Created by Independent Third Pay: • • • Design Pressure:N A • • • 9 / Evaluation Reports •• • • • • Other:Subject to loads and Installation Instructions FL8I7 R3 AE esrI465 nnr •i•••• loop-* •••••• outlined in report ESR-2756. Requires supplementary • • connection to provide minimum of 700# uplift for use in •••••• • •••••• HVHZ. 0*00 • • • • °817.16 FTC32 2 FLOOR TRUSS CLIP •••• 00 00 Limits of Use Installation Instructions ••••• Approved for use In HVHZ:No FL817 R3 11 esr1465 odf • •• :•• •• •••••• Approved for use outside HVHZ:No Verified By: ICC Evaluation Service',1L� • Impact Resistant:N/A Created by Independent Third Partly*•••• 4 •• Design Pressure:N/A Evaluation Reports • :004 • •••••• Other: Product Deleted FL817 R3 AE esr1465. df ••• •• • • 817.17 IGTU40 GTU80,GTU 100 Girder Truss Hangers • • • •••••• Limits of Use Installation Instructions • Approved for use In HVHZ:Yes FL817 R3 li esr1465 ddf •• Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports http://floridabuilding.org/pr/pr_app_dtl.aspx'?param=wGEVXQwtDgvaK o2bkWel85D°/:... 6/13/2012 Florida Building Code Online Page 4 of 4 Other. FLS;,7 R3 A' sr ¢L,,�df 817,18 HGA13 °Hurricane Gusset Angle Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 lit esr1465.Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL817 R3 AE a r1465.odif 817.19 jHHCP2 HURRICANE/SEISMIC ANCHOR Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 11 e5r1465,Ddf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL?17 FL?( R3 61E ejUj§5,=F 817.20 1HIC26 HIP-]ACK Hanger Limits of Use installation Instructions Approved for use In HVHZ:Yes Verified By:ICC Evaluation Service,LLC Approved for use outside HVHZ:Yes Created by Independent Third Party: Impact Resistant:N/A Evaluation Reports Design Pressure:N/A Other: Go to Page 0 0 Page 1/4 Q Hack�1 Next J Contact'Js::1940 Korth Monroe Street Tabahe<see FL]7n99 Phare•850.497-1824 rhe State of Florida IS an AA/EEO employer.renrnaM 2007QDt0 State Of Flnnda.::Privacy Stmmmert t:Arr-sihlllty Statement I:Refs rd Statement under Florida law,e-mail addresses arc oubuc retorts.If you do not want your e-mail address released to response to a oubhc-records reauesl,do not send electronic mad to this entity.Instead,contact the office by prone or by tratltional mat,If you have any questions regarding D9PR's ADA web accessibility,please contact our Web Master at w hma<ter®dher aat n.s Product Approval Acceptal x•t.uril.• •• • • • • •••••• •• •• •••••• • •••• • • • • • • • • • •••• •• •• ••••• •••••• • • ••••• • • •Y•••• •• •• • •••••• • • • • • • http://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvaK%2bkWe l 85D%... 6/13/2012 CONNECTORS SERIES __... 3_... It. 11.17 ct -•... •' _. 7� �` •<'•� 45° 45° 450x. .x-450 '45--_j45, Typical HHC Typical HJHC Typical HJC/HTHJ installation top view installation top view installation top view a e 0 Ht :j ; j H•. i a i H �`, i, i al 'Jr! t 1 -I� �' • 1 .`I. 1 4" 58:r` _ 5" g ft/ 101�2;,= HJC HTHJ HHC HJHC }= Fastener Srdreduls' Allowable Loads(Lbs.): Carrying Carried Member DF-L I SP I S-P-F USP Steel H per MP per Jack Floor Rod Upifft'l Floor Roof jupliftl Code Description Stock No. Ref.No. Gauge n i (b Oty Type 100% 115%1125% 160%1100% 115%1125% 160% Ref. LTHJA26, 2 x 6 right 1 left FUC26 TFUA26, 12 5-3/8 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2580 1545 10, TFUU26 F12 2 x 8 right/left FUC28 —— 12 7-118 20 16d 6 8 10d 2980 3425 3505 1840 12580 2945 2945 1545 *000 LTHJA26, 000000• 2 x 6 Germinal HHC26 THJA26 12 15-7/16 20 16d 5 -- 10d 2980 3425 3505 1015 2580 2945 8945 tf45 •••• ••• • 2x8lerminal HHC28 -- 12 7-3116 24 16d 6 -- 10d 3505 3505 3505 1840 2945 2945 2%51 1545 130 0 0 2 x 6 terminal WHC26 -- 12 5.7116 20 16d 5 2 10d 298+1 3425 3505 1840 2580 294.5 ?Sf •lFA6 •see.: ••••O• 2x 8 terminal HJHC28 -- 12 7-3116 24 16d 6 2 10d 3505 3505 3505 