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EL-17-2691Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 CORIDA Perm, it NO. EL-11-17-2691 ' Permit Type: Electrical - Residential Work Classification: Addition Permit Status: APPROVED Issue Dates 11/1612017 1 Expiration: 05/15/2018 Project Address Parcel Number Applicant 114 NE 106 Street 1121360050070 Miami Shores, FL 33138-2037 Block: Lot: JACQUELINE IRWIN Owner Information Address Phone Cell JACQUELINE IRWIN 114 NE 106 Street MIAMI SHORES FL 33138- 114 NE 106 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone NOVOA ELECTRICAL CONTRACTOR (786)287-4220 (305)824-2858 e of Work: ELECTRICAL RENOVATIONS INCLUDING NE itional Info: ELECTRICAL RENOVATIONS INCLUDING NE >sification: Residential nning: 1 Fees Due Amount CCF $7.80 DBPR Fee $6.83 DCA Fee $4.55 Education Surcharge $2.60 Permit Fee - Additions/Alterations $455.00 Scanning Fee $3.00 Technology Fee $10.40 Total: $490.18 Valuation: $ 13,000.00 Total Sq Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # EL-11-17-65633 11/16/2017 Credit Card $ 440.18 $ 50.00 11/13/2017 Credit Card $ 50.00 $ 0.00 Available Inspections: Inspection Type: Review Electrical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict c ity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assu a respo sibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, LUMBI , MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFNID IT: rtify th I the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a z Futh ore, I authorize the above -named contractor to do the work stated. November 16, 2017 Auth�k4d Wgf alst% Owner / Applicant / Contractor / Agent Uate Building Department Copy November 16, 2017 1 BUILDING PERMIT APPLICATION r-IBUILDING 0 ELECTRIC Miami Shors Village Bg uildin �Derlartment RECEIVE[ D050 N.E.2nd Avenue, Miami }shores, Florida 33138 NOV 13 2011 Tel: (305) 795-2204 Fax, 305) 756-8972 YSPECTION LINE PHONE NlJ' BER: (305) 762-4949 ROOFING i ❑ sF�BC 20 � k Master Permit No. ' `C F i — q '_-4 ,Sub Permit No. 1 Izi - 2Coq I 4 ISION ❑ EXTENSION ❑ RENEWAL ❑ PLUMBING MECHANICAL []�PUBLIC WORKS 0 CHXNGE OF ' ❑ CANCELLATION ❑ SHOP CO YTRACTOR DRAWINGS JOB ADDRESS: 114 NE 106th Street j iami Dade Zip: City: Miami Shores Coun : 10, Folio/Parcel#: 11-2136-005-0070 j 1 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: 'Construction Type: i Flood Zone: BFE: FFE: OWNER: Name (Fee simple Titleholder): JACQUELINE E IRWIN 1 Phone#: 954.410.4695 Address:114 NE 106 ST 1 '' City: Miami Shores State: FL. I' Zip: 33138 Tenant/Lessee Name: Phone#: 954.410.4695 Email: Jirwin@gmail.com CONTRACTOR: Company Name: Ov�A' /eC��Ca � i 0 CJI� Phone#: 3d5*9z yz91 'S Address: 'V w er/QGQ• City dState: �% Zip 7_ Qualifier Name: o/ e Phone#: ��1 State Certification or Registration #: �G /3 W 6 :2 � I rtificate of Competency #: DESIGNER: Architect/Engineer: Mark A. Campbell Phone#: 305.754.2318 Address:373 NE 92nd Street Miami Shores State: FL. Zip: 33038 Value of Work for this Permit: $%�� 00(/� Square Linear Footage of Work: i Type of Work: M Addition 0 Alteration ❑ New ElRepair/Replace ❑ Demolition Description of Work: Electrical renovations including new servi } & panel. I) Specify color of color thru tile: i 1 I Submittal Fee $ Permit Fee $ CCF 1 AV $ CO/CC $ Scanning Fee $ Radon Fe� $ BPR $ Notary $ Technology Fee $ Training/Education Fee $' Double Fee $ Structural Reviews $ 3 Bond $ TOTAL FEE NOW DUE $ 4 `{ ' L Y (Revised02/24/2014) Bonding Company's Name (if applicable) i Bonding Company's Address { City State Mortgage Lender's -Name (if applicable) I Mortgage Lender's Address city f State Application is hereby made to obtain a pee mitto do the work and commenced prior. to the issuance of a permit and that all work construction in this jurisdiction. i understand that 'a separate p+ FURNACES, BOILERS, HEATERS, TANKS, AIRICONDITIONERS, ETC..... Zip ons as indicated. I certify that no work or installation has performed to meet the standards of all laws regulating ist be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, I OWNtWS AFFIDAVIT: I certify that all th foregoing information is a curate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: RESULT IN YOUR PAYING TO OBTAIN FINANCING, C YOUR NOTICE OF COMME Notice to Applicant: As a condition to the i Promise in goad faith that a copy of the nc whose property is subject to attachment A, for the first inspection which occurs seven inspection will not be approved and a reinsp U 0 OWNER or AGENT The foregoing instrument was acknowled 2 day of�_ b stl yl who is1 me or Who has produced Identification and who did take an oath. NOTARY PUBLIC,. � Print: C �i'3 GtP�S �� L Sea(: au"�"rkbt CHASECAMPOk ;•: .: MY COMMISSION i FF 21 T �8 irk` EXPIRES: Februa Bo�Med Thru NOINY Pubic LAW APPROVED BY (RevisedoZi`24/Zo14) t FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY E FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND -T WITH YOUR LEN ER OR AN ATTORNEY BEFORE RECORDING ENT." ' lance of a building permit ith; an estimated value exceeding $2500, the applicant must e of commencement and c Dnstruction lien law brochure will be delivered to the person a certified copy of the recc rded notice of commencement most be posted at the job site days after the building f Permit is issued. in the absence of such posted notice, the ion fee will be charged. i INN � 'Signa i re I CONTRACTOR. before me this The f iegoing instrument was acknowledged before me this 20 17 by day of - N () IJ 1Sm f7 6n 20 J by onali` own to who is personally known to as me or ho has produced 1i6(-bya%S as identi I ation and who did take an oJ2th. NOTA PiIIBLIC: / I Sign:__Ll_c Print: Seal: { Plans Examiner + { Structural Review d d+`;:��:;°• LAURAFARLEY * * MY COMMISSION 1 FF 189027 EXPIRES: Mardi 16, 2019 11NICITNuBWONotarySerom Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 R E C EV U" Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FEB 0 $ 2018 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING FBC 201 ? OW-1 Master Permit No. 0C F I - S 1 Sub Permit No ❑ REVISION ❑ EXTENSION ❑ RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 114 NE 106th Street Cam: Miami Shores County: Miami Dade Zip: Folio/Parcel#:11-2136-005-0070 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Jaqueline E Irwin Phone#: 954.410.4695 Addrocc- 114 NE 106th Street City: Miami Shores Tenant/Lessee Name: Email: JMECConstruction@outlook.com State: FL Zip: 33138 954.410.4695 CONTRACTOR: Company Name: JMEC Construction, LLC Phone#: 954.410.4695 Address: 560 NW 39th Avenue City: Coconut Creek State: FL Zip: 33066 Qualifier Name: Eric Finkelstein chnnoe. 954.410.4695 State Certification or Registration #: CGC060569 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Ad Value of Work for this Permit: $ Type of Work: ❑ Addition ❑ Alteration Description of Work: Truss engineering & layout. City: State: Square/Linear Footage of Work: ❑ New ❑ Repair/Replace Zip: ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ _ Scanning Fee $ _ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $ Double Fee $ _ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State E. 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: 1 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 chnrnpd Signature ` OWNER or. AGENT The foregoing instrument was acknowledged before me this 2-7 day of JV L 4 20 ..) :7 , by J11C&L)6 (l w � (R�/ ^J why is personally kno�o me or who has produced as identification and who did take an oath. NOTARY PUBLIC:. S46r Print: Seal: Signature CONTRACTOR The foregoing ins ument was acknowledged before me this 7 8 day of 1 20 t7y , I . by ` ho is personally known to me or who has produced as identification and who did take an oath. b NOTARY P Lc.Sign:u Print: V ✓ti _ "",�`,� '� `7 �'"•'yy CHASE CAMPBEtl Seal: ro.M;' p.�s�c LAURA PARLEY *: +: MY CAMMISSION 0 FF 200055 1 x * My COMAISSION A f F 88027 j` EXPIRES: February 17, 2019 '�' ° Bonded Thru Pubk lMderwriters EXPIRES: March 16, 2o19 Bonded Thru Budget Notary Serdm APPROVED BY Plans Examiner Zoning Structural Review Clerk {Revised02f24/2014} BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO C7f This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. tJ Este methdo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR russ Span Top Chord Temporary Lateral Brace (TCTLB) Spacing tud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Su erior Up to 30' 10' o.c. max. sta 30 pies t 10 pies maximo 30' to 45' 8'o.c. max. 0 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. f 7( See BCSI-B2 for TCTLB options. LI Vea el BCSI-62 para las options de TCTLB. I- Q Refer to BCSI-136 Summary Sheet - Gable End Frame Bracing. Vea el res6men BCSI-136 - Arriostre del truss terminal de un techo a dos aquas. Repeat diagonal braces. Repita los arriostres diagonales. