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RC-11-940Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 160104 Permit Number: RC -5 -11 -940 Scheduled Inspection Date: August 01, 2011 Inspector: Bruhn, Norman Owner: BATISTA, ARNALDO AND ELEIDE Job Address: 10611 NE 10 Place Miami Shores, FL 33138 -2103 Project: <NONE> Contractor: MARTIN REMODELING CO. Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition Phone Number (305)498 -4511 Parcel Number 1122320280590 Building Department Comments LEGALIZE REAR TERRACE ABOUT 220 AND CONVERT FLAT ROOF AREA TO HIP ROOF Inspector Comments Passed 0, Failed l Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. July 29, 2011 For Inspections please call: (305)762 -4949 Page 10 of 30 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING ROO CI ING OWNER: Name (Fee Simple Titleholder): O 34,L5 - A9A� Address: (0 C11 1 9 S City: �% i R /1 / J Tenant/Lessee Name: fo '( ✓ (t , State: • a MAY 232011 BY: .....1 Permit No. ` + �� Master Permit No. Phone#: 5-3r, - i(oo F.-4y Zip: 33 t 3 7 Phone #: Email: JOB ADDRESS: /12.4 City: Miami Shores County: Miami Dade Zip: 3.3 / 3 Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: /w ! : J e0-010c/ it/A1/4) q, (D Phone#(7i) 41, CS -.334/3 Address: 9 � City: i State: _�( Qualifier Name: / ) N State Certification or Reg' tratio�n^► #: ( " ?c Contact Phone#: (?'6) a J U - .33 y> Email Address: DESIGNER: Architect/Engineer: Phone #: <1v2 S -L % 44j CZ Ce 'ficate of Com Zip: 3v rD Phone l* 54-_33 -33 y ncy #: Value of Work for this Permit: $ 4l, cX b, Square/Linear Footage of Work: y ®® - '1 C Type of Work: f9'Addition ❑Alteration ONew DRepair/Replace ODemolition Description of Work: (� /�► 1 `' "�► ✓ R �'(r' 00 � 6200 S * *** *******x•*** ** ** *** * * * ** n*+x ****�x *�xxx/e�esmi. ** ****** *** ****** **** ****** ** ***** ****m Submittal Fee $< CD Permit Fee $ 5V CCF $ CO /CC $ Psat Scanning Fee $ fl Radon Fee $ DBPR $ Bond $ No ._r _ AO— Training/Education Fee $ Technology Fee $ Double Fee $ �� ✓ f) Structural Review $ 401 btu TOTAL FEE NOW DUE $ 9 e 55 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 theilzsettce of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ..A. tai. Tea' Owner or Agent The foregoing instrument was acknowledged before me this ____ day of .V11 `{ , 20 << , by fc_-L4 _ Q L. (Vi -i(tS1-1 who is personally known to me or who has produced 1 1 0 As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: '///,FL 0 RIO "00 *> *** xis * ***+xm*+r*+x******* *** *** ****V4111440l 4****+ s+x+x***** ********+x***** * *„ ** Signature Contractor The foregoing instrument was acknowledged before me this O day of VA , 20 kk, by ELI z e_. who is personally known to me or who has produced f3--- V as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ,,,\`` Oe n l sl /� • P• My Commission Expires: APPROVED BY ,A41, 41z4-hi (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Plans Examiner Structural Review cn C FLOR`OP.`\\��. rrrrrrr m n i����� * * * * ***** * * * * * **s<*,4"4" ** **** ** 5-/ */ Zoning Clerk 05-23-11;0933AM; CERTIFICATE OF LIABILITY INSURANCE DATE pinemorrn I 05/23/11 PRODUCER Government Insurance Corp. 320 Hialeah Drive Hialeah, FL 33010 Phone (306) 8634398 Fax (305) 885-1938 INSURED Merlin Paint and Handyman dba Martin Remodeling Cant 426 SE 9 Ave Hialeah, FL 33010- 1(305) 887-1544 INSURER E: COVERAGES 1 INSURER P: THIS CERTIFICATE 15 ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER, Tukcpy.EMEOTORDED.By TBEROLiAiES 8ALoyy INSURERS AFFORDING COVERAGE NAIC INSURER A; AMERICAN VEHICLE INSURER B: INSURER !NEUF:Sap: THET2OUCiES OF INSURANCE LISTED HAVE BEEN ISSUED TO THIE INSURED NAMED ABOVE FOR THE POLICY PERIOD iNDICATED, NChis. nTHSTANDING ANY REQUIREMENT, TERM OR CONDMON OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WI-IICH1141S CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE Foxes DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS IES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CUMMS. INSR POuRY EFFECTNE POUCT EXPIRATION J.TR DATE (witanirg DATE oThwo/Tyj A ADM TYPE OP INSURANCE POLICY NUmBER GENERAL LIABILITY sa COMMERCIAL GENERAL LIABILITY OD CLAWS MADE 0 OCCUR o GENt AGGREGATE UMITAPPUES P o POLICY 0 PROJECT 0 LOC AUTOMOBILE LIABILITY o ANY AUTO O ALL OWNED AUTOS o 0 SCHEDULED AUTOS o HIRED AUTOS o NON OWNED AUTOS 0 0 GARAGE LIABILITY O 0 ANY AUTO EXCESSIumBRILLA LiABILnY O OCCUR I CLANS MADE 0 DEDUCTIBLE o RETENTION 5 WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR! PARTNER/ ECUTIVE OFFICER/ MEMBER EXCLUDED? Yu% &BOOR tinder SEECIAL PROVISIONS beige/ OTHER 0 GL-0521012601-01 03/30/11 03/30/12 Limas EACH OCCURRENCE liAmAGE TO RENTED (Es =MR) .m.90 EXP (Any one perm) PERSONAL & ADV INJURY GENERAL AGGREGATE PRODUCTS - COMP/OP AGG COMBINED SINGLE Leer (Ea acaldent) 300,000 100,000 6,000 300,000 300,000 300 P. BODILY INJURY (Per pen) BODILY INJURY (Per accident) • — PROPERTY DAMAGE (Per =Meng AUTO ONLY • EA ACCIDENT OTHER THAN EA 40:3 AUTO ONLY: EACH OCCI.141RENCE4 AGGREGATE — - :ATM 1.2 E.L EACH ACCIDENT E.L DEEP0 0* EMPLOYEE DISEASE :.POLICY Limp' DESCRIPTION OF OPERATIONS 1 LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS CERTIFICATE HOLDER MIAMI SHORES VILLAGE 10060 NE 2 AVE MIAMI SHORES, FL 33138 1305-756-8972 ACORD 25(2001100) OF CANCELLATION . — SHOULD ANY OP THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION , THE ISSUING INSURER WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO TRITEPT, BUT FAILURE TO DO SO SHALL IMPOSE NO OSUGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS MARTS OR REPRESENTATIVES. • AUTHORIZED REP - • ACO CORPORATION 1*80 02 -12 -2010 ALEX SINK STATE OF FLORIDA CHIEF FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS` COMPENSATION LAW * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: PERSON: FEIN: 04/02/2010 EXPIRATION DATE: 04/01/2012 MARTIN VIER 650923971 BUSINESS NAME AND ADDRESS: MARTIN PAINT & HANDYMAN INC 425 SE 9111 AVE HIALEAH FL 33010 SCOPES OF BUSINESS OR TRADE: 1- PAINTING 2- DRYWALL IMPORTANT: Pursuant to Chapter 440 . 