1840 2945 2945 5 e • • 1Q •••••• 2x6iermfnal HTF 7-1B LTWUR 18 5 16 76d 7 5 16d 2190 2520 2740 1790 1870 2155 2 JW5 1 • • • • 21 1)WrR bads have been mcreased 60%for vend or sesmie bads;no further increase shag be permitted. •••• •• •• ••••• • • 21 Loading publshed for rolal bad of hip/iaGt txlrxrec6LY1. •••• • • •• •• 3)Minimum nail penetration is 1-5(8 for 16d nals. •• 4)NAILS:10d nails are 0.148 dia.x 3 bn0,16d nails are 0.162 dia.x 3-1/2 brq. •••••e i••••• •• ••• New prnduCts or updated product information are designated in red font • •0--00*•••• 00 HJC Specialty Options Chart CPflon Hip Truss Strew Range 30 b 60 I I •i i k :� x:g! � H , !- Allorede Loads 100%of table bad ,. •...._ ... ,' :� I ,: Add SK,angle d Np Ordering required,to product number g"max.width'-r l/q� Ex.HJC26-SK55 Typical HJC(skewed) installation HJC(skewed) with alternate skew angle top view 1-800-328-5934•www.USPconnectors.corn USP2241-131 Florida Building Code Online Page 1 of 4 p:. r •- - .. eC1S Home Lng;n User Registration Hot Topics Submit Surcharge Stats 9 Face PUDUCatIOn F9C Stag 5015 Site Map'1 Links Search'*- Business Professional SER: ubctoc UApproval lilfi Ni Prod=Aooroval Menu>Pr n,—ar.ncuicatnn caa.rt I.It>Application Detail -i FL 9 FL817-R3 q; x Application Type Revision Code Version 2010 Imo? 3 Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Email 703 Rogers Drive Montgomery,MN 56069 (952)898-8772 rswanson@mli.com Authorized Signature Rex Swanson rswanson@mll.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southcross Drive Burnsville,MN 55306 (952)898-8651 tgrevlous@gibraltarl.com Quality Assurance Representative Chad Becker •••• Address/Phone/Emali 703 Rogers Drive 000000 Montgomery, • • •••••• g ery,MN 56069 • • • • (507)364-7333 •• • • • • cbcckcromll.com • • • • •••••• •• •• •••••• • Category Structural Components • ;•••• Subcategory Wood Connectors • • • • • •••• •• •• ••••• •••••• • • ••••• Compliance Method Evaluation Report from a Product Evaluaborl�rfnjy,• ;••••• •••••• • Evaluation Entity [CC Evaluation Service,LLC • • • • • • • • •••••• Quality Assurance Entity PFS Corporation •••••• • • Quality Assurance Contract Expiration Date 12/31/2015 • ••• • •••••• Validated By Terrence E.Wolfe P.E • • Validation Checklist-Hardcopy Received Certificate of Independence F1,817 R3 COI ICC Indeogndence.cert.odf Referenced Standard and Year(of Standard) Standard Year A.F.AND P.A.NDS 2005 ASTM 01761 2000 ASTM D7147 2005 Eauivalence of Product Standards Certified By littp://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvaK%2bkWe185D%... 6/13/2012 r , r ` Florida Building Code Online Paue 2 ot'4 y Sections from the Code Product Approval Method Methcd 1 Option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 Summary of Products Go to Page 0 m O Page 1/4 0 FL# 11i Number or Name Description 817.1 JBN264,BN284 Breakfast Nook Hance, Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II esr1465 pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Requires supplementary connection for minimum FL( 17 R3 AE esr1455 odf 700#uplift for use in HVHZ. 817.2 CNISTC16 COILED STRAPPING Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 1I esr1465 pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Incependent Third Party: Design Pressure:N/A Evaluation Reports Other: FL'3t7 R3 A sr 4 f 817.3 DSC4L,/R, LDSCIL/R DRAG STRUT CONNECTOri Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 iI esr1465 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports 000, Other: FLE17 R3 AE esr1465. df • 0 •••••• 817.4 FH210, FH212 Formed Seat Hanger • • • • 9Limits of Use Installation Instructions • • • • Approved for use in HVHZ:No FL817 R3 II esr1465 odf 0••••• •• • •••••• Approved for use outside HVHZ: No Verified By: ICC Evaluation Servlaeli 0 • • • Impact Resistant: N/A •••••• Created by