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BC I--137 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Temporary and �5 15' o.c. for 4x2 chords Diagonal braces Permanent Bracina ,is of every 15 truss for Parallel Chord spaces (30' max.) TrnccaS for more Information. ; Vea el res6men BCSI-B7 -Arriostre gq 1 Iyll�S"ll E temporal v_ peermanente de The end diagonal r I trusses de cuerdas brace for cantilevered Daralelas para mayor trusses must be placed Lateral braces —' informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION f 71 Tolerances folOut-of-Plane. — Tolerancias para Fuera-de-Plano. LI �<-- Length —►I Max. Bow p / Max. Bowes® Max. Bow Truss Length Max. Bow kk --�j�, Length y Length --►B 3/4" 7/8" 12.5' 14.6' 7( Tolerances for j D/50 D (ft.) 1• 16.7' LJ Out -of -Plumb. T i 1/4" 1' 1-1/8" 18.8' Tolerancias para ° I 1/2" 2' 1-1/4' 20.8' Fuera-de-Plomada. n • 3/4" 3' 1-3/8" 22 9' o I Plumb bob 1• 4' 1-1/2' 25.0' I 1-1/4" 5' 1-3/4" 29.2' D/5o max 1-1/2" 6' 2' Z33.3' 1-3/4" 7' 2" _> 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Set first five trusses with spacer pieces, then add diagonals. Repeat © Do not proceed with construction until all bracing is securely Maximum Stack Height process on groups of four trusses until all trusses are set. and properly in place. for Materials on Trusses Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita Este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces = every 10 truss spaces (20' max.) 10'-15' max same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! No proceda con la constructi6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. ®Do not exceed maximum stack heights. Refer to SBC I-64 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high ® Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. Position loads over load bearing walls. lt7 * Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-65 Summary Sheet - Truss Damage Jobsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Dan"os de trusses. Modificaciones en Is Obra y Errores de Instalaci6n GDo not cut, alter, or drill any structural member of a truss unless 1. specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseho del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval ma4 render the Truss Manufacturer's limited warranty null and void. • 000 • • • • • • • Trusses que se Ran sobrecaitadS dutantt la ton!trudti6r►o han sido alterados sin una autorizaci6n previa del Fabrica jite de TW;es•pujtejrec:cir:.eVinaraa garantia del Fabricante de Trusses. NOTE: The Truss Manufacillurer and *ro;eesig7esap;st reiyan the Itict tlyt th Ac actor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project. a Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put Floor and roof trusses into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss industry, but must, due to the nature of responsibilides Involved,ille presilipliII as a GUIAJE for use Illy a qualified #uill Deskgiller or Erection/Installation Contractor It is not Intended that these rilloornipendatilips be interpVted 4s suVriorjo any designs ifi�bos[< Iprovided by either an Architect, Engineer, the Building Designe•the drectiora nstallation WntrWtor Or ottprwise) for handling,+ ng and bracing wood trusses and It does not preclude Me use of other equiplent m�hods f� IYacire an�prov�ing ira pity for�he''��33lts and columns as may be determined by the truss Erection/In4allatyn Contili Thus, the wood Teuss (jp.ncll of 6neri� a fee; Plate Institute expressly disclaim any responsibility for damages arising fapm the use, placation, orrrellance on they _e4 fee; and Information contained herein. & '91i_� WOOD TRV"COtlNCIL OF AMBRIGAP • • • TRUSS PLATE INSTITUTE One WrcA, center • 63E0 EntRpdse Laft • lilaclAn, WIS3719 • 983 D'Onofrio Drive • Madison, WI 53719 608/274 49 • llww.wDo!rusf.An? • • • 608/833-5900 • www.tpinst.org 0 00 0 • 0 0 0 00 • 0 11IWARN11x17 031125 GENERAL NOTES NOTAS GENERALES I HAND ERECTION — LEVANTAMIENTOAMANO Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the SCSI-133 Summary Sheet - Web Member Permanent Bracing/Web Reinforcemen for more information. All other permanent bracing design is the responsibility of the Building Designer. Los trusses no estan marcados de ning6n mode que identifique la frecuencia o localizaci6n de los amostres (bracing) temporales. Use las recomendaciones de manejo, instalac16n y arriostre temporal de los trusses. Vea el foliate Placas de Metalpara pars mayor Informaci6n Los dibujos de diseno de los trusses pueden espedficar las localizations de los arriostres permanentes en los miembros individuales en compres16n. Vea la hoja tP41' miembros secundarios (webs) pars mayor informad6n. El recto de arriostres permanentes son la responsabilidad del Disenador del Edificio. © The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Trusses 20' or , - % _ _ - f 7f Trusses 30' or10 LJ less, support - + r less, support at at peak. quarter points. r Levante Levante d e del pico los Jos cuartos trusses de 20 de tramp los pies o menos. trusses de 30 pies o menos. Trusses up to 30' Trusses up to 20' Trusses hasta 20' Trusses haste 30' HOISTING — LEVANTAMIENTO QHold each truss In position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO ® gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANEJO Allow no more No permits mas Use special care in than 3" of defiec- de 3 pulgadas de windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. is +a F ez. is T ro Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK tv • Ile.• Bundles stored on the ground for A? • • week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en IN berry bf una semana o mas deben s4le,�dot • con bloques a cada 8 o 10 pies. • s QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir Jumentd de humedad pero permita ventilar4lon. • • 0 • Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles Tagline [7f Check banding Revise los empaques IJ prior to moving antes de mover los bundles. paquetes de trusses. © Avoid lateral bending. — Evite la fiexi6n lateral. PCN Do not store No almacene' unbraced bundles verticalmente los upright. trusses sueltos. XN•Do not •tore on • • 4No alniacene en • Tagline Toe -in . Spreader bar 1/2 to j� 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' IONW�� Mis de 37-7(Greater Dies T� oe-In / 60' or less �51 F Approx. 1/2 --a. truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Locate Spreader bar Attach above 10' o. or stiffbadc max.. mid -height _77F— Spreader bar 2/3 to 3/4 truss length III Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE ©Refer to BCSI-62 Summary Sheet - Truss Installa- tion and Tempera y Bracing for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arriastre Temporal Para mayor informaci6n. Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra pans el primer truss directamente en linea con cada una' de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well F— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of ( 18 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez Project Name: FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 882-8826 EJD CONST - IRWIN RES. 114 NE 106 ST MIAMI SHORES, FL Building Authority: MIAMI SHORES, FL Design Load: Building Code: ROOF 30-15-0-10 psf. / WIND: 175 mph / EXP: C / Kd:.85 / DOL= LUMBER 1.33 PLATE:1.00 / HVHZ FBC 2017 / TPI 2014 / ASCE 7-10 (Ch 23 Sec. 2303.4.1.4.1) Software Used: MITEK 2017 v 8.130 Addition Attachments: Truss placement diagram, Truss profile list, Product approvals, AYaHeK detail &.Wed brac- ing recommendation. •::::::-: •. . 00 Project Engineer of Record: .... ....... � �G 116 . ..... . ... . ...... . .... Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Job Number: J1800009 Medley, FL 33178 (305) 882-8826 Fax: (305) 887-6008 Page: 1 Date: 01/16/18 13:08:42 Project: EJD CONST - IRWIN Block No: Model: 114 NE 106 ST MIAMI Lot No: Contact: Site: Office: Deliver TO: Account No: 254504030 Designer: / Name: Phone: Salesperson: Inside Sales Far: F. Quote Number: B 1800009 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 09-09-05 Joint 2 Joint 7 2 CJ7 MONO TRUSS 2.03 505.44 1085.60 -605.66-965.36 27-05-00 Joint 2 Joint 8 1 H1 HIP 2.88 1574.47 1574.47 -1012.28-1012.27 14-08-00 Joint 2 Joint 6 1 H2 MONO HIP 2.88 866.89 796.95 555.49-532.99 14-08-00 Joint 2 Joint 6 1 H3 HIP 2.88 866.89 796.95 -520.37-515.62 27-05-00 Joint 2 Joint 7 1 HG1 HIP 2.88 3076.55 3076.55 2075.66-2075.64 01-00-00 Joint 2 Joint 3 4 J1 JACK 2.88 255.32 163.35 -316.26 -30.06 03-00-00 Joint 2 Joint 3 Joint 4 4 J3 JACK 2.88 299.42 107.80 231.71 -429.70-211.65 -39.62 05-00-00 Joint 2 Joint 3 Joint 4 4 35 JACK 2.88 348.31 192.98 252.48 -570.46-307.62 -50.15 07-00-00 Joint 2 Joint 3 Joint 4 8 37 JACK 2.88 453.93 278.32 272.44 -649.43-378.55 -47.11 14-08-00 Joint 2 Joint 6 3 T1 COMMON 2.88 866.89 796.95 -503.18-478.44 14-08-00 Joint 1 Joint 5 I T2 COMMON 2.88 798.65 798.65 -416.10-485.44 1 V13 13-07-00 VALLEY 2.88 Joint 5 Joint 6 Joint 7 Joint 8 322.05 735.67 375.30 236.46 -181.30-392.75-198.65 -63.37 13-10-08 Joint 1 Joint 3 Joint 4 1 V 13A VALLEY 2.88 316.67 316.67 730.44 -201.67-201.67-511.62 13-11-04 Joint 1 Joint 4 Joint 5 1 V 13B VALLEY 2.88 383.64 286.50 794.16 -271.61-181.84-497.23 13-11-04 Joint 1 Joint 5 Joint 6 Joint 7 I YJ 3C♦ • • • • • • • • • VALLEY 2.88 318.09 271.09 334.54 676.58 • • • • • • • • -156.60-128.04-196.22-405.26 • ••• • • • • • • • • • • 1�-• • • 11-04 Joint 1 Joint 5 Joint 6 Joint 7 _ :l Vt�I➢•- • • • • • • • • IVALLEY 2.88 336.02 193.62 422.66 809.93 .