05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(19), F.S., Notices of election to be exempt and certificates of election to be exemot shall be subject to revocation if, at any time etler the filing of the notice or the Issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DWC -252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 QUESTIONS? (850) 413 -1609 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION CONSTRUCTION INDUSTRY CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW EFFECTIVE 04 /02/2010 PERSON ELIER MARTIN FEIN 650923971 BUSINESS NAME AND ADDRESS: MARTIN PAINT & HANDYMAN INC 425 SE 9TH AVE HIALEAH, FL 33010 EXPIRATION DATE: 04/01/2012 SCOPE OF BUSINESS OR TRADE 1- PAINTING 2- DRYWALL IMPORTANT OPursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election L under this section may not recover benefits or compensation under this D chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be H exempt.. apply only within the scope of the business or trade listed on Rthe notice of election to be exempt. E Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413 -1609 CUT HERE * Carry bottom portion on the job, keep upper portion for your records. DWC -252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09-06 MIAMI•DADE; m, mI -UADE COUNTY, FLORIDA FINANCE DEPARTMENT TAX COLLECTION DIVISION 140 W. FLAGLER STREET MIAMI, FLORIDA 33130 DATE: 12/21/2010 LOCAL BUSINESS TAX LBT YEAR: 2011 OCLM9108 TIME: 14:24:13 PUBLIC LICENSE I NQU I RY ACCOUNT: 421179 -3 MARTIN REMODELING CONTRACTORS 425 SE 9 AVE RECEIPT: 439879 -8 RENEWAL COMMENCEMENT- -DATE: 01/2000 ENTRY -DATE: 01/10/2000 STATUS: ENTRY - TYPE: W BUSINESS ITEMS: BUSINESS DESCRIPTION: PRV -YRS: . 00 4 SPECIALTY BUILDING CONTRACTOR CURRENT: 45.00 PENALTY: .00 DELOPEN: .00 STATE: CRC1327$02 CC: NUN --LET: SVC- -f_HG: .00 EXEMPT --CD: TRANSFR: .00 CITY -ZONE: PROCFEE: . 00 LEGAL: WARNING 4*: ADJUST : .00 PREV -YRS: YEAR: 2010 . 00 YEAR: 2009 .00 EXEMPT : . 00 TRANSF -FROM: DECALS: TRAM SF -TO: TOTAL : 45.00 Y PAID : 45.00 DUE .4)0 F1 =MENU CLEAR =PREV SCR F$ =FMHIST F3 =PYMTS F4 =MORE RECEIPTS *MEMOS* F6= MUNINO IMPORTANT: THE INFORMATION HEREIN DOES NOT NECESSARILY CONTAIN ALL PERTINENT FACTS WITH REGARDS TO REAL ESTATE CLOSINGS AND OTHER SIMILAR ACTIVITIES. Permit No: 11 -940 Job Name: June 23, 2011 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 2nd 1) Provide a complete and detailed copy of the contract showing the cost of all work. 2) Provide an elevation certificate no more than 12 month old. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Miami Shores Viiiage Building Department RECEIPT PERMIT #: 17C l r' ' 1'O DATE: 1, P& 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) Address: 1 �-- From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Departure o continue permitting jrocess. Acknowledged by: PERMIT CLERK INITIAL: eth- RESUBMITTED DATE: `E' PERMIT CLERK INITIAL: Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number:1122320280590 Owner's Name: ARNALDO AND ELEIDE BATISTA Job Address: 10611 10 Place Miami Shores, FL 33138 -2103 Owner's Phone: (305)498 -4511 Total Square Feet: 220 Total Job Valuation: $ 5,000.00 Contractor(s) MARTIN REMODELING CO. Phone Primary Contractor Yes 1 Planning and Zoning Criteria and Comments Approved: No Date Denied: 5/25/2011 Comments: BUILDING PERMIT MUST IDENTIFY COMPLETE SCOPE OF WORK AND COST OF WORK. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name CRITIQUE SHEET 111161111MMIIIMIW vd,� U)o( L/. . Mixt a-) oNe-- n.) et,J Permit No: 11 -940 Job Name: June 7, 2011 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet Impact fees must be paid with Miami Dade County planning and zoning. ) All permit applications must be submitted prior to any further review. 3) Corrections for Mechanical must be completed. Provide a complete and detailed copy of the contract showing the cost of all work. Provide an elevation certificate no more than 12 month old. Provide the level of alteration per FBC Ex. 8); The peo. Provide a foundation note showing TE is not that the detailed top pro of footing rly on must the f be no undation less schedule than 6 below finished grade. Provide detail of filled cells at existing structure including attachment of reinforcement at top and bottom. ) Provide signed and sealed truss plans reviewed and approved by the designer of record. 11� rovide a high velocity roofing application. Provide a detail for the cricket. ) A letter of compliance was submitted. This will not satisfy required inspections. Each inspection will need to be completed by the Village. Plan review is not complete, when all items above are corrected, we will doa complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Martin Remodeling Contractors State Certified Contractor CRC 1327502 PH.305 863 -8998 FAX 305 887-1544 PROPOSAL # 1071 DATE: May 27, 2011 OWNER NAME : Arnaklo Batista JOB ADDRESS: 11006 NE 10PL 11006 NE 10 PL MIAMI SHORES, FL MIAMI SHORES, FL Job Description: Leagalize rear terrace structure, instalation of new trusses and matching roof tiles to be attach to all existing flat roof, installation of new ale unit with new duct work and all required electrical needed to install new a/c unit and to Legalize existing rear terrace. All work to be performed with legal °permits required on trades of: Building, Roofing, Mechanical and Electrical. Demolition Works: -Remove and discard partial of existing roofing including flat roof and existing hip roof with barril tiles. Structural and roofing works: /Q 7S - Provide shop drawings and *1 nev roof trusses from a certified truss company as per approved plans by Miami Shores Building Department. Provide, delivery and installation of all roof trusses, all metal straps required and sheathing plywood as per approved plans. - Provide and install new roof ply of 301b., metal flashing as required, l ply self adhered over base sheet and install barril tiles adhered with polyfoam, for new trusses area only, about 520 s/f matching existing barril tiles. v9 Electrical Works: 3 , (` -All electrical work per approved plans with installation of a new 4 tons a/c unit, including romex and conduits materials, standard switches and outlets, not included permit fees.