Independent Third Party••• • • . • Design Pressure: N/A Evaluation Reports • . • • • Other: Product Deleted FL817 R AE 'r 46 df •••• •• • •• ••• !817.5 IFH214Formed Seat Hanger •••••• Limits of Use0000 0000•• Installation Instructions •• •• • • Approved for use In HVHZ: No FL817 R3 II esrt465 odf ••••0• •• pproved for use outside HVHZ: No Verified By: FCC Evaluation Service,LLi 0 • 0 sees** Impact Resistant:N/A Created by Independent Third Party: ••• •• Design Pressure:N/A Evaluation Reports • • • • • Other:Product Deleted •••••• FLS A E_e5jr14f df • • • 817.6 IFH26 Formed Seat Hanger • Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 II esr1465 pd' Approved for use outside HVHZ: No Verified By: ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted F_L817 R A esr 455. ¢f 817.7IFI-128 Formed Seat Hanger �'Limlts of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 11 cr1465 nrlf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure;N/A lEvaluation Reports Other:Product Deleted col s17 a esr 465 df 817.8 FHD210 Formed Seat Hanger Limits of Use ilnstallatlon Instructions littp://floridabuilding.org/pr/pr_app_dtl.aspx?paraln=wGEVXQwtDgvaK%2bkWel85D°/o... 6/13/2012 T 1 Florida Building Code Online Page 3 of 4 Approved for use In HVHZ:No FL817 R3 11 esr1465 odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Product Removed. FLaI7_U AE esr1466 qof 817.9 FHD212 IFormed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 If esrl465.pd Approved for use outside HVHZ: No Venfied By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. FL817 R r146 df 817.10 FHD214 Formed Seat Hanger Limits of Use Installation Instructions ' Approved for use in HVHZ:No FL817 R3 11 esr1465 pddf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. Product Removed. FU17.R3 AF PcridArdf 817.11 IFHO26 formed Seat Hanger �.Umits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 11 esr1465 odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. F r 4 f 817.12 IFHD28 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 Ra I1 esrl465 odf Approved for use outside HVHZ: No Verified By:!CC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Product Removed. 7 R Fr 4 f 817.13 JFTC1,FTCIF FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 11 esr1465 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: ••• Design Pressure:N/A Evaluation Reports • • •• Other: FLV17 R3 AE esr1465. df • • ••• ••••• 817.14 FTC2, FTC2F FLOOR TRUSS CLIP •• • • •• Limits of Use Installation Instructions •••••• • 000000 Approved for use In HVHZ:Ycs FL817 R3 11 esr1466 odf • • • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service*LLC•• • :*666: Impact Resistant:N/A •••• • • p Created by Independent Third Party. • • • Design Pressure:N/A Evaluation Reports •••• ••4•• 80000 Other. FL 17 R AE r146 f • ••••• A817.15to FTC32 FLOOR TRUSS CLIP • •• Limits of Use Installation Instructions •• Approved for use in HVHZ:YesFL817 R3 II cr1 dry r�r ••o•* • Approved for use outside HVHZ:Yes Verified By;ICC Evaluation Servlcel LLC • • • •••••• Impact Resistant:N A ••• •• p / Created by Independent Third Part • • Design Pressure:N/A Evaluation Reports 0 ••• • •••••• Other:Subject to loads and Installation InstructionsFLa17 R3 AE •• • ••• • • • . youtlined in report ESR-2756. Requires supplementary •0 connection to provide minimum of 700#uplift for use in =HVHZ. 817.16 FTC32-2 FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 11 esr1465odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted FL817 R3 AE esr1465. df 817.17 GTU40 GTU80,GTU100 Eirder Truss Hangers Limits of Use NInstallation Instructions Approved for use In HVHZ:Yes FL817 R3 11 esr1465 odr Approved for use outside HVHZ:Yes Venfled By: IGC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports littp://flor-idabuilding.org/pr/pr_app_dtl.aspx'?param=wGE