� -159.47-178.52-186.86-456.04 1 • �• /s • • . I V 1 b • • • 15-07.12 • • • VILEY 0.00 Joint 5 Joint 6 Joint 7 Joint 8 301.64 620.85 620.85 301.64 • • • • • • • • • • -146.34-319.08-319.08-146.34 • • • • 09-10ti8 • Joint 1 Joint 4 Joint 5 Joint 6 _ 1 V9 VALLEY 2.88 263.10 263.10 322.05 322.05 ` -118.43-118.43-184.22-184.22 • • • • • • • • • • 0 • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN CJ7 MONO TRUSS 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:50 2018 Page` 1 ID: oSa64QYGPxoN6Lz3MkpN I5zv4 W6-tNUTSFgCJuLxcdCECHjvlfkLstc4Dl V UKigdQzuno -0-11-5 5-8-14 9-5-13 � 0 11-5 r 5-8-14 3-8-15 d-3-8 Scale = 1:19.6 2x4 II 4 5 2.03 12 3x4 = 3 13 2x4 II 2 d 1 Li 15 8 16 7 14 2x4 II 6 3x4 = 5x6 = 5-8-14 9-9-5 5-8-14 4-0-7 Plate Offsets X -- 4:0-2-13 0-0-4 7.0-3-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.07 8-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(CT) -0.09 8-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 41 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=505/0-11-5 (min. 0-1-8), 7=880/Mechanical Max Horz 2=308(LC 4) Max Uplift2=-606(LC 4), 7=-965(LC 4) Max Grav2=505(LC 1), 7=1086(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1546/1373, 3-13=-1527/1378 BOT CHORD 2-14=-421/401, 2-15=-1594/1528, 8-15=-1594/1528, 8-16=-1594/1528, 7-16=-1594/1528 WEBS 3-8=0/282, 3-7=-1592/1661, 4-7=-535/523 NOTES- (7) 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; Encl., GCpi=0.18; C-C Corner(3)-0-11-15 to 3-3-0, Exterior(2) 3-3-0 to 9-9-5; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 2 and 965 lb uplift at joint 7. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) " '" • • • • • • • Vert: 1-2=-90 + • • • + • • • • Trapezoidal Loads (plf) ' " • • • • ' • • • • • • • Vert: 2=0(F=45, B=45)-to-4=-213(F=-62, B=-62), 4=-153(F=-62, 6=-62)-to-5=-160(F=-65•6=• -654.t=6(F•V1(f. .••� B=10)-to-6=-49(F=-14, B=-14) • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • 0 ••• • 0 ` Job s Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN EHl77H'IuPs 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:50 2018 Page 1 ID:oSa64QYGPxoN6Lz3M kpNl5zv4W64NUTSFgCJuLxcdCECHjvlfjvsmS4F3VUKigdQzuno 8- tU12 8-11-8 13-8-8 18-5-8 22-6-14 27-5-0 1 10 8- 410-2 4-9-0 4-9-0 4-1-6 4-10 2 8- i Scale = 1:49.8 i 2.88 12 4x6 = 4x6 = 3x4 = 4 225 23 6 2x4 ;PP 2x4 3 7 2x4 11 21 2x4 �24 0 1 2 8 9 o I� o 0 25 26 12 11 10 27 28 i 48 = 4x10 = 5x8 MT20HS= 4x10 = 48 = I I j 8-11-8 18-5-8 27-5-0 8-11-8 9-6-0 8-11-8 Plate Offsets X Y -- 2:0-0-4 0-1-5 8:0-0-4 0-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.41 10-12 >807 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.80 10-12 >410 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight: 120 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=1574/0-8-0 (min. 0-1-14), 8=1574/0-8-0 (min. 0-1-14) Max Uplift2=-1012(LC 4), 8=-1012(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-4802/2939, 3-21=-4747/2946, 3-4=-4209/2532, 4-22=4098/2525, 5-22=-4098/2525, 5-23=-4098/2525, 6-23=4098/2525, 6-7=-4209/2532, 7-24=-4747/2946, 8-24=-4802/2939 BOT CHORD 2-25=-739/1318, 2-26=-2766/4616, 12-26=-2766/4616, 11-12=-2686/4553, 10-11=-2686/4553, 10-27=-2766/4616, 8-27=-2766/4616, 8-28=-739/1318 WEBS 3-12=-603/484, 4-12=-211/548, 5-12=-725/417, 5-10=-725/417, 6-10=-211/548, 7-10=-603/484 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mpk HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-8-14 to 2-3-2, Interior(1) 2-3-2 to 4-6-6, Exterior(2) 4-6-6 to 8-11-8, Interior(1) 13-2-7 to 14-2-9, Exterior(2) 18-5-8 to 28-1-14; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1012 lb uplift at joint 2 and 1012 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • • • ••• •• •• • • ••• • • • • % • •• • • • •• ••• •• • • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRVVIN H2 MONO HIP 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:50 2018 Page 1 I D:oSa64QYGPxoN6Lz3M kpN I5zv4 W6-tNUTSFgCJuLxcdCEC HjvlfgOsgr4DB V UKigdQzuno 5-10-2 10-11-8 _ 14-8-0 _ — 0 8-0 5-1 G2 5-1-6 3-a-8 Scale = 1:26.4 4x6 = 2x4 11 4 5 2.88 F12 Li 2x4 II 13 3 12 2x4 �1 2 1 15 73x4 = 16 14 6 3x4 = 5x6 = 5-10-2 14-8-0 5-10.2 8-9-14 Plate Offsets X Y — 1:0-2-0,0-2-7 6:0-3-0 0-2-12 7:0-1-12 0-1-8 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 0.66 Vert(LL) -0.29 6-7 >595 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(CT) -0.46 6-7 >380 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-10 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=867/0-8-0 (min. 0-1-8), 6=797/0-8-0 (min. 0-1-8) Max Horz 2=252(LC 4) Max Uplift2=-555(LC 4), 6=-533(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2115/1070, 3-12=-2065/1078, 3-13=-2123/1178, 4-13=-2065/1189 BOT CHORD 2-14=-422/633, 2-15=-1206/2008, 7-15=-1206/2008, 7-16=-573/775, 6-16=-573/775 WEBS 3-7=-493/421, 4-7=-719/1400, 4-6=-932/722 NOTES- (7) 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. Jl; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-8-14 to 2-3-2, Interior(1) 2-3-2 to 6-8-9, Exterior(2) 6-8-9 to 10-11-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 2 and 533 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • 00 00 0 0 0 •• 00 Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN H3 HIP 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:51 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpNl5zv4 W6-LZ2rfbhg110CYmCOowoySyCt6FCvpbKejzRDAszuno 1-0-8-01 6-10-2 12-11-8 14 5 8 14$ 0 0 8-0 6-10-2 6-1-6 1-6 0 0-2-8 46 = Scale = 1:27.3 2x4 11 4 5 61 2.88 12 13 2x4 11 3 N NA 12 2x4 1 2 15 74x6 = 16 14 6 3x4 = 5x6 = 6-10-2 14-8-0 6-10-2 7-9-14 Plate Offsets X -- 6:0-3-0 0-2-12 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 0.53 Vert(LL) -0.22 6-7 >793 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(CT) -0.33 6-7 >534 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 68 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=867/0-8-0 (min. 0-1-8), 6=797/0-8-0 (min. 0-1-8) Max Horz 2=285(LC 4) Max Uplift2=-520(LC 4), 6=-516(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1979/894, 3-12=-1923/904, 3-13=-1995/1019, 4-13=-1923/1032 BOT CHORD 2-14=-401/621, 2-15=-1061/1870, 7-15=-1061/1870, 7-16=-269/370, 6-16=-269/370 WEBS 3-7=-616/484, 4-7=-895/1697, 4-6=-813/633 NOTES- (7) 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; C-C Exterior(2)-0-8-14 to 2-3-2, Interior(1) 2-3-2 to 8-8-9, Exterior(2) 8-8-9 to 12-11-8; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 2 and 516 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • ••• • • • • •• • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRVVIN HG1 HIP 1 2 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:51 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpN I5zv4W6-LZ2rfbhgl1 OCYmCOowoySyCsvFELpiLejzRDAszuno -p-8-p 7-0-0 11-6-4 15.10-12 20-5 0 27-5-0 _ 2 -1-p 7-0-0 4-6 4 4-4-8 - 4 6-0 7-0.0 0-8--6 Scale = 1:49.8 2.86 F12 5x6 = 3x4 = 410 = 5x6 = 3 4 5 6 2x4 11 2122 2324 2x4 /l 7 0 1 2 8 0 I� 0 0 25 26 12 27 11 28 10 29 9 30 31 410 = 3x4 = 7x10 MT20HS= 2x4 II 3x4 = 410 — 7-0-0 11-6-4 15-10-12 20-5-0_ 27-5-0 7-0-0 4-6 4 4- _8 4-6-4 7-0-0 Plate Offsets X Y -- 2:0-0-1 3 0-0-11 3:0-3-0,0-2-12 6:0-3-0 0-2-12 7:0-0-13 0-0-11 11:0-5-0 0-4-8 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) 0.49 10-11 >671 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.83 10-11 >396 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 274 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-114 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=3077/0-8-0 (min. 0-1-8), 7=3077/0-8-0 (min. 0-1-8) Max Uplift2=-2076(LC 4), 7=-2076(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =-1 0886/7092, 21-22=-10876/7094, 3-22=-10865/7104, 3-4=-10756/7051, 4-5=-13303/8738, 5-6=-10736/7039, 6-23=-10843f7091, 23-24=-10855/7081, 7-24=-10864/7079 BOT CHORD 2-25=-3655/5798, 2-26=-6779/10533, 12-26=-6779/10533, 12-27=-8565/13288,.11-27=-8565/13288, 11-28=-8656/13429, 10-28=-8656/13429, 10-29=-8656/13429, 9-29=-8656/13429, 9-30=-6766/10513, 7-30=-6766/10513, 7-31=-3652/5793 WEBS 3-12=-1078/2033, 4-12=-3059/1821, 4-11=0/310, 5-11=-327/119, 5-10=0/451, 5-9=-3228/1932, 6-9=-1081/2037 NOTES- (12) 1) 2-ply truss to be connected together with 16d (0.131"x 3.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 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. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-8-14 to 2-3-2, Interior(1) 2-3-2 to 2-9-1, Exterior(2) 2-9-1 to 7-0-0, Interior(1) 11-6-4 to 15-10-12, Exterior(2) 20-5-0 to 28-1-14; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2076 lb uplift at joint 2 and 2076 lb uplift •• ••• • • at joint 7. • • • •• 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels':nd at allpaft QoilSts Jlo Jg le Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • • • 10) Girder carries hip end with 7-0-0 end setback. . • • • •; • •; • • • ; ; • • • 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 956 lb down and 475 lb up at 20-5-0, and 956 lb down and 475 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • 12) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 • • • ; • • • • • • • • ; • • • • • • • • • • • • • •• • • • • • • • • LOAD CASE • S) Standard • • • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 • • • • • • • Uniform Loads (plf) Vert: 1-3=-90, 3-6=-188(F=-97), 6-8=-90, 12-15=-20, 9-12=42(F=-22), 9-18=-20 Concentrated Loads (lb) • • • • • • • • • • • • Vert: 12=-706(F) 9=-706(F) • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �iob Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN J1 JACK 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:51 2018 Page 1 ID:oSa64QYGPxoN6Lz3M kpNl5zv4 W6-LZ2rfbhg110CYmCOowoySyC?aFKkpnFejzRDAszuno 1-0-0 1-0-0 2.88 F12 Scale = 1:6. 