(Electrical fixtures such as lamps and fans, provided by owner). (Details on sheet E -1). Mechanical Works: Y ��. vg Pte' � -All mechanical work approved plans, providing a new a/c sistem, 4 tons with air handling and condensing unit with all duct work required. All equipment manufactured by Rheem or equivalent. (Details on sheet AC -1). Plumbing Works: -Not included in this invoice. Items not included in this proposal: Master permit and subs permit fees, impact fees, seal engineer inspection and statement letters, alarm equipment and installation, landscaping, irrigation sprinklers, septic tank, exterior fence, driveway or any other job or upgrading to the property including building, roofing, electrical, mechanical or plumbing, not mentioned in this contract. - Contractor is not liable or responsible for any fine or fee for existing building violations or illegal works performed in the pass. - The preliminary proposed construction schedule for this project is assuming 3 months from day of construction and record notice of commencement, assuming no acts of God during that period of time and no payment delays. - All work to be performed at professional standards and specified accordingly on this contract/proposal. Total cost including labor/ building materials and all work mentioned above for the sum of: $17,857.04 If you are in agreement with the above stated terms please sign below: r i CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet. The cost of improvements must include demolition, raw and finished materials (include those donated), labor (including volunteer and self - performed), construction supervision and management, and overhead and profit. A list of items the costs of which are to be included as well as those excluded is attached for your reference. (A Copy of the Contract must be attached) PROPERTY OWNER: /]+ fr/ (3 717i1 714 PERMIT # Rc-i cio ADDRESS: /06 if 00 r (Q FOLIO NUMBER: FLOOD ZONE: BASE FLOOD ELEVATION: FREEBOARD: EAST OF FL.CCCL: COST OF PAST IMPROVEMENTS (12 MONTHS): COST OF PROPOSED IMPROVEMENTS: (ATTACH COPY OF CONTRACT) 144000. 7 ?tan. TOTAL CUMULATIVE COST OF IMPROVEMENTS (past and proposed): Q2�� VALUE OF PRINCIPAL STRUCTURE (attach appraisal): f / 0 80'6 OWNERS SIGNATURELF. 'RS- PLANREVIEWER: DATE:, f d PLAN REVIEWER SIGNATURE: DATE: Created on June 2009 SUBSTANTIAL IMPROVEMENT / DAMAGE LIST (NOTE: THIS LIST IS INTENDED FOR GUIDANCE ONLY, AND IS NOT ALL INCLUSIVE) ITEMS TO BE INCLUDED ALL STRUCTUAL ELEMENTS, INCLUDING Foundations including; Spread footing, Continuous footing, isolated footing, piles and pile caps Slabs including; Monolithic, floating, elevated Walls including; Exterior walls, Bearing walls, Shear walls Beams, Tie Beams, Columns and Posts Wood decking, Floor and Roof Sheathing Trusses, Joist Windows /Doors ALL BUILDING ELEMENTS, INCLUDING Interior Partitions, Walls, Columns Drywall, Ceilings, Built in Furniture, Cabinets, Vanities All Fixtures Flooring, Tile, Carpet, Stone, Linoleum, ect. All Finishes including Drywall, Paint, Stucco Plaster, Paneling, Tile, Marble, and Moldings Roofing Material ALL HARDWARE ALL UTILITY and SERVICE EQUIPMENT HVAC Electrical System and Equipment Plumbing System and Equipment Security System and Equipment Central Vacuum System Plumbing Fixtures Lighting Fixtures and Ceiling Fans Water Systems including Softeners /Filtration Created on June 2009 ALSO: All Labor and other Costs associated with Demolition, Removing, Replacing, Installing Building or Altering Building Components Construction Management / Supervision Overhead and Profit Equivalent cost for: Donated Materials Volunteer Labor (including owners and friends) Any Improvements Beyond Pre - damaged Condition, including; Utility Upgrades Code Upgrades ITEMS TO BE EXCLUDED Plans and Specifications Survey Costs Elevation Certificate Costs Permit fees Debris Removal Items not considered to be REAL Property Rugs, Furniture, Refrigerator, Appliances not Built -in Outside Improvements, Including; Landscaping Sidewalks Patios Fences Yard lights Sheds Gazebos Irrigation Pool 1 Miami -Dade My Home uei My Home aee ov: Show Me: Property Information Search By: Select Item Text only Property Appraiser Tax Estimator Property Appraiser Tax Comparison 11 Portability S.O,H. Calculator Summary Details: Folio No.: 11- 2232- 028 -0590 Property: 10611 NE 10 PL Mailing ARNALDO BATISTA &W Address: ELEIDE Living Units: 10611 NE 10 PL MIAMI Adj Sq Footage: SHORES FL Lot Size: 33138 -2103 Propert y Information: Primary Zone: 1000 SINGLE FAMILY RESIDENCE CLUC: 0001 RESIDENTIAL - SINGLE FAMILY Beds /Baths: 3/2 Floors: 1 Living Units: 1 Adj Sq Footage: 1,952 Lot Size: 10,400 SO FT Year Built: 1953 $50,000/ $153,175 32 52 42 MIAMI County: SHORES ESTATES PB Legal 47 -58 LOT 9 BLK 4 LOT Description: SIZE 80.000 X 130 OR School Board: 20210 -4920 01 2002 1 $25,000/ $207,647 OR 20210 -4920 0102 00 Assessment Information: Year: 2010 2009 Land Value: $62,339 $140,870 Building Value: $140,836 $172,548 Market Value: $203,175 $313,418 Assessed Value: $203,175 $232,647 Exemption Information: Year: 2010 2009 Homestead: $25,000 — $25,000 ,2nd Homestead: YES YES Taxable Value Information: Year: 2010 2009 Applied Applied Taxing Authority: Exemption/ Exemption/ Taxable Taxable Value: Value: Regional: $50,000/ $153,175 $50,000/ $182,647 County: $50,000/ $153,175 $50,000/ $182,647 City: $50,000/ $153,175 $50,000/ $182,647 School Board: $25,000/ $178,175 $25,000/ $207,647 Sale Information: I, ionno Page 1 of 2 Aerial Photography - 2009 0 113 ft My Home 1 Property Information 1 Property Taxes 1 My Neighborhood! Property Appraiser Home 1 Using Our Site 1 Phone Directory 1 Privacy 1 Disclaimer If you experience technical difficulties with the Property Information application, or wish to send us your comments, questions or suggestions please email us at Webmaster. Web Site © 2002 Miami -Dade County. All rights reserved. Legend N Property Boundary Selected N Property �./ Street N Highway Miami -Dade County Water http: / /gisims2.miamidade .goy /MyHome /propmap.asp 6/2/2011 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1 -9. • OMB No. 1660 -0008 Expires March 31, 2012 SECTION A - PROPERTY INFORMATION Al. Building Owner's Name Arnaldo Batista A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10611 NE 10th. Place Miamifty Shores l(CBi Guilt t�:ly 5G:,. a ' ", r State ZIP Cod138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 9,Block 4,Miami Shores Estates P.B. 47,Pg. 58,Miami -Dade Gounty,Florida. A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) Residential, A5. Latitude/Longitude: Lat. 25.87227 N . Long. 80.17602 W Horizontal Datum: ❑ NAD 49270 A6. Attach at least 2 photographs of the building lithe Certfcate is being used to obtain flood insurance. A7. Building Diagram Number lA A8. For a building with a crawispace or enclosure(s): A9. For a building with. an attached garage: a) Square footage of crawispace or enclosure(s) 0 sq ft . a) Square footage of attached garage 262 sq ft b) No. of permanent flood openings in the crawispace or b) No. of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade _Q_ within 1.0 foot above adjacent grade U c) Total net area of flood openings in A8.b ,$,_ sq in c) Total net area of flood openings in A9.b f1 sq in d) Engineered flood openings? El Yes ® No d) Engineered flood openings? 0 Yes. ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 61. NFIP Community Name & Community Number Miami Shores 120652 B2. County Name Miami -Dade B3. State F1. B4. Map/Panel Number 1208600806 . 85. Suffix L B6. FIRM Index Date 09/11/09 87. FIRM Panel Effective/Revised Date 09/11/09 BI 0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.. .Q FIS-Proflle IN FIRM Community Determined ❑ Other (Describe) . B11. _Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building locate q a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? - 0 Yes E No Designation Date iV //A 0 CBRS 0 OPA • . B8. Flood Zone(s) B9. Base Flood Elevations) (Zone AO, use base flood depth) 8 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 01. Buiding elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction*. . ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized DCBM Vertical Datum NGVD 1929 -- Conversion/Comments N/A Check the measurement used. a) Top of bottom floor (Including basement, crawispace, or enclosure floor) 4.46 feet a meters (Puerto Rico only) b) Top of the next higher floor 4� feet - meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ® feet • ❑ meters (Puerto Rico only) . d) Attached garage (top of slab) • 4 . TKI feet: ❑ meters (Puerto Rico only) e) - Lowest elevation of machinery or equipment servicing the building 4 .26 ® feet .: ❑ meters (Puerto Rico only) (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) . 4 .1_® feet ❑ meters (Puerto Rico only) • g) Highest adjacent (finished) grade next to building (HAG) - / ,2 ® feet ❑ meters (Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A . ® feet 0 meters (Puerto Rico only) structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the infonnafor, on this Certificate represents my best efforts to interpret the data available. ! understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. . Were latitude and longitude in Section A provided by a licensed land surveyor? ®Yes ❑ No CeiaezaroD. Alonso ro essional Surveyor and Nambli License Number 5590 ITEC MAPPING AND SURVEYING, INC . State ZIP Co Telephone 22,2011 (305)512 -4940 6187 NW 167t. Street # H -5 tlY Miami FL. 33015 Signature Date March EMA P 8111, Mar 09 See reverse side for continuation. Replaces all previous editions IMPORTANT: in these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10611 NE 10th. Place Miami Shores State ZIP Code Fl. 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments. Elevation shown on C2E,if any refers to A/C Compressor Unit Crown of road elevation: 3.32' Signature S Date March 9 7 - 9 f11 1 ❑ Check here if attachments BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). ❑above or ❑below the HAG. a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑feet ❑ meters b) Top of bottom floor (Including basement, crawlspace, or enclosure) Is — ❑feet ❑meters ❑above or ['below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in SectigL4 Items 8 and/or 9 (see Qages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is . _ ❑ feet L meters ❑ above or U below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community- issued BFE) or Zone AO must sign here. The statements In Sections A, 5, and E are correct to the best of my.idrowledge. Property Owner's or Owner's Authorized Representative's Name Address • • Signature :.'.. City State ZIP Code Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used in Items G8 and G9. G 1. ❑ The information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who • is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data In the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - Issued or community- issued BFE) or Zone AO. G3. ❑ The following information (items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building ❑ feet ❑ meters (PR) ❑ feet ❑ meters (PR) ❑ feet ❑ meters (PR) G9. BFE or (in Zone AO) depth of flooding at the building site G10. Community's design flood elevation Datum Datum Datum Local Official's Name Community Name Signature Comments Title Telephone Date ❑ Check here if attachments FEMA Form 81 -31, Mar 09 Replaces all previous editions Building Photographs Continuation Page Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10611 NE 10th. Place City Miami Shores State F1. ZIP Code 33138 For Insurance 'Company Use: Policy Number Corry NAlC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." �t� NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO.Re/I' '77O TAX FOLIO NO. STATE OF FLORIDA.. COUNTY OF MIAMI -DADE: 11H111 11111 1111111111 11111 11111 11111 11111111 STATE OF FLOR THE UNDERSIGNED hereby gives notice that improvements will be madeltitE66i property, and in accordance with Chapter 713, Florida Statutes, the followirlijtiefibl is provided in this Notice of Commencement. CFN 2011R0414524 OR Bk 27732 F9 4940; (1as I RECORDED: "006/24/2011 11:16:04 HARVEY RUVINr CLERK OF COURT MIAMI -DADE COUMTYr FLORIDA LAST PAGE COUNTY OF DADEthe J2pP Goff of ¢moet 1. Legal description of property and street/address: 2. Description of improvement: WITNESS my HARVEY RUVIN, C By Counly Courts t D.C. Space above reserved for use of recording office 3. Owner(s) name and address: Interest in property: Name and address of fee simple titleholder 4. Contractor's name, address and phone number. 5. Surety: (Payment bond required by owner from contractor, if any) Name, address and phone number. Amount of bond $ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number. 8. In addition to himself, Owners designates the following person(s) to receive a copy of the.Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, address and phone number. 