VXQwtD gvaK`o2bkWe 18 5M/r... 6/13/?012 f T Florida Building Code Online Page 4 of 4 Other: FLS17 R3 AE e5rI4¢ S-df 817A13 IHGA10 Hurricane Gusset Angle Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL617 R3 II esr1465.odf Approved for use outside HVHZ:Yes Verifled By:ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL817 R3 A e.r1465.cdf 817.19 jHHCP2 HURRICAfiE/SEISMIC ANCHOR Limits of Use Installation Instructions Approved for use in HVHZ:Yes FLB17 R3 11 esr1465,pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: F 17 R1 AE r1465 f 817.20 1HIC26 HIP-]ACK Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes Verified By: ICC Evaluation Service,LLC Approved for use outside HVHZ:Yes Created by Independent Third Party: Impact Resistant:N/A Evaluation Reports Design Pressure:N/A Other: Go to Page 0 0 Page 1/4 0 4ntct Contact us:;1940 North Monroe street.Tallahassee FL 37199 Phone•asp-487-1824 The State of Florida is an AA/EEO employer.CeevreM 20n7-Into State e!deride.::Privacv StaMmert::Arc«ibllity 5tatemprit::Refund Statement Under Florida law,e-mail addresses arc public records.If you do not want your e-mall addr released In response to a public-records reauest,do not send eiectraroc mail to this entity.Instead,contact the office by prairie or by traditional mall.If you have any questrons regarding 08PR's AOA web accessibility,please contact our web Master at wehmaaterdbdhor.srare.e Product Approval Accepts: No x-I'uriU'i u. a••• u • + •• • !• • • • • • 0.0000 • f i • + • a ••••• • 1• f••+! ! • f••••of 00 •••••• • • !••••• f • • 1 •f • ••• f • • http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvaK%2bkWel 85D%... 6/13/2012) HIP/JACK CONNECMIRS! HHG, HJC,� HJHQ, HTHJ SERIES CONT. 40 `45° i_45Y 4°5 .45° 45 — ..-45° Typical HHC Typical HJHC Typical HJC/HTHJ installation top view installation top view installation top view a 0 4. -r r H` I �„ /3 4" �5�/8" � �� 5II ^` 9 t�314" 101/Z J 3 4„ f_ �✓ � ,-t HJC HTHJ HHC HJHC g Fastener Schedule` Allowable Loads(Lbs.): Carrying MwibW Carried Member OF.L I SP I S-P-F USP Steil H per Hip pert Floor Rod Upitft'l FloorI Roof U _l 'Code OesmOw Stock No, Ref.No. GNUDe on Oty Type Oty CAy Type 100%1115%1125% 160% 100%1115%1125%1 160% Ref. LTHJA26, 2x 6 right/left HJC26 TFUA26, 12 5.316 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2580 1545 10, THJU26 F12 2 x 8 right I left FUC28 -- 12 7-118 20 16d 6 8 10d 2980 1 3425 3505 1840 2580 29451 2945 1545 1 00000 •••• • LTHJA26, 2 x 6 Germinal HHC26 THJA26 12 5.7116 20 16d 5 -- 10d 2980 3425 3505 1015 2580 2945 2:45 151!5 •••• •• •:• 2 x 8 lerminal HHC28 -- 12 7.3116 24 16d 6 -- 10d 3505 3505 3505 1840 2945 2945 1545 130 •• • • • 2 x 6 terminal HJHC25 -- 12 5 7/t6 217 t6d 5 2 10d 2980 3425 3505 1640 2580 2945 tide Sir.; •• •• •• ••• 2 x 8 vrninal FUHC28 -- 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 1840 2945 2945 • • • 2 x 6 brminal HTW26-18 LTWUR 1 18 5 16 16d 7 1 5 16d 2190 2520 2740 1790 1870 2155 23W 1iti6 10' •• • : • • 11 UviM bads have been increased 60%Ax wind or seismic bads;no further increase shall be permitted. 0006 •• •• •• ••• 2)Loading published lex total bad of hip i jack ocinnection. 000000 :000% • •• •• 3)Minimum nail ceneoat en is 1-58 br 16d nails. • •••••• •• ••• 41NAILS:10d nails are 0.148 dia.x 3 lona,16d nails are 0.162 dia.x 3-1/2 bna. *C900 • • New products or updated product information are designated in red font- 000000 • • • • • • •0000• 0000•• _ 060 00 0 ••• • • • i "r - "'►r HJC Specialty Options Chart O1311anHip Truss Sker Ran 30 b 60 - i H Allowable Loads 100%of table bad ;.' -.. -....-. ,• ' � ,,�� / 1 Add SK,angle d hip .Varies"^�-•�.,_ � Ordering required,b product number 8"max.width �� 7a" Ex.HJC26-SK55 Typical HJC(skewed) installation HJC(skewed) with alternate skew angle top view 1-800-328-5934, www.USPconnectors.com USP2241-131