3 I 2 2x4 11 � 1 v I o M Y o 4 i I � o-e-o 9 i 3x4 = � I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(CT) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. i REACTIONS. (lb/size) 3=30/Mechanical, 2=146/0-8-0 (min. 0-1-8) Max Horz 2=90(LC 4) Max Uplift3=-30(LC 4), 2=-316(LC 4) Max Grav3=163(LC 8), 2=255(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 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; Encl., GCpi=0.18; C-C Comer(3); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 316 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • • • • • • • • • • • • ••• • • • • •• • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN J3 JACK 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:51 2018 Page 1 I D:oSa64QYGPxoN6Lz3M kpN l5zv4 W6-LZ2rfbhgl1 OCYmCOowoySyC_gFlvpnFejzRDAszuno 3-0-0 3-0-0 3 Scale = 1:9.4 2.88 12 2x4 t1 2 1 >< 10 4 0-8-0 3x4 = 9 3-0-0 _J 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) -0.02 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=108/Mechanical, 2=239/0-8-0 (min. 0-1-8), 4=48/Mechanical Max Horz 2=179(LC 4) Max Uplift3=-212(LC 4), 2=-430(LC 4), 4=-40(LC 4) Max Grav3=108(LC 1), 2=299(LC 9), 4=232(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (6) 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; C-C Corner(3); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 3, 430 lb uplift at joint 2 and 40 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN J5 JACK 4 1 Job Reference (optional) Trussoorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:52 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpN15zv4W6-pmbDtxiT WL82AwnaLdKB_Ak54fbLYEVoydBniJzuno 5-0-0 5-0-0 3 Scale: V=1' 2.88 12 9 2x4 11 2 1 11 4 0-8-0 3x4 = 10 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) 0.07 4-8 >821 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.09 4-8 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 3=193/Mechanical, 2=345/0-8-0 (min. 0-1-8), 4=76/Mechanical Installation guide. Max Horz 2=248(LC 4) Max Uplift3=-308(LC 4), 2=-570(LC 4), 4=-50(LC 4) Max Grav3=193(LC 1), 2=348(LC 9), 4=252(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 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; Encl., GCpi=0.18; C-C Comer(3)-0-8-14 to 3-6-1, Exterior(2) 3-6-1 to 4-11-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 3, 570 lb uplift at joint 2 and 50 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRVVIN J7 JACK 8 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:52 2018 Page'1 I D:oSa64QYGPxoN6Lz3M kpNl5zv4 W6-pmbDtxiT WL82AwnaLdKB_Ak2EfYzY EVoydBniJzuno 7-0-0 7-0-0 3 Scale = 1:15. 2.88 rl2 9 CN 2x4 11 2 1 i i i 11 4 I 0-8-0 10 3x6 = 7-0-0 7-0-0 Plate Offsets X Y -- 1:0-2-1 0-1-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.23 4-8 >371 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.29 4-8 >285 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=278/Mechanical, 2=454/0-8-0 (min. 0-1-8), 4=102/Mechanical Max Horz2=293(LC 4) Max Uplift3=-379(LC 4), 2=-649(LC 4), 4=-47(LC 4) Max Grav3=278(LC 1), 2=454(LC 1), 4=272(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-10=-298/225 NOTES- (7) 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; C-C Corner(3)-0-8-14 to 3-6-1, Exterior(2) 3-6-1 to 6-11-12; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 3, 649 lb uplift at joint 2 and 47 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • 000 • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN Ti COMMON 3 1 Job Reference (optional) TruSscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:52 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpNl5zv4 W6-pmbDtxiTWL82AwnaLdKB_Ak3RfYmYOroydBniJzuno 0 8-0 7-2-10 13-8-8 14 8 0 0 8-0 7-2-10 6-5-14 0 11-8 4x6 = Scale = 1:28. 2x4 II 4 5 2.88 F12 13 2x4 11 3 N ci 12 2x4 k1 u� 1 2 of 15 16 73x6 = 14 6 3x4 = 5x6 = 7-2-10 14-8-0 Plate Offsets X Y -- 6:0-3-0 0-2-12 7-2-10 7-5-6 7:0-2-12 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.19 6-7 >898 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) -0.28 6-7 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 68 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=867/0-8-0 (min. 0-1-8), 6=797/0-8-0 (min. 0-1-8) Installationuide. Max Horz 2=268(LC 4) Max Uplift2=-503(LC 4), 6=-478(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1926/798, 3-12=-1867/809, 3-13=-1943/929, 4-13=-1867/936 BOT CHORD 2-14=-372/617, 2-15=-948/1815, 7-15=-948/1815 WEBS 3-7=-658/479, 4-7=-903/1802, 4-6=-875/652 NOTES- (6) 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; C-C Exterior(2)-0-8-14 to 2-3-2, Interior(1) 2-3-2 to 10-8-8, Extedor(2) 10-8-8 to 13-8-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2 and 478 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • % • • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN T2 COMMON 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:53 2018 Page 1 I D:oSa64QYGPxoN6Lz3M kpNl5zv4 W6-Hy9a4Hi5HeGvo4M nvLrQXN HEC3uzHSMxAHwKElzuno 7-2-10 13-8-8 1 14-8-0 1 - 7-2-10 6-5-14 0 11-8 46 = Scale = 1:28.2 2x4 II 3 4 2.88 12 11 2x4 11 2 17 05 v� A 10 1 u�, ci 13 63x6 = 14 12 5 3x4 = 5x6 = 7-2-10 1_4-8-0 7-2-10 7-5-6 Plate Offsets X Y — 5:0-3-0 0-2-12 6:0-2-12 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.19 5-6 >898 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) -0.28 5-6 >620 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=799/0-8-0 (min. 0-1-8), 5=799/0-8-0 (min. 0-1-8) Max Horz 1=247(LC 4) Max Uplift1=-416(LC 4), 5=-485(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1935/838, 2-10=-1877/848, 2-11=-1953/971, 3-11=-1877/978 BOT CHORD 1-12=-467/664, ,1-13=-988/1825, 6-13=-988/1825 WEBS 2-6=-660/492, 3-6=-948/1813, 3-5=-877/657 NOTES- (6) 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; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-8, Exterior(2) 10-8-8 to 13-8-8; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 1 and 485 lb uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0 IRWI N V9 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:53 20 88 Page ID:oSa64QYGPxoN6Lz3MkpNl5zv4 W6-Hygc4Hi5HeGvo4MnvLrQXNHLI3_cHhtxAHwKElzuni 4-0 0 5 10 9 9-10-8 4-0-0 1.10-g 1 4-0-0 Scale = 1:1 2.88 F12 4x6 = 2 3 4x6 = 7 6 8 5 9 3x4 -;:: 2x4 II 2x4 II 3x4 zz 4-0-0 5 10 8 9-10-8 4-0-0 1-10 8 4-0-0 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 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross —bracing— be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 9-10-8. Installation guide. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 1=-118(LC 4), 4=-118(LC 4), 6=-184(LC 4), 5=-184(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=263(LC 14), 4=263(LC 17), 6=322(LC 15), 5=322(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 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=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-13 to 4-0-0, Interior(1) 4-0-0 to 5-10-8, Exterior(2) 5-10-8 to 8-7-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 118 lb uplift at joint 1, 118 lb uplift at joint 4, 184 lb uplift at joint 6 and 184 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IR WI N V 13 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:53 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpNl5zv4 W6-Hy9c4Hi5HeGvo4MnvLrQXNHGv3xQHfdxAHwKElzun 1-9-0 7-8-0 -_ 13-7-0 1-9-0 511-0 511-0 Scale = 1:22.9 2.88 F12 46 = 2x4 11 3x4 11 2 3 9 4 3x4 1 Lc 71 F Li Li 8 10 7 11 6 12 5 2x4 II 3x4 = 2x4 11 2x4 11 1-9-0 7-8-0 — -- 13-7-0 1-9 0 5-11-0 5-11-0 Plate Offsets X Y -- 5:0-2-0 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 51 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-7-0. (lb) - Max Horz 8=39(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5=-181(LC 4), 7=-199(LC 4), 6=-393(LC 4) Max Grav All reactions 250 lb or less at joint(s) 8 except 5=322(LC 13), 7=375(LC 11), 6=736(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-344/267, 3-6=-608/459 NOTES- (7) 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; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 1-9-0, Interior(1) 1-9-0 to 10-5-4, Exterior(2) 10-5-4 to 13-5-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 5=181, 7=199, 6=393. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN V13A VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:53 2 118 Page 1 ID:oSa64QYGPxoN6Lz3MkpN 15zv4 W6-Hy9c4Hi5HeGvo4MnvLrOXNHHQ3xVHf WxAHwKElzuno 6-11-4 13-10-8 6-11-4 6-11-4 I Scale = 1:21.8 I 46 = 2.89 F12 2 i i i 1 3 I 3x4: 5 4 6 2x4 11 3x4 I i I 13-10-8 13-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=262/13-10-8 (min. 0-1-8), 3=262/13-10-8 (min. 0-1-8), 4=730/13-10-8 (min. 0-1-8) Max Upliftl=-202(LC 4), 3=-202(LC 4), 4=-512(LC 4) Max Grav 1=317(LC 13), 3=317(LC 15), 4=730(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-514/484 NOTES- (7) 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=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever le and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=202, 3=202, 4=512. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • •• • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN V13B VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:53 2018 Pagel I D:oSa64QYGPxoN6Lz3M kpN I5zv4 W6-Hy9c4Hi5HeGvo4MnvLrQXNHD73ubHfRxAHwKElzuno 8-11-4 13-11-4 8-11-4 5-0-0 Scale = 1:22. 