9. Expiration date of this Notice of Commencement (the expiration date Is 1 year from the date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF, OMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713„ PART I, SECTION 713.13.' FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE` FOR IMPROVEMENTS TO YOUR PROPERTY: A NOTICE OF COMMENCEMENT. MUST BE` "RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING Y! R NOTICE OF _ OMMENCEMENT. Signaturq(s) of. Prepared By Print Name Title/Office Wes. prized Offjcer /Directdr/Partner/Manager Prepared By Print Name Title/Office. STATE OF FLORIDA COUNTY OF MIAMI -DADE The fo : .. oing I strums assn wledged before me this day of ndividually, or1 as for Personally known,` or Ili[ produced the following type Of ;Identification: Notary Public tt Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525.'FLORIDA STATUTES Under enalties of a 'u . , Expo :6110/2,0'12 p p rl ry I declare that-1 have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. s .' < ay? , Florida NotawAwn., Ins �ee�een snssesq,uuuu WPM s) o • ne ., or Owrer(s)'s Authorized Officer/Director/Partner/Manager who signed above: By as triutrEtrwmh FERNANDO GOMEZ -PINA P.E. CONSULTING ENGINEER 250 CATALONIA AVE, # 404 CORAL GABLES, FL 33134 TEL: (305) 461-2188 FAX: (305) 461-2238 April 21, 2011 AS BUILT CER'1'1NICATE Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: As Built Addition for Arnaldo Batista 10611 NE 10 PL Miami Shores, Florida Dear Sirs: I hereby attest that, the structure is structurally sound and the addition satisfies the requirements of the Code in effect on this date, June 2010. My statement is based on the following detailed, methodology procedure: FOUNDATIONS: Excavated next to footing and under to determine size, 3' — 0" x 3' — 0" x 14" and used the James Rebar Data Scan Model C-4974 to detect the reinforcing, 4#5 each way top and bottom. SLABS: Cored slab to verify size; 4" thick w /6x6 -10 /10 W.W.M. STEEL COLUMNS: Verified size; 3" x 3" x 1/4" w /12" x 6" x %" plate and TS 6 x 3 x 5/16 welded at top. STEEL BEAM: Verified size; TS — 6" x 3" x 5/16" welded to steel coblrnns. ROOF FRAMING: Opened ceiling to verify size and spacing of joists; 2" x 6" @ 24" o/c anchored w/5 /8" diameter thrubolts @ 24" to steel beam. . CEILING: Verified %" CDX plywood attached to each 2 x 6 joist w /10d nails @ 4" o /c. 1 PLYWOOD SHEATHING: Cored roof to verify size and nailing; %'' thick w/ 8d nails @ 6" o /c. ROOFING SYSTEM: Cored roofing to verify nailing of tin caps, w /8d roofing nails @ 8" o /c. The structure also complies with all requirements of the Florida Building Code 2007, Section 3401, with the permit application and any approved by the Building Official, if applicable. Fernando Gomez -Pina, P.E. # 14710 (Name) 250 Catalonia Avenue, # 404, Coral Gables, FL 33134 (Address) 305- 461 -2188 (Telephone) Engineer's impressed Seal and Signature 1. PERMIT # izett, (14 p CONTRACTOR: 1--1,P3/442.-Ti ' RESUBMITAL DATES: PROJECT TYPE: ZONING STRUCTURAL ?.././1-2010°.- ELECTRICAL FIRE IMPACT FEES HRS/DERM PLUMBING MECHANICAL NOC 4 z d Engineering Cover Sheet This cover sheet is provided as per Florida Statute 61G15- 31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs in attached which is numbered and with the identification and date of each drawing. Engineer of Truss Design Package ORLANDO M. FORTUN CONSULTING ENGINEERS, P.A CIVIL /STRUCTURAL P.E. -22249 — EB — 00512 7220 S.W. 39TH TERRACE MIAMI, FL. 33155 PHONE 305) 262 -6225 FAX (305) 262 -2014 Project Name: REMODELING 10611 N.E. 10. PLACE MIAMI 'SHORES,FLORIDA Building Authority: MIAMI SHORES, FLORIDA Design Load: 30 + 15 + 0 +10 psf Building Code: FBC2007/ TPI 2002 / ASCE7 -05 Software Used: MITek @20/20 2000 Ver. 7.14 Project Engineer of Record: .e Ovi2A,L0 krods)c( c)r1( Inc-IN CF:t1EtL DP i� CIA 16111LCU L • 11112342 EA MOD3 Ineia>twURA=M KPLAIN !7Y IL- 064, Pat. OW *J.N JUN 0 9 2011 JUN 0 9 2011 To: . 7 . Reaction Summary Job Number: Page: 1 Date: 06 -07 -2011 - 5:06:19 PM Project ID: 6 -2 -11 Project: Block No: Model: Lot No: Contact: Site: office: Deliver To: Account No: Designer mint Salesperson: i Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: -"� 1 CJ6 29 lbs. each 6 - 11 - 6 _ MONO TRUSS 1- 6- 9 2.12 0.00 Joint 1 Joint 3 Joint 4 23211 s. 345 lbs. 276 lbs. • -116 lbs. -295 Ibs. • _�■�1! Q 1 "9 38 lbs. each 9 - 9 - 5 MONO TRUSS 2- Q- 9 2.12 0.00 Joint 7 Joint 6 946 lbs. 633 lbs. - ' -473 lbs. -261 lbs. • 2 H1 1371bs. each 26 - 2 - 0 HIP 4 - 0 - 14 3.00 0.00 Joint 14 Joint 9 1572 lbs. 1290 Ibs. - 8191bs. - 7421bs. -- 2 H2 ' 136 lbs. each 26-2-0 - HIP 4 - 6 -14 3.00 0.00 Joint l . Joint 9 . 1412 lbs. 1412 Ibs. • -729 lbs. -782 Ibs. .- ,r'�- ' \ / 2 (1) 2 -Ply Hill 119 lbs. each 26 - 2 - 0 MONO HIP 1 - 6 - 14 3.00 0.00 Joint 15 Joint 9 2451 lbs. 2078 lbs. -1440 lbs. -1269 lbs. r a'- 1 HH2 121 lbs. each 26 - 2 - 0 MONO HIP 1 Row Lat Brace 2 - 0 - 14 3.00 0.00 Joint 13 Joint 8 • 1572 lbs. 1290 lbs. -873 Ibs. -766 lbs. 1 HH3 125 lbs. each 26 - 2 - 0 MONO HIP 1 Row Lat Brace - 2 - 6 -14 3.00 0.00 Joint l Joint 9 _ 1412 lbs. 1412 lbs. -771 lbs. -832 lbs. 1 HH3A 1241bs. each 26 - 2 - 0 MONO HIP 1 Row Lat Brace 2 - 6 -14 3.00 0.00 Joint 13 Joint 8 1678 lbs. 11831bs. -915 lbs. -708 lbs. `\I� \I • 1 11114 125 lbs. each 26 - 2 - 0 MONO HIP 1 Row Lat Brace 3 - 0 -14 3.00 0.00 Joint l Joint 8 1412 lbs. 1412 lbs. -758 lbs. 830 lbs. . 1 • HH4A 123 lbs. each 26 - 2 - 0 MONO HIP 2 Rows Lat Brace 3 -0 -14 3.00 0.00 Jointll Joint? 1678 lbs. 1183 lbs. ri• -899 lbs. -708 Ibs. 2 11115 130 lbs. each - - 26 - 2 - 0 MONO HIP 1 Row Lat Brace 3 - 6 -14 3.00 0.00 Joint 12 Joint 7 1572 lbs. 1290 lbs. -828 lbs. -763 lbs. /� I\ J� // 2 (1) 2 -Ply HH6 1241bs. each 26 - 2 - 0 MONO HIP 2 - 0 -14 3.00 0.00 Joint 15 Joint 9 3247 lbs. 2583 lbs. -1911 lbs. -1598 lbs. • • 4 J1 1 lbs. each 1 -0 - 0 MONO TRUSS 0 - 6 -10 ' 3.00 0.00 Joint l Joint 2 40 lbs. 40 lbs. 321 lbs. 37 lbs. 2 J3 13 Ibs. each 3 - 0 - 0 MONO TRUSS 1 - 0 -14 3-.000- .00 0.00 Joint 1 JoJoint 2 105 5 Ibs. 105 lbs. • -173 lbs. -209 lbs. - • 2 J3A 9 lbs. each 3 - 0 - 0 MONO TRUSS 1- 0-14'" 3.00 0.00 . Joint Joint 3141b lbs. 228 lbs. .200 lbs. IJ 12 J5 19 Ibs. each 5 - 0 - 0 MONO TRUSS 1- 6 -14 3.00 0.00 Joint 1 Joint 2 Joint 3 313 lbs. 203 lbs. 245 lbs. - 1331bs. - 1851bs. u d 10 J7 25 lbs. each 7 - 0 - 0 MONO TRUSS 2- 0 -14 3.00 0.00 Joint l Joint 2 Joint 3 363 lbs. 293 lbs. 265 lbs. -188 lbs. -259 Ibs. 1 M1B 17lbs. each 5 - 0 - 0 MONO TRUSS I - 6- 14 3.00 0.00 Joint 5 Joint 4 Joint 3 16 lbs. 3231bs 92lbs. 18® 1 1-1 1 V24 • 70 lbs. each 24 - 1 - 0 HIP 0 -10 -4 3.00 0.00 J. .int11 J' ,_' lbs. 4 ' ` J, 1' s 16C, VIL 11RAL7361bs. Ibs. -24f ( -22589.0bs. 1 V28 88 Ibs. each 28 - 1- 0 HIP 1 -10 -4 3.00 0.00 0.00 J. jntlo ' llth INittellill.lialta 3 I 3 :. lbs. la89JM)7H411101bsF01. f!lllllt40$ 1/414') I- •,c.444 ^x'11` 38841.. 13240.,. _/... --'11 n u - , JUN 0 9 2011 Job 6-2 -11 Truss CJ6 Truss Type i MONO TRUSS • Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:29 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- 2N7rie93YAh8lKr0k2gBk ?kyEi3nmhAlJQLe az8dM% i 4 -0-15 6 -11-6 4-0-15 I 2 -10-6 3x5 2.121T2— 4x4 = 2 4x4 1 o • i H 3 I Scale = 1:13.6 1 i II 3x4 = • • ' '_/ 010:11 3x4 = 5 4 2x4 II '` o I 2 -9-3 13 -2 -14 .6 -11-6 I 2-9-3 0-5-11 3-8-8 Plate Offsets (X,Y): [1:1- 1- 13,0 -1-8], [1:1- 5- 13,0 -2 -01 - LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007JTPI2002 CSI TC 0.93 BC 0.91 WB 0.00 (Matrix) DEFL in (Ioc) lldefl Ud Vert(LL) -0.26 . 