4x6 = 2.88112 2 7 3x4 I I 6 3 1 Li 8 5 9 4 3x6 : 2x4 11 2x4 I I 8-11-4 13-11-4 8-11-4 5-0-0 Plate Offsets X Y -- 2:0-3-0 0-2-4 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 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 43 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=203/13-11-4 (min. 0-1-10), 1=384/13-11-4 (min. 0-1-10), 5=794/13-11-4 (min. 0-1-10) Max Horz 1=55(LC 4) Max Uplift4=-182(LC 4), 1=-272(LC 4), 5=-497(LC 4) Max Grav4=287(LC 15), 1=384(LC 1), 5=794(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-566/499 NOTES- (7) 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; C-C Exterior(2) 1-2-13 to 4-2-13, Interior(1) 4-2-13 to 5-114, Exterior(2) 5-114 to 8-11-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=1b) 4=182, 1=272, 5=497. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN V13C VALLEY 1 1 Job Reference (optional) Trussoorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:54 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpN[5zv4W6-18LIdj2yOmPExzT2Mf3bqScTHiO734PxgtmBzunoIN 10-11-4 13-11-4 10-11-4 3-0-0 2.88 12 Scale = 1:22. 46 = 3 2x4 11 2x4 11 9 4 2 ti Li 10 7 11 6 12 5 3x4 ; 2x4 11 2x4 11 2x4 11 10-11-4 13-11-4 10-11-4 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-11-4. (lb) - Max Horz 1=136(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 5=-128(LC 4), 1=-157(LC 4), 7=-405(LC 4), 6=-196(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 5=271(LC 17), 1=318(LC 14), 7=677(LC 7), 6=335(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-521/418 NOTES- (7) 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; C-C Exterior(2) 1-2-13 to 4-2-13, Interior(1) 4-2-13 to 7-11-4, Exterior(2) 7-11-4 to 10-11-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5, 157 lb uplift at joint 1, 405 lb uplift at joint 7 and 196 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• to •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRVVIN V13D VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:56:54 2018 Page-1 ID:oSa64QYGPxoN6Lz3MkpNl5zv4 W6-18)_Idjj2yOmPExzT2Mf3bgRoTG006o4PxgtmBzuno 12-11-4 I 13-11-4 - - 12-11-4 1-0-0 46=2.88�dMe = 1:23.4 2x4 11 3 4 I I 9 2x4 11 2 I g 1 Li 10 7 11 6 12 5 2x4 11 3x4 % 2x4 11 2x4 11 I 12-11-4 13-11-4 12-11-4 1t LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-11-4. (lb) - Max Horz 1=216(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 5=-179(LC 12), 1=-159(LC 4), 7=-456(LC 4), 6=-187(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 5 except 1=336(LC 14), 7=810(LC 7), 6=423(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-623/475, 3-6=-245/269 NOTES- (7) 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; C-C Exterior(2) 1-2-13 to 4-2-13, Interior(1) 4-2-13 to 9-11-4, Exterior(2) 9-11-4 to 12-11-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 5, 159 lb uplift at joint 1, 456 lb uplift at joint 7 and 187 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • •• • • • ••• • • • • ••• • • • • • • • • • • • • 000 0 0 0 000 0 0 Job Truss Truss Type Qty Ply 114 NE 106 ST MIAMI SHORE, FL IRWIN V15 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Jan 16 12:5654 2018 Page 1 ID:oSa64QYGPxoN6Lz3MkpN15zv4W6-18j_Idj 2yOmPExzT2Mf3bqT9TIL07G4PxgtmBzunoIS 5-0-0 10-7-12 15-7-12 j 5-0-0 5-7-12 5-0-0 Scale = 1:25.4 1 9 2 3 10 4 I U Li Li Li 8 11 7 12 6 13 5 i 5-0-0 10-7-12 15-7-12 5-0-0 5-7-12 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 15-7-12. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) except 8=-146(LC 4), 5=-146(LC 4), 7=-319(LC 4), 6=-319(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 8=302(LC 10), 5=302(LC 13), 7=621(LC 1), 6=621(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-508/375, 3-6=-508/375 NOTES- (8) 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; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-6-0, Extedor(2) 12-6-0 to 15-6-0; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 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 146 lb uplift at joint 8, 146 lb uplift at joint 5, 319 lb uplift at joint 7 and 319 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• • • • • • ••• •• % • ••• • • • • • •• • • • •• ••• •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• BCIS Home Log In ± User Registration Hot Topics I Submit Surcharge ! Stats & Fads Publications I FBC Staffs BCIS Site Map I Links I Search I 4RProduct Approval USER: Public User Product Approval Menu > Product or Application Search > Application Lis[ >> Application Detail FL # FL17236-R2 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard.and Year (of Standard) Equivalence of Product Standards Certified By IN USP Structural Connectors, a MiTek Company 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@nili.com Jim Collins P.E. jcollins@mii.com Jim Collins, P.E. 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Todd Asche 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC ICC Evaluation Service 12/31/2020 Terrence E. Wolfee-21 ••• • • • • • •• ArdcoPy geoelv;d: ' it Validation Checl•list - • •• ••• FL17236 R2 COI Certification •• Independence • • • •• for Evaluation.odf • ••• of • • ••• • • • • • • • • • • • Standard • • • • • • • • • 0 AF&PA N.D.S ••• i• ••• •a• ••• 0J&12 ASTM 07147 2011 • •• •• • • • •0 •• uesign Pressure: N/A Other: Created by Independent Third Party: `'• Evaluation Reports 17 36 R2 AE ESR-3448.. (BN DS FTr GTH anchors). odf: 17236.7 HHCP2 Hurricane/Seismic Anchor Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL17236 R2 II ESR-3448. (BN 25C FT T GT H ooc Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: anchors).odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R2 AE ESR-3448...fBN nSr Frr rr rn i u.-., anchors] odf 17236.8 HTHJ26-18, HJC26, HJC28 Hip/Jack Connectors Limits of Use Approved for use in HVHZ: Yes Installation Instructions - FL17236 R2 II ESR-3448 (BN DSC FrC GT Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: GTI I HCPRS anchors), odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R2 AE ESR-3448 (BN DSr FTC GT GTQ H pRS anchors).odf —� — —� 17236.9 LDSC4L/R, DSC4L/R Drag Strut Connectors --� _ ----, Limits of Use Approved for use In HVHZ: Yes Installation Instructions 3 FL17236 R2 II..ESR-3448...(BN D FT T T HCPRS Approved for use outside HVHZ: Yes J anchors Impact Resistant: N/A Design Pressure: N/A Other: .)_odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTQ HCppS i.anchors),odf _— -- T— 17236.10 RT3A, RT4, RTS, RT6, RT7, RT7A, Strap Rafter Tie RT10, RT15 Limits of Use Approved for use in HVHZ: No Installation Instructions FL17236 R2 II ESR-3448... (BN DSC FTC GT CTHCpgS Approved for use outside HVHZ: Yes anchors).odf Impact Resistant: N/A Design Pressure: N/A Other: Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTu HCPRS anchors).Ddf—_ _ ---�� 17236.11 RT8A, RT16A, RT16-2, RT20 Strap Rafter Tie Limits of Use Approved for use in HVHZ: Yes Installation Instructions — FL] 7236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS 1 Approved for use outside HVHZ: Yes anchors).Ddf Impact Resistant: N/A 'Design Pressure: N/A Other: I . Verified By: ICC Evaluation Service, LLC a Created by Independent Third Party: i Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GT) HCPRS anchors).Ddf 17236.12 SBP4, 3BP6 Plate i Limits of Use Approved for use In HVHZ: Yes Installation Instructions + FFl 17236 R2 II ESR-3448 (BN DS FT T GT HCPRS Approved for use outside HVHZ: Yes Impact Resistant: N/A Otiie4 JnW&Vri �`QA • • • • • • • • % • • • • • • • • • • anchors).Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).odf SLC�4, S;C26, STC28 Scissor Truss Clipf F17236.13 Usl ; ; ; • • • Installation M r s fi HN •Yes � � � %i• • • fowuse sutside HNHZ:•Yes anchors).odf Impact Resistant: N/A Design Pressure: N/A Qther:4 . • • * • • • • • • Evaluation i • i i i i � • • • • • • — anchors).odf Instructions FL17236 R2 II ESR-3448...(BNed Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: I Reports FL17236 R2 AE ESR-3448 MN DSC FTC CT GTU HCPRS 1 CC -ES Evaluation Report ESR-3448* Reissued October 2014 This report is subject to renewal October 2016. 62VLAE-ickes.orq 1. (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DMSION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Stietllon: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: UFSP STRUCTURAL CONNECTORS, MiTek®USA, Inc. 4= SOUTHCROSS DRIVE, SUITE 200 B URNSVILLE, MINNESOTA 55306 (M52) 898-8772 vvv.uspconnectors.com irl.Muspconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS FOR WOOD- WUMED CONSTRUCTION -TRUSS CONNECTORS 1. 0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code (IBC) • 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2,0 USES The USP structural connectors described in this report (see Table 14 for a complete listing) are used to connect wood framing members in accordance with Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors may also be used in, structures regulated under the IRC when an engineered design is submitted to, and approved by, the code official, to accordance with Section R301.1.3 of the 2012, 2009 and 2006 IRC. 3.0 DESCRIPTION , 3.1 BN Breakfast Nook Hanger: The BN Breakfast Nook Hanger is designed to connect four sets of mono -trusses or other wood -framing members in the traditional "breakfast nook" configuration. The hanger is cold -formed from No. 14 gage steel, and is prepunched for installation with 10d common nails into the header and 10d by 11/2-inch-long nails into the joist. The hanger joints are factory -welded with 1/e-inch (3.2 mm) fillet welds. See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable loads, and typical installation details. ....- 3.2 LDSC4 and DSC4 Drag Strut Connectors: The LDSC4 and DSC4 Drag Strut Connectors are designed to tie wooden truss chord members to the top plates in a wall system. The connectors are fabricated from No. 14 gage or No. 3 gage hot -rolled steel. The DSC4 is prepunched with holes for installation with USP Structural Connectors WS3 wood screws, which are provided with the device. The LDSC4 Drag Strut is prepunched for installation with 10d by 11/2-inch-long nails. See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.3 FTC Floor Truss Clip: The FTC Floor Truss Clip is designed to transfer vertical (in -plane) loads between two floor trusses having single - ply chords or double -ply chords to allow the two trusses to act as a single floor girder truss. The clip is cold -formed from 18 gage steel, and.is prepunched for 10d common or 10d by 11/2-inch-long nails. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 GT Girder Truss Hanger: The GT girder truss hanger is designed to hang girder trusses off of other girder trusses or other wood supporting members. The U-shaped portion of the hanger is fabricated from No. 7 gage hot -rolled steel plate, and is factory welded to the back plate, which is fabricated from No. 3 gage hot -rolled steel plate. The U-shaped portion of the hanger is prepunched for installation with 16d common nails; and the back plate of the hanger is provided with holes allowing the installation of either 3/4-inch- or 1-inch- diameter (19.1 or 25.4 mm) bolts. See Table 4 and Figure 4 for product dimensions, fastener schedules, allowable loads, and a typical installation detail. 3.5 GTU Girder Truss Hanger: The GTU Girder Truss Hanger is designed to support a girder truss from another girder truss. The girder truss hanger is fabricated from No. 7 gage hot -rolled steel plate, and is prepunched for installation with 10d common nails and 3/4-inch-diameter (1.9 mm) bolts. The seat is factory - welded to the supporting base with 3/1e-inch (4.8 mm) fillet welds..8ee Yable•5 endeFigw-ee5 for product dimensions, fastener schedules • atlowalle• leads, and a typical installation deiarl.. . •• ••• •• • • • •• 3.6 HCPRS Hurricane/Seismic Anchor: The tiCP.F § Hurrigane/Seismi cAnchor is designed to tie trusses and rafte.,&s or dme insioMC2bydumber wall studs to bottom plates 764the purpose of &sitting uplift, lateral __r.-ant�_tansyerse to>a49..Ilw'-anchb4 Ts. ft&--formed. from_No.. Revised March 2015 . •.• • • !CC -ES Evaluation Reports are not to be construed as representing aesthetics or anv other attributes not &ecinally adffresled,4hor a* theoto be construed as an endorsement of fhe subfect of the report or a recommendation for its use. There is no warranty by / C Ev;luajioneSeryice�LLC�xpr�s o f imllied, as to any finding or other matter in dais report, or as to any product covered by the report • • • • • • • • • • • • Copynght ® 2015 Page 1 of 19 DIVISION: 06 00 00 W00%';RLASTICS AND COMPOSITES SECTION: 06 05 23- -UV OI `pLAS It; ANptO I OSIITE FASTENINGS � REPORT HOLDER t k5P f UTURAL CONIIIECT 3 liTek® USA INC ;a} 14305 SOI'GROSS ®Li20p y BURNSVi" t `wa LL£, MINK EVALUAtIC1N SUBJECT: - USPSTRUCTURAL CONNECT'di'k $FOR WOOD FR��I1�e,1 � S NSTRUCTION—TRUSS C1ORS 1VY' • 1CC • ICC--- • I`RN1• • / '�''�/j • .• .••••LJS��?I• Look for the trusted nftks bf Lonforr;4e I: • • • • • "2014 Recipient of Prestigious Western States fjsmij Policy Council (WSSPQ Award in ExctYeAce" • • • • • ! • • i ow, • • • • • 0 • • • A Subsidiary of O t ICC-ES Evaluation Reports art not to be construed as representing aesthetics or any other attributes not % specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a-. recommendation for its usa There 0ono warrc" bJ AT Evaluation Service, LLC, express or implied, as\ to any finding or other matron this repdrt, orasloany{�roduct covered by the report. •• •• ... . .• .. .. • tw . . .. . ... Copyright © 2015 ESR-3448 I Most Widely Accepted and Trusted page 2 of -, a 18 gage steel, and is prepunched for installation with 8d common or 8d by 11/2-inch-long nails. See Table 6 and Figure 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 HGA10 Hurricane Gusset Angle: The HGA10 Hurricane Gusset Angle is a connector designed to connect wood -framing members together. The connector is cold -formed from No. 14 gage steel, and is prepunched for installation with USP Structural Connectors WS3 or WS15 wood screws, which are supplied with the device. See Table 7 and Figure 7 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.8 HHCP2 Hurricane/Seismic Anchor: The HHCP2 Hurricane/Seismic Anchor is designed to connect hip rafters or trusses to wall top plates, such that the rafter or truss bisects the 90-degree angle between the two intersecting wall planes. The anchor is cold -formed from No. 18 gage steel, and is prepunched for installation with 10d by 11/2-inch-long nails. See Table 8 and Figure 8 for product dimensions, fastener schedule, allowable loads, and a typical installation.detail. 3.9 HJC and HTHJ Hip/Jack Connectors: The HJC and HTHJ Hip/Jack Connectors are designed to support single -ply. hip and jack trusses from double -ply girder trusses. The hip truss is installed at 45 degrees with respect to the jack truss. The HJC series connector is cold - formed from No. 12 gage steel, and Is prepunched for Installation with 16d common nails to be installed into the supporting truss or girder bottom chord and 10d common nails for nailing into the hip and jack members. The HTHJ series connector is cold -formed from No. 18 gage steel, and is prepunched for installation with 16d common nails. See Table 9 and Figure 9 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.10 RT Strap Rafter Tie: The RT Strap Rafter Tie is designed to connect roof rafters and trusses to their supporting construction. All RT series connectors, except the RT10 and the RT20, connect roof rafters or .trusses to .the top plate. The RT10 and RT20 connect the rafter or truss to both the top plate and the vertical wall stud below. The RT connector is fabricated from No. 18 or No. 16 gage steel, and is prepunched for installation with 8d common, 8d by 11/2-inch-long, 10d common or 10d by 11/2-Inch-long nails. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.11 SBP Plate: ' The SBP plate is used to connect rafters and trusses to the top plate, to resist uplift loads, as well as in -plane .- ram..-.......... Vi F✓vnuwulal w u to wF F ICLO. The SBP plate is provided as .a two-piece installation on each side of the member being supported. The SBP plate is cold -formed from No. 16 gage steel, and is prepunched for installation with 10d common nails into the plate and either 10d common nails or 10d by 11/2-inch-long nails into the truss. See Table .11 and Figure 11 for product dimensions, fastener schedules, allowable loads, and a • typical installation detail. 3.12 STC Scissor Truss Clip: • dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.13 Materials: 3.13.1 Steel: The specific types of steel and corrosipn protection for each product are described in Table 13 Of this evaluation report. Minimum base -steel thicknesses for the different gages are shown in the following table: ror sr 1 mcn = Z5.a MM. 3.13.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural composite lumber (SCL) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for SCL), except as noted in Section 4.1. For connectors installed with nails compliance to Section 3.13.3.2 or USP WS series wood screws compliance with Section 3.13.3.3, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are SCL must be recognized in, and used in accordance with, a current ICC-ES evaluation report Refer to Sectlon 3.13.4 for issues related to treated wood. 3.13.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this evaluation report are specified in Sections 3.13.3.1 through 3.13.3.3 and in Tables 1 through 12. 3.13.3.1 Bolts: At a minimum, bolts must comply with ASTM A36 or ASTM A307, and must have a. minimum bending yield strength of 45,000 psi (31.0 MPa). Bolt diameters must be as specified in the applicable tables of this evaluation report. 