1-4 >299 240 Vert(TL) -0.40 1-4 >193 180 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight 30 Ib FT = 0% LUMBER .. BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied oct6 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEBS 2 X 4 SYP_No.3 _ _ BOT CHORD Rigid ceiling directly applied or 7 -2-4 oc bracing. SLIDER Left 2 X 6SYP No.2ND-3-1-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4= 77/0 -3-8 (min. 0-1-8), 1=226/0-11-5 (min. 0 -1-8), 3= 345/Mechanical Max Harz 1 =91(LC 3) • Max Upliftl — 116(LC 3), 3=- 295(LC 3) Max Grav4=277(LC 7.),1= 232(LC 6), 3=345(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live Toad 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 100 Ib uplift at joint(s) except (jt=lb) 1=116, 3 =295. 5) This truss has been designed for a moving concentrated load of 200.OIb live looted 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). • LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase =1.00 Trapezoidal Loads (plf) Vert: 1=-8(F=41, B=41)-to-3=-156(F=-33, B=- 33),1 =2(F =9, B=9)-to-4=-35(F=- • are we. fairattauro , ' u CO LTIG BG1 PA CML 161111CMUL • . Pp. ma EA . I.SI Int MICR MA ULM LW IL- 011111 Wink IWF(IM)3 41N JUN 092011 Job 6-2 -11 Truss CJ9 Truss Type , t MONO TRUSS Royal Truss Corporation, Hialeah Gardens, R. 33016 1 5-4-5 5-4-5 Qty Ply 1 1 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:30 2011 Page 1 ID: 3ZN7FVV uIWCw9QM8CoAxBjSNz8dex- wagDv_ AhIUp? wTPaIIMQGCHCF6ZLV5SAY44BX0z8dMV 0-11-90 4-3-6 I 3x4 11 Scale =1:18.7 2x4 11 �5 10 9-101 '0 -5- 9-7 -7 3-9-8 0 -`1 -h3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2007/TPI2002 CSI _ TC 0.59 BC 0.32 WB 0.25 (Matrix) DEFL in (loc) Udefl Vert(LL) -0.04 6-7 >999 Vert(TL) -0.05 6-7 >999 liorz(TL) -0.01 6 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 38 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib /size) 6= 351/0 -3-8 (min. 0 -1-8), 7 =947-0 -11-5 (min. 0-1-8) Max Horz 7= 173(LC 4) Max Uplift6=- 260(LC 4), 7=- 473(LC 3) Max Grav6= 634(LC 7), 7= 947(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 {Ib) or less except when shown. TOP CHORD 1 -2= 303/759, 3-6 =- 380/335 BOT CHORD 1- 8=- 732/305, 7- 8=- 732/305, 7- 9=- 7321305, 6-9=- 732/305 WEBS 2- 6=- 140/844, 2- 7= 799/528 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 6 =260, 7=473. • 4) This truss has been designed for a moving concentrated load of 200.OIb live looted at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase =1.00 Trapezoidal Loads (pif) Vert: 1 =(F =45, B=45)-to-3=-214(F=-62, B =-62), 3=- 154(F =-62, B=-62)-to-4=-160 1= 0(F =10, B=10)-to-5=-49(F=-14, B =14) • • effilarnete Qifi1. fasuatoeso CQHIt.Tllli BONEN. PA 5), CM. I • PL, MA JUL CCCNQ 11_1/ /a 1lIMteRACS 11"N NAM OW 1I.. (MW>1/14V1 IWi• f3O17/t41/N JUN 092011 Job 6-2 -11 Truss H1 Truss Type HIP Royal Truss Corporation, Hialeah Gardens, FI. 33016 2-4-0 I 2-4-0 15 3x4 = 7x10 It 2 8-8-0 6-4-0 Q • 3x4 Qty 2 Ply 1 15-0 -0 6-4-0 Joti Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:32 2011 Page 1 I D: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- TyozKgByg53i9nZzPA0uMdMYwv7OzgPT ?OZIbuz8dM7 19-7-0 242-0 26-2-0 4-7-0 4-7-0 1 2-0-0 Scale =1:46.6 3.00 12 3x4 4 5x6 = 3x4 = 6 4x5 = 4x4 7 . 8 14 2-0-1141470 2-0-0 0-4-0 16 6-8-0 6.4-0 13 6x6 = 12 4x5 = 15-0 -0 6-4-0 11 3x8 = 17 10 18 9 - 4x8 = 2x4 II 24-2-0 9-2-0 26-2-0 I 2-0-0 I v LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI • TC 0.58 BC 0.79 WB 0.93 (Matra) DEFL in (Ioc) I/defl Vert(LL) -0.2810 -11 >999 Vert(TL) -0.5610 -11 >512 Horz(TL) 0.07 9 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 0% LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 14= 1572/0 -8-0 (min. 0 -2-3), 9= 1290/0 -8-0 (min. 0 -1 -13) Max Horz 14=256(LC 3) Max Uplift14=- 819(LC 3), 9=- 741(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=- 326/560, 2-3=-2935/1532, 3-4=- 2865/1540, 4-5 =- 2214/1206, 5-6 =- 2080/1218, 6- 7=- 677/399, 7- 8=- 710/390, 8-9 =- 1318/705 1 -15=- 518/313,1415 =- 518/313,14-16=- 518/313,13 -16 =- 518/313, 12 -13 =- 1635 /2779,11 -12= 1635/2779,11 -17 =- 965/1606, 10- 17=- 965/1606 2 -14 =- 1414/859, 2 -13=- 1300/2566, 4-11=-741/474, 6-11 =- 285/627, 6-10=-1230/791, 8-10 =- 696/1314 BOT CHORD WEBS Structural wood sheathing directly applied or 3=1 -2 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 146mph (3- second gust); `TCDL= 5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Iced nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir lb tirlti LJeIru(5) • except (jt= lb)14= 819, 9=741. 6) This truss has been designed for a moving concentrated Toad of 200.0Ib live located at all ni d afa'll -pa fitortosan points along the Bottom Chord, nonconcurrent with any other live loads. CIVIL / M1UGM�IL LOAD CASE(S) Standard Ea OWN AL. 1311J IWt. 01111.13U40$. JUN 09 2011 Job 6-2 -11 Truss H2 Truss Type , HIP Qty 2 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, Fl. 33016 7250 s Mar 23 2011 MTek Industries, Inc. Tue Jun 0717:04:33 2011 ID:3ZN7FVuWCw9QM8CoAxBjSNz8dex x9MLY0CabPBZnx89zuv7urvklJUmilOdE2Jr7Lz8dM: 1 6-4-11 11-8 -5 17-0 -0 22 -2-0 26-2-0 Page 1 6-4-11 5-3-11 I 5 -3-11 5-2-0 I 4-0-0 Scale = 1:46.6 3.00 12 5x12 = 4x6 = • 6 7 3x5 - 3x4 mo .w 8 , 3x4 5`' :.-2.- ` - 2x4 � 4 •;,- 4x10 3 ca v _ 2 cti • 3x4 = '=' 14 13 12 15 16 17 g 3x10 = . 11 10 g . 3x4 = 4x4 = 3x4 = 4x8 = 2x4 11 24 2 :, . 9-8-0 17-0 -0 22 -2-0 26-2-0 2-0-0 0-4-0 7-4-0 7-4-0 5-2-0 4-0-0 Plate Offsets (X,Y): [1:0 -6-5,0 -1-81, [6:0-6- 0,0 -2 -0] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.55 Vert(LL) 0.29 11 -13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -0.58 1 -13 >531 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.12 9 n/a Oa BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 137 Ib • FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or12 -6-5 oc BOT CHORD 2 X 4 SYP No.2ND *Except* purlins, except end verticals. 1 -12: 2'X tSYP SS . _ - - BOT CHORD WEBS Rigid ceiling directly applied or 4-3-12 oc bracing. 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required SLIDER Left 2 X 6 SYP No.2ND 2 -7-5 • cross bracing be installed during truss erection; in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9= 1413/0 -8-0 (min. 0-1-15), 1=1413/0-8-0 (min. 0 -1 -11) • Max Horz 1= 256(LC 3) Max Uplift9=- 781(LC 3),1= 728(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=- 4282%2255, 2- 3= 4218/2264, 3-4 =- 3584/1815, 4-5 =- 3527/1826, 5-6= 2092/1156, 6-7= 1150/710, 7- 8=- 1226/699, 8-9= 1366/792 • BOT CHORD 1 -14= 2373 / 4092,13 -14=- 2373/4092,12 -13= 1749/3098, 12 -15= -1749/ 3098,11 -15= 1749/3098,11 -16= 1102/1998, ' 10-16= 1102/1998 WEBS 3-13= 738/575, 5- 13=- 175/572, 5-11= 1280/747, 6- 11=- 300/739, • 6-10= 1153/612, 8- 10=- 812/1457 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 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 an .,. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi except (jt =1b) 9= 781,1 =728. atiftwalkg criro. teuratioarl 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all i - - d at all 'A points along the Bottom Chord, nonconcurrent with any other live Toads. pare 7E 611UG1U�iL LOAD CASE(S) Standard . . 1138 so BMW( MI��yM.WPM DM /&IL �31.1711 � MIMS .0 • JUNN 0 9 2011 Job 6-2 -11 Truss HH1 Truss Type MONO HIP Qty 1 Ply 2 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:34 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- PLwwdMDCMIKQP5jMXbQMR2SsVjtsRkdmTl2Pgnz8dMR 2-4-0 l 5-0-0 I 10-4-6 15-7-0 20 -9-10 26-2-0 { I I 1 2-4-0 2-8-0 5-4-6 5-2 -10 5-2 -10 5-4-6 Scale = 1:46.6 • 3.00 FIT • 5x12 = 2x4 I I 4x8 = 3 x 4 = 2x4 I I 7x6 = 5x10 \1 ,,, 3 4 _ 5 6, 7 8 ._ a 2 •• di Ply i 57, I 11 11:1 16 15 17 14 18 13 12 19 "11 20 10 21 9 3x4 — 5x6 = 5x12 MT20H= 2x4 II 7x8 = 3x4'I I • 6x8 = • • • • 2-0. 21410 5-0-0 I 10-4-6 I 15-7-0 20-9-10 26-2-0 2-0-0 04-0 2-8-0 5-4-6 5-2 -10 5-2 -10 5-4-6 Plate Offsets (X,Y): [3:0- 6- 0,0 -2 -0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.76 Vert(LL) 0.66 11 -13 >433 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) - 1.02 11 -13 >279 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.10 9 n/a rila BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 239 Ib . FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or0-9 -10 oc BOT CHORD 2 X 4 SYP SS purlins, except end verticals. WEBS 2 X 4 SYP No.3 - _ _ BOT CHORD Rigid ceiling directly applied or 5-10 -9 oc bracing. REACTIONS (lb /size) 9= 2078/0 -8-0 (min. 0-1-8), 15=2452/0-8-0 (min. 0-1-8) . Max Horz 15 =99(LC 3) Max Uplift9=- 1268(LC 3),15=- 1440(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • TOP CHORD 1 -2= 94/667, 2 -3 -=- 4531/2755, 3- 4=- 8800/5385, 4-5=- 8800/5385, 6658/4062, 6- 7=- 6658/4062, • 5-6 =- 7-8=- 6658/4062, 8-9 = - 1915/1253 ' BOT CHORD 1- 16=- 630 /84,15 -16 =- 630/84,15 -17 =- 630/84,14 -17 =- 630/84, 14-18= 2657/4318,13 -18=- 2657/4318,12 -13=- 5920/9692, 12- 19=- 5920 /9692,11 -19= 5920/9692,11 -20= 5920/9692, 10- 20=5920/ 9692,10 -21 =- 346/560, 9-21 =- 346/560 . WEBS 2 -15= 2291/1376, 2 -14= 2737 / 4589, 3-14= 541/458, 3- 13=- 2805/4608, 4-13 =- 739/643, 5-13= 918/550, 5-11 -0/384, 5-10= 3123/1913, 7- 10=- 687/609, 8-10 =- 3827/6279 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row-at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B)f .ce in the LOAD CASF(s) • =.,- • henroise„ section. Ply to ply connections have been provided to distribute only loads noted as (F) or(B indicated. ®DDoottl! ros. tenrasears 3) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat. II ( • ∎ - - .; C -C ammo pale e. PA Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 CM. 1 b11NG1 *IL • • 4) Provide adequate drainage to prevent water ponding. MIL 27390 in. 000101 5) All plates are MT20 plates unless otherwise indicated. VW II Sib MIRAN 11.11. ILOIL 1, DM 6) This truss has been designed for a 10.0 psf bottom chord live load nonboncurrent with an o ds. 1L• (MJ*f4 lYt . d1IgN•1811 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandinb 100 Ib uplift at joint(e) except rlt =lb) 9=1268, 15=1440. . JUN 0 9 2011 Continued on page 2 Job 6-2 -11 Truss HH1 Truss Type MONO HIP Royal Truss Corporation, Hialeah Gardens, Fl. 33016 NOTES 8) This truss has been designed for a moving concentrated Toad of 200.0Ib live looted at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 9) Girder carries hip end with 0-0-0 right side setback, 5-0-0 left side setback, and 5-0-0 end setback. 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 Ib clown and 191 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard • 1) Regular: Lumber Increase =1.33, Plate Increase =1.00' Uniform Loads (pif) Vert: 1-3=-90, 3-8=-143(F=-52), 1-14=-20, 9-14=-32(F=-12) Concentrated Loads (Ib) - Vert: 14=- 321(E) Qty Ply 2 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:34 2011 Page 2 I D:3ZN7F Vu WCw9QM 8CoAxBJSNz8dex -PLwkI M DCM IKQP5j M XbQM R2SsVJtsR kdmTi2Pgnz8dM F ®0° 040. Q06ar9 COOLflG MINIM PA CM& / SMICIIRA. . PL m4S Sit MOOS WIZ PM. PUMA nN Ole OM 3121211 PPG, 0010/2•24111$ JUN 0 9 2011 Job 6-2 -11 Truss HH2 Truss Type MONO HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MITek Industries, Inc. Tue Jun 07 17:04:35 2011 Page 1 ID:3ZN7FVuWC 9QM8CoAxBjSNz8dex- txU6ziEg70SHOFly41xbz 377yACOviMoyCD &lJ4c 2-4-0 I 7-0-0 i 13-5 -4 19 -8-12 26-2-0 ( 1 l 2- 4-0 4-8-0 6-5-4 6-3-8 6-5-4 Scale = 1:46.6 • 3.00 FIT' - 5x12 = 2x4 11 4x4= 4x10= 3x5 11 3 _ 4 5 g 7 7x8 \1/ FP , .i± No mr w ire 14 13 15 12 16 11 10 17 9 18 8 3x4— 6_ •3x4_4x10= 2x4 11 5x8 • • 2-00 2 ;, ' 7-0-0 13-5 -4 19-8-12 26-2-0 = 2-0-0 0.4-0 4-8-0 6-5-4 6-3-8 6-5-4 Plate Offsets (X,Y): [2:0- 2 -0,0- 2 -12], [3:0- 6- 0,0 -2 -0], [5:0 -2 -0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.95 BC 0.86 WB 0.85 (Matrix) DEFL in (loc) I/defl lid Vert(LL) 0.50 9-10 >563 240 Vert(TL) -0.81 9-10 >349 180 Horz(TL) 0:12 8 n/a n/a PLATES 'GRIP MT20 244/190 Weight: 122 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied ord2 -2-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 . - - •- BOT CHORD Rigid ceiling directly applied or 3 -11 -14 oc bracing. WEBS 1 Row at midpt 6-8 . MiTek recommends that Stabilizers and required . cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. . REACTIONS (lb/size) 8=1290/0 -8-0 (min. 0-1-13), 13=1572/0-8-0 (min. 0-2 -3) Max Horz 13=f37(LC 3) Max Uplift8=- 765(LC 3), 13=-872(LC 3) - • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 155/677, 2-3=-2906/1677, 3-4 =- 4393/2616, 4-5 =- 4393/2616, 5-6 =- 4393/2616, 7-8 =- 291 /236 BOT CHORD 1 -1,1- 635/144, 13-14=-635/144, 13-15=-635/144, 12 -15 =- 635/144, 12 -16= 1648/ 2750,11 -16 =- 1648/2750,10 -11 =- 1648/2750, 10- 17=- 2064/3477, 9-17 =- 2064/3477, 9- 18=- 2064/3477, . 8-18 =- 2064/3477 WEBS 2 -13=- 1430/872, 2 -12= -1578/ 2817, 3-12= 265/271, 3-10= 1004/1705, 4-10= -582/ 485, 6-10 =- 573/953, 6- 9/310, 6-8 =- 3357/1994 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed f o r a 10.0 p s f bottom chord live load nonconcurrent with and 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin except (jt =lb) 8=765, 13=872. 