3.13.3.2 Nails: Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F1667;'and must have lengths, diameters and bending yield strengths, Fyn, as shown in the following table: iWT£N£R• &SIGNA-50h • • • • • FA TE Eli :. " : G H 9 . Dn+ h4L • SHANK MAMETER • (inch) MINIMUM REQUIRED Frn (psn •• d.1.' •• • .5• • •• 0.131 100000 8d common 2.5 0.131 100000 100rgmmon . •3.0 . • 0.148 90000 • 10 - 1'/z • • • .5 •0•148 •16d Wmmon • • ,.5 • • • 0!162 E90000 90000 _ _ -------------�--6-89b-per -- The: STC 8elsser Tr-rsss --GWis designed comect ..a.. .... :..... . single -ply scissor truss to nominally 2-by-4, 2-by-6 or 2-by- 3.1 . ; WS Pejiep Vyp?d•Scro%vs: The WS series wood 8 wall top plates. The connector is cold -formed from No. 12 screws tised with t ke HIGA end DSC connectors must be gage steel, and has prepunched horizontal nail slots for USa Str+uGural 484nec;ors;VS3 and WS15 wood screws, horizontal adjustment of the scissor truss, and prepunched as bes41*be8:In%9R 1;'th8:appropdate size of WS flanges for installation with 10d by-11/2-inch-long nails into series wood screw must be used, as indicated in the wall top plates. See Table 12 and Figure 12 for product applicable tables of this evaluation report. t ESR3448 { Most Widely Accepted and Trusted Page 3 of 19 3.13.4 Use In Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant - treated wood must comply with Sections 2304.9.5 in the 2012, 2009 and 2006 IBC or Section R317.3 of the 2012 and 2009 IRC or Section R319.3 of the 2006 IRC. The lumber treater or the holder of this report (USP Structural C(nnectors), or both, should be contacted for recommendations on the appropriate level of corrosion resistance for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative -treated or fire -retardant - treated lumber. ¢.0 DESIGN AND INSTALLATION 4.1 Design: The allowable loads given in Tables 1 through 12 are based on allowable stress design. The use of the allowable loads for the products listed in Table 13 must comply with all applicable requirements and conditions specified in this evaluation report. The tabulated allowable loads are for normal load duration and/or short load duration, based on load duration factors, Co, in accordance with Section 103.2 of the NDS, as indicated in Tables 1 through 12 of this evaluation report. No further increases are permitted forbad durations other than those specified. The tabulated allowable loads are for connections in wood used under cortinuously dry conditions where the maximum moisture content in wood is 19 percent (16 percent for SCL) or less, and sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for SCL), or where the in-service moisture content in wood is expected to exceed this value, the applicable wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 1D0-F (37.8°C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Ct, specified in Section 10.3.4 of the NDS. The group action factor, Ce, has been accounted for, in accordance with Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. Connected wood members must be checked for load - carrying capacity at the connection in accordance with NDS Section 10.1.2. 4.2 Installation: Installation of the USP structural connectors must be in accordance with this evaluation report and the manufacturer's published instalLatiog . jpstryritiW. Bolts must be installed in aceordaAca,w�h..JDS¢ection:1.1.2. WS series wood sere % Swst Se qqnstalied•in accordance with ESR-2761. ; ; '.' 0 0Go :.. .. 4.3 Special Inspection: 4.3.1 Main WlndeForee4tesl�ttrtig item' afldpr xhe IBC: Periodic spacial inspection Tuylt�be�corVuc1!b0*for components withia tbe.msin windAfo;ce-resist4nq system, — Nc�a rrsgwifctr rri-asEor9aiiee wtin Se�it�7Ts-TYtr -i! aTM-- __.- "1705.10 bf`ttie-201-Z-IBC,-'S=ections-170-4-and 1706 bf the 2009 IBC, and Section 1704 of UW 2.00,6 IBC. . ... . . . . . . . . . . . . ... . . . ... 4.3.2 Seismic -Force -Resisting System under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installation under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The USP Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified, designed, and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times dgring installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.13.2 and 3.13.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. . 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant -treated lumber must be in accordance with Section 3.13.4. 5.6 Factory -welded connectors identified in Table 14 are manufactured at the designated facilities under an approved quality control program with inspections by. ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION. Each connector described in this report is identified by the product model (stock) number, the number of the 1CC-ES index evaluation report for USP Structural Connectors E -26 5), and by one or more of the following designations: USP Structural Connectors, MiTeke USA, Inc., or USP Structural Connectors, a MiTeka Company. Labels on factor -welded connectors identified in Table 14 as being manufactured under an approved quality control program. ESR-3448 I Most Widely Accepted and Trusted Page 13 of 4g TABLE 9—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS''' STOCK STEEL DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (tbs.) GAGE W H D Carrying Truss Carried Trusses 4 Download Uplift Rty Type Type Jack HIP Total Jack Hi p Co=1.0 Co=1.15 Co=1.25 Co=1.6 Co=1.6 Co=1.6 HTHJ26-18 18 5% 5 5 16 16d common 5 7 16d common 2,190 2,520 2,740 1,045 745 1,790 HJC26 12 6 5% 3'/4 16 16d common 7 5 10d common 2,385 2,740 2,980 — — 1,840 HJC28 .12 6 7'/s 31/4 20 16d common 8 6 10d common 2,980 3,425 3,505 — — 1,840 or of: 1 in d 1 — 27.4 rurn, 1 iD. = 4.45 N, 1 psi = 6,895 Pa. 'Allowable loads have been adjusted for load duration factors, Cp, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. ZAllowable loads are for installations in wood members complying with Section 3.13.2. Wood members must also have a reference compression perpendicular to grain design value, Fes, of 625 psi or greater. 3See Section 3.13.3 for required fastener dimensions and mechanical properties. °Allowable downloads are the total allowable download for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the jack truss: Allowable uplift loads on the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the jack truss. "C IJ = oi: FIGURE 9—HJC AND HTHJ HIP JACK CONNECTOR 12/4/2017 Florida Building Code Online ZG) =:MCC:= BCIS Home i Login t User Registration Hot Topics submit Surcharge stats & Facts Publications i FBC Staff BCIS Site Map j Links ! Search Ui! Product Approval r .USER: Public User ~ Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL16294-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah, FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Vipin N. Tolat Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Jesus Gonzalez, P.E. ?' Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL16294 R2 COI scan0205.Ddf •• ••• • • • • • •• • Standatd • • • • • • • ' ' • • ' • •.• • • Year • ••• AISI S1.0i0 • • •• • • • • • • • • • •• 2010 ASTM D1761 2006 NDS 2012 • ••• • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • ••• •• •• • • • •• •• • • • • ••• • • http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd°/*2baiQ°/p3d%3d 1/3 12/4/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/31/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 09/27/2017 Summary of Products _. ..... -......... _._.._---___..._.._.___.----_---.---__._....__.._ FL # Model, Number or Name Description 16294.1 ! AB5, AB7, NVHC 37, Tables 16 and 18 gage angle Clips and 5 way grip clip `':17 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 II scan0349.odf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 j Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes r.._.............__.........._......__......._...._....................... 1.___....._._..__.._ -- -- - - -- ....--- .._..--.................................. _............ -..... ....__..._.__._......... _...... _................ ---..... .... --..._...._-.--- 16294.2 NVBH 24 and NVUH 26, Tables 2 and Joist hangers !3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.3 i NVHCR, NVHCL, NVSTA, NVHTA Tables 9,10,11 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.4 1i NVJH, NVSO Tables 12 and 13 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Ather: Installation Instructions FL16294 R2 II scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes 18 gage Hurricane clips and 14 gage single and double straps Installation Instructions FL16294 R2 II scan0349.Ddf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes 18 Gage and 16 Gage Joist hangers Installation Instructions FL16294 R2 II scan0349.Ddf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes j 16294.5 NVRT, Table 4 14 Gage Flat and twisted rafter ties. i------------- - ..._.... - - 1.__._.._._..._...._._._._....__._...--......... .._...... .... ............ _..... ---.... _........... .--------- --- — ----..._._.__..._.—...... -_._.—....._... ----- Limits of Use Installation Instructions i Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 j Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 R2 AE scan0349.odf —s • • • • • • Created by Independent Third Party: Yes _---- r—S • • i 16294.E •• �� 6NfSrV3*.VV 35$*NV 458, Tables Skewed Nail Plate and 14 Gage double straps. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf i I Approved fewase outside NVHZ: rt:5• � • � Verified By: Vipin N. Tolat, P.E. PE 12847 { i Impact Iteslslant: P A • • • • • • Created by Independent Third Party: Yes Design Pre �su�e+N/�4 • • • Evaluation Reports Other!. •. • FL16294 R2 AE scan0349.Ddf j — Created by Independent Third Party: Yes �-- 16294.7 • • • • • jV\o:;TA, NVVP!-raUles 20 and 21 - - 14 Gage Single and Double Straps Limits of CIse • • • • • • • • Installation Instructions j Approvectforg*ej§tip lies �: •.• FL16294 R2 II scan0349,Dd j Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 2/3 "VIPIN N. TOLAT, P.E. �°orrin� �°n�azee� 151Z3 L,antcrn Creek Lane, Houston, TX. 77069-3831. TEL: 281444-9183 Fax: 281-444-9184 Email: vtolat@sbcglobalnet Page 1 ENGINEER'S EVALUATION REPORT # NU0413A CATEGORY: Structural Components. SUB CATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries Inc; 1055 E. 29'" Street, Hialeah, FL. 33013 www.nu-vueindustries.com nuvites-)bel l south.n.et Phone:305-694-0397 Fax: 305-694-0398 &Virn j'g - '54s fie acto ge'q/ 4W/l/a 1.0 EVALUATION SCOPE: Compliance with 2014 Florida Building Code- Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables l through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPECIFICATIONS: 1. Steel shall. conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. tensile strength.45 ksi and min. galvanized coating of G 60'per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2012 3. Design loads are for S. Pine,. specific gravity 0.55. Design loads for other species shall be adjusted per NUS 2012. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6: Allowable gravity loads have been adjusted for CD values of L0, 1.15 and 1.25 per table 2.3.2 of NDS 2012. Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tic beams shall be min. of 2500 psi. Concrete Masonry. Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall .. ... . . . . . .. comply with ASTM G90. . . . . . . . 6. Combined load of Uplift, Ll and L2 shall satisfX the foeo=virg�ecatiow. Achlal Uplifft + Actual L1 _ + Actu'arl,2 "<=1.0 • •• Allowable `Uplift Allowable Ll Allowable L2 . ... . . ... . .. . .... ... . . . . . . . . . . . . . ...... .. . . .. . . . 000 see ... . . . . ... . . fd ... . . . ... f 3 I Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report supersedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc. (PT) Atec Associates Int(Atec) and PSI Inc and signed and sealed calculations in conformance with FBC 2014 by VipinN. Tolat, P.E. Tests conducted do conform to ASTM D 1761- 2006 and AISI. S 100-2010 and calculations for design loads conform to NDS 2012. Product Test #/Test lab Date tested Tested NV'I'A/NVTAS 02-3938/PT 8/6/02 NVTA/NVTAS 02-4073!PT 11 /6/02 NVTA,'NVTAS 02-4074,PT 11/6/02 NVTA/NVTAS 02-4075/PT 1 1 /6/02 NV-FA/NV'1'AS 3.1 ?2456.0002/ATEC 7/6/02 NVBH 24 02-4096/PT 123/02 NVUH 26 02-4095/PT 1/17/03 NVRT 03-4177/PT 2/3103 NV RT 034202/PT 2/19/03 N VRT .0 3/4270,4271 /PT 3/27/03 NVTH/NVTHS O4-4698/PT 4/15/04 N VSNP3 03-4482/PT .9/1.5/03 NV358 03/4543/PT 12/19/03 N V458 03-4590/PT 12/31/03 NVHGL/R. 03-4625/PT 1 i21 /04 NVSTA/NTVHTA/NVST'A-H/NVHTA-H 04-4641,4642/PT 3/1.7&3/22/04 NVJH24,26,28 03-4385,86,87/PT 5/30/03 NVSn236 03-4349,57,58 PT 5/13,5/19,5/20/03 NVTP4 03-430344/PT 4/21, 5/1iO3 NVTP4H 03-4345,43/PT 5/2, 5/5/03 NVIIC43,43/2 70-02-94-00381/ATEC 11/27/95 A1335 05-5195,95A/PT 2/15/08 • *kBW : : : • • • • 05-5196,96A/PT 2/15/08 .' . �Vjjj3l: ;'. % .' 03697.0001/ATEC 11,27/96 ' jkal : ' -' :.' : • • . • • 05-5612/PT 3/20/06 IKE2 06-5622/PT 5/l/06 . ... . . ... . ... .... . .. . . . . . . . . . . .. ...... . . . .... ... .. .. . .... .. . . ... s 3 NVTHJ26 NVTW28 04-49951PT &138-96013-01 /PSI 1/31/05&2/7/89 04-4996/PT& 138-96013-05/PS1 1/31/05&12/2/89 Page 3 6.0 DESIGN: I Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads are based on allowable stress design per NIBS. 2. Capacity of wood members is not covered by this report. Allowable loads shall not exceed the capacity of wood members. Capacity of wood members shall be checked by Engincer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODIBONS OF USE: I . NuVite Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 of this report. 2. Design loads must be less than the allowable .loads shown in all the tables of this report. 3. The connectors,must be manufactured, identified and installed in accordance with, this report and the manufacturer's instructions. 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah, Florida under a quali ty control program with inspections by NAM] Inc having State of Florida license # QUA 1789. Vipin N. Tolat P.E. Florida P.E. #12847 8/31/2015 vnt/nu,0413A 0 t'1411111114 -.** 'r04 C E N No. 12847 10 -0 • STATE OF 10 0 R mop_ a SCALE: 1 4 tYd" TABLE 9 HURRICANE CLIPS Product Code Description Gau a g. Foetenen tad x IV Allowable Ladds lbs Header ,pot Uplift L1 L2 N1MCR HUFACANE CUP — RIGHT 1s 6 6 525 253 UZI NVHCL HURRICANE CUP — LEFT 18 6 8. '525 253 333 For Upliff; use two Gips, one on each side to comply with section 2321.7 of the F8C CD=1.6 for uplift, Ll & L2. TABLE 10 NVSTA—Single Strap Total No, Total No. of Allowable Loads (lbs) of Fasteners Fasteners in F'c-2500 Psi in Strap 20 GA. Seat 1Od x 1ij' 10d x 17j• UPtift Li L2 5 6 t308 700 1049 8 8 1426 760 1144 7 6 1545 823 - 1239 $ 6 1664 887 1: 9 1 6 1783 960 1130 m1.6 for Uplift, L1 & L2. 0 o Lj kT 4 o m • a. T o Side Mew 20 GA. Seat 14C NVIN tY4" 1Y4" h !7_ 4• Min. concrete UPLIFT SW 0.203•X 1` Embe"t. • • 1 • o 2 • • • • • Mn Y� dm. i • • •y� ;NVSTA 12ti N VSTA j� • • • • • • i • • • 44H 44H •• •• ••• •• +� —Reinforced tfo Concrete boom Min. 2#5 • • • • • • Tap!• bottars or reinforced • • • Lt • • OdtcreA 1:,ck wrX • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • to a,o'd e a-,ord y L2 „ 2-29 hoer NVHCR L1 TABLE 11 H 4• um. Concrete LIPl1FT • EmbeOnanL l2 J Reinforced Concrete +-- tie boon Min. 215 Top & bottom or reinforced Concrete Work v O WEB BRACING RECOMMENDATIONS77 - M=MUMTRUS8 MW FORC00b8.)($w note 7) mce 24uO.C. 48*0,0. 72• O.C. BRACING MATERIAL TYPE BRACING MATERIAL rYPE BRACING MATERIAL TYPE A 6 C D A 8 C D, C D '�• %�'+•4,J't.,.;�y.: .w^•'F �'�'„T' '' rJr.:.a` .i;:•�,• yr..r'br •, ...r� r.". iD'-0` 18t0 INS loss Y828 ..i�-�:`1^:�•t��([Y• �ra'S ! � � ';��'�.:� +1�I� •".J'1'.:.+.�.-'•.JZ ,, •,••:•,:1•r.:.y..• • r'A-J %' t.k%ri Y' r •r7'- r T 'J...•. .• %.i. ...r�'•. ••: 1z gs148 $i48.4f8 476t2-018E 13E +�. 7074 ` 1100 1347 1847• Iml :: '„,�rT�� +w ;, 5 Wvt , 'j• ti 1170 ii7p' 171i8 •v• ?968 :SM 18'-0" 804 1048 1048 167p `��tyi's Mr(� 'ram ;� -"ok T• �+� ' �•r7f S'. 'fw 814g 4+ 4 k 1 • �- yfgy ia48 14f4-i+, 1888 188!}. II8119., R.W izo sties be mmured In between the o *.- of pWp of d qom b. TYPE BfRAC1NCiNU1TERIALS s GENERAL. �. eueoHAl>"Aala�tneaue�oTot111a tATalyY MA0a1CAWl1MR ' ��ooWwsAora,nut>tAryerAsatte�ei wAouAtreo • 1 X4 WD.488P L nm4N�R+}TCNgAIIR.umcmtARAAL/!AO! w-arlHBfA'I rom A OR, R JA4=A:e H10A�1dq1Tj0eAL ADNj tt:eaSANe IX4#2SM(DF,HF,OPF)' AT pop pAMMULN� 0>roala�a+•ya1�e w + el+Aae14-1 70UMnarsewmnee 1 iw:raeOM etu B 2x3t3 F06COW(SPF,OF.HF,OR8Pf �.+�9T+f�tae.aa�uT>n+ALrwq�iu ai !at'rfrn7�rn�aru�rafirw R IJ�iGI n C1RCLTRlAJ011eMIDeF101AdOYg4}V14TLf116T,ONdT11WerA� rvno4NlM2 R AipN00eiM10 01 OggU1T Ci 2 X4 R3, 8Tq CONST(SPF, DF, HF, OA SP) 7>AlptA111'eRA01lIOOriIiX r1ATeflde�eDT1a 1711M1 /RalJihyarpa raaliM�l•>!14 NiTllctrla«a Or�14lITEaaPOVdCL Or •nl7RllierlrlT D 2 X e 01 OR SETTEE (SPF; DF, HF, OR OF) . ►Mirs��adLY••r:i(blYwDa6TlKlee ► w'akToat'aosno vales oatearf o�AwNa raswes roman R TAswtaovAwieeAnaeAe�aAaa�.i.a FOR BTABILIMM iomv*n b provided ai a rw=menddm m -brthe arrord for .. ybmft of dte kdvkkW b, a wet, art: Addbr�.. r11ay atY be nqulredfior tlfa etablAty word roof ryetem• 'IT>f me9069m Am•here b pid one i that cart be used to p wib etablllty against web budit. CONTINUOUS LATERAL AESTRAWT 2-1 Od NAILS (SEE NOTE 4) 471'q . • ASANDO R. PEREZ ••• 26016 1$1� SW33 • . . MULMr, L. (308) 21 44 ... _ DATE .. G'. 1. .. .. L-BRACE DETAIL Nailing Pattern Note. L-Bracing to be uwvo6ncantinuous L•Brace size ' Ne9 SPie ' +IaN 8 dng lateral brecirlq lihnpracdcd L•brace N or B tOd 8• o.c. must cover 9096 of wefrlerq�. 2N4, B, or B 18d 6• o.c. Note; Nall aft ente length -of L•Brace •8raoe. (Orr T' w-PVs Nall to Both P#es) for Ores -ply VUSB ' Ao Mntinucus ��r�cing Nail Web Size 1 2 . 24 or 94 1x4 A!•GAO .2xs fff saSPACING"'• DIRECT SUBBTrrUMN NOT. APUCA9LE. • ,� �� } jr WEB - for TiwPly Truss \ L•BRACE � \ � SpeetliBd {iOnttn1t0U8 Rows of Latent Bracing . / Web Size' 2x3 or 2x4 2x4 f:f 2� , . .«. 2x8 2x8 +*• DIRECT SUBSTRUTION NOT APLICABLE Nds Seadon Detail -F--- L'BmDs ARMANDO R. PEREZ PE. # 28026 Web 1811 SW 33 C MIAM4! 148 . (305} 21 443 . . .. DATE L. Brace must be same species grade (or better) as Web member,a gee s •. .. . . • .. •. • j.i i TRUSSED VALLEY SET DETAIL - _ Pags 1 0f 1. . (IARLE END, COMMON TRUSS NOTE:: VALLEY STUD SPA CINC3 NOT ----- _ OR QIRDEFI U88 TO EXCEED 48' O.C. SPACING II q (2d'O.C.q I BASE TRUSSES VALLEY TRUSS TYPICAL '' TYPICAL (24" 0.0, I ) t. :. VALLEY TRUSS TYPICALFLA14ej �1 P 12 M,�XW�UM 1. _P+ISTALL SASE TRUSSES. . L.AMYSEATHMTO TOP OIJORD OF SUPPORTIN rRUSBEB-RUM MAYPROVIDE RdCMiIMSTNNQIS NOTAPPLIED. - ±13M MMSE8 ULXT BE DESMONED FOR 7 'PUFLNSPA MEQUIVALENTTOVALLEY -IRS&PACM W TO EXCEED24" O.C.). 3. NBTALLVALLEYI'RUSSES j24" O.C. MAXIMUM) _ MNDTOBASETRUSSEB AS a PMWALA,BB,,ORCBELOW, SEE DETAIL a. &M EVAUEY.WEBS IN ACCORDANCE WITH A, B, OR C THE.NDMOlN1 DESIGN DRAWhiiiB. BELOW (Tyo,v; o TOE • Na VALLEY TO B E TRUSSW/ 12 (" )IddME WLS ATTACH MCONTWOUS N0.2 SPF ATTACH 20 COIMNOUS N0.2 SPF TO THE FACE OF THE ROOF W/' TW0 BLOCK TO THE FAD# OF THE ROOF W/ Iad (All"x 3.5') NAILS INTO EACH —��j� 1Sd.(.131"x In NAILSINTO EACH TRUSS BELOW TRUSS BELOW, EACH TRUSS•BELOW MUST HA E A BLOCK ATTACHED TO IT: TQE . NAIL VALLEY TO VALLEY 8 BE TRUSS W/ _.ALLE. -_.. > �._.: ... ,r ,.�_ (�]_19dTOE NAILS.... ... �-- 3 Tot. wAIc'5 DETAIL A (GREATER THAN Tl2 PITCH) DETAIL B ATTACH BEVELED 2A CONTINOUS (3h2 PITCH OR LESS) NOX SPF TO THE FACE OF THE ROOF Wl TWO led (.151" x 8.61 NAILS INTO EACH rRlres BELOW `F�ATTACHVAL.LEYTO 9B6-P3.§-.4.3 6 DATE 8/0/7'913 BEVELED 2x4 W/ (2) l8d TOE NAILS DETAIL C TOE. NAIL VALLEY TO ( ATERTH Y19 PITCH BASE TRUSS WI I LESS I ig PrrCl�) (2)1ed TOE NAILS q � - � •::;: _�. ::,:. � :-.� 'tit- -...