5) This truss has been designed for a moving concentrated load of 200.OIb live located at all points along the Bottom Chord, ronconcurrent with any other live loads.' LOAD CASE(S) Standard o d11 - I , , i l l : c -i (-) Qom. ; 1 at I:1 s CQtl11.1Nfi Br614 PA mi. . at alt . m 6 �' 7n� �`� _ . SO GS YIN SIMS run. saw TS-' • JUN 09 2011 Job 6-2 -11 Truss HH3 Truss Type , MONO HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:36 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- Lk2UA1 ESuKaeeOtkeOSgWTXCaXSgvil3w ?XVkgz8dMP 5-0-8 I 9-0-0 14-7 -8 20-3-0 26-2-0 I I I I 5-0-8 3-11 -8 5-7-8 5-7-8 5-11-0 Scale = 1:46.6 3.00 I 12 5x6 = 3x4 = 3x4 = 3x8 = 3x4, II • 4 .• 5 6 7 8.;' 4x10 o2z4� a 2 3 �: - - Tr s- -...1■1111111110 rf ro. or.000111111111c."" d 3x4 — —' ; 12 5x10= 13 • 11 14 •10 •15 3x8 = 5x6 Vila = 3x4 = 6x6 — • I 2-0-Al �.2 -4-0 9-0-0 17-5 -4 26-2-0 2-0-0 0-4-0 68-0 I 8-5-4 8 -8-12 Plate Offsets (X,Y): [1:0 -6-5 0-2-8] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.73 Vert(LL) • 0.45 10-12 >679 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.81 10-12 >381 180 BCLL 6.0 Rep Stress Incr YES W8 0.65 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 125 Ib ' FT = 0% LUMBER BRACING a TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied ot*2 -7 -13 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYPJVo.3 *Except* - -- BOT CHORD Rigid ceiling directly applied or 3-7 -7 oc bracing. 8-9:2 X 4 tYP No.2ND WEBS 1 Row at midpt 7 -9 OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required SLIDER Left 2 X 6 SYP No.2ND 2 -5-1 . cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. . REACTIONS (Ib /size) 9= 141310 -8-0 (min. 0- 1- 15),1= 1413/0 -8-0 (min. 0-1 -15) Max Horz 1= 176(LC 3) Max Uplift9=- 832(LC 3), 1=- 771(LC 3) , - FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -2=- 4341/2446, 2- 3=- 4275 / 2451, 3- 4= 3818%2136, 4- 5=- 3707%2126, • 5-6=-3513/1993, 6-7=- 3513/1993, 8- 9= 263/212 • BOT CHORD 1 -13= 2480 / 4148,12 -13= 2480/4148,11 -12= 2381/3990, 11 -14= 2381 / 3990,10 -14= 2381 /3990,10 -15 =- 1722/2839, 9-15 =- 1722/2839 • • WEBS 3-12 =- 485/375, 4-12 =- 124/ 424, 5-12 =- 306/275, 5-10 =- 614/499, 7 -10 =- 349/867, 7 -9= 2875/1781 NOTES • 1) Wind: ASCE 7-05; 146mph (3 -second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 . 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with an ae-leseL,. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandirg except (jt=lb) 9=832, 1=771. - - • atitiptinaideD o 5) This truss has been designed for a moving concentrated Toad of 200.0Ib live located at all 'ni d at all paNEALTIO DOOM PA points along the Bottom Chord, nonconcurrent with any other live Toads. '- CIVIL Pt 7114I Eb SOON LOAD CASE(S) Standard . lnelaXtifJ IIINNIMMIL RAMA no • Ile RA*011Y76t ->f11s • • JUN 0 9 2011 Job 6-2 -11 Truss HH3A Truss Type MONO HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:37 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- pwcsNNF4fdi?GYS`vcL33h4NQwu e70C:911-13H6z8dM0 3-10-0 9-0-0 14-9 -4 20-4-12 26-2-0 3-10-0 5-2-0 5-9-4 5-7-8 5-9-4 Scale =1:46.6 3.00 Fir 5x12 = 2x4 I I 3x4 = 3x10 = 3x4 I I 3 :. 4 5 ` 6 7,. 4x6 2 v1 r..-- Fr - I MN II 3x4 = 1- -• 14 13 15 12 • 11 10 16 • 9 17 8 `. • 3x5 I I 6x6 = 3 x 5 _ 3x8 = 2x4 I I 3x5 • c6 0 3-9-o 9-0-0 14-9-4 20-4-12 • 26-2-0 I �0 0-4-0 5-2-0 5-9-4 5-7-8 5-9-4 Plate Offsets (X,Y): [3:0- 6- 0,0 -2 -0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.24 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 Vert(TL) - 0:38 9-10 >698 180 BCLL O.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight 124 Ib , FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied o *3 -i1 -13 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 _ - - — BOT CHORD Rigid ceiling directly applied or 5-0-4 oc bracing. WEBS 1 Row at midpt 6-8 . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • REACTIONS (lb/size) 8= 118410 -8-0 (min. 0-1-10), (min. 0-2-5) Max Horz 13= 176(LC 3) Max Uplift8=- 707(LC 3),13 =- 915(LC.3). FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2- 267/987, 2- 3= 2093/1213,3 -4= 2901/1750, 4-5=- 2901/1750, - • 5- 6=- 2901/1750, 7- 8=- 251/204 BOT CHORD 1-14=-936/285, 13-14=-936/285, 13-15=-936/109, 12-15=-936/109, 11 -12 =1202/ 1951,10 -11=- 1202/1951,10 -16= 1354/2261, 9-16 =- 1354/2261, 9-17= 1354/2261, 8- 17- 1354/2261 WEBS 2- 13- 15311932, 2- 12- 1353/2500, 3-12 =- 368/316, 3-10 =- 590/1022, 4-10 =- 515/ 429, 6-10 =- 428/691, 6-9= 0/304, 6-8 =- 2297/1376 NOTES • 1) Wind: ASCE 7- 05;146mph (3- second gust); TCDL =5.Opsr; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 . 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with anyetherliae lase} . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir except (jt =lb) 8=707, 13=915. g ' ' eatigkirileara one itSgaftaTO 5) This truss has been designed for a moving concentrated load of 200.O1b live located at all points along the Bottom Chord, nonconcurrent with any other live loads. mi � d at all pad' Mg' PA CM / b11NG1001. • • LOAD CASE(S) Standard . IN Oa nw WIWI Peal. N VA MD • ML• tJMt II/ 4» W6 gA”*.1 /S • JUN 092011 Job 6-2 -11 Truss HH4 Truss Type MONO HIP Qty 1 Ply 1 • Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:38 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- H69Ebj0jQxqstM7mRVIbucWxKBgNYwM0J0cpYz8dM N, 1 6-0-8 I 11-0 -0 18-7-0 26-2-0 1 1 1 6-0-8 4 -11-8 7 -7-0 7 -7-0 Scale =1:46.6 5x12 MT2OH= 3.00 rir 2x4 II 3x5 = 4x8 = . 4 5 6 7' 2x4 ii: n 4x10 3 2 0 Y 3x4 = ' =• 3x10 = 12 11 10 • 13 9 14 8 3x4 =4x4 = 5x12 = 3x8 11 1 2-019 2]4]0 11-0-0 18-7-0 • 26-2-0 • ( 2-0-01'0-4-0 8-8-0 7 -7-0 7 -7-0 Plate Offsets (X,Y): [1:0-6-5,0-1-8 [4:0- 6- 00-2 -0 ] LOADING (psf) SPACING 2-0-0 CSI DEFL in Ow) I/defl lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.38 1 -11 >814 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.88 1 -11 >351 180 MT2OH 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 126 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or? =5-15 oc BOT CHORD 2 X 4 SYP No.2ND *Except* purlins, except end verticals. 1 -10:2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-1 -14 oc bracing. WEBS 2 X 4 SYP4Vo.3 *Except* - WEBS 1 Row at midpt 7 -9 7-8:2 X 4 SYP No.2ND MiTek recommends that Stabilizers and required SLIDER Left 2 X 6 SYP No.2ND 2-4-13 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 8=1413/0 -8-0 (min. 0-1-15), 1=1413/0-8-0 (min. 0 -1 -11) Max Horz 1= 215(LC 3) ' Max Uplift8=- 830(LC 3), 1=- 757(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=- 4264/2380, 2- 3=- 4202/2388, 3-4 =- 3474/1914, 4-5 =- 2854/1681, - 5-6= 2854/1681, 6-7 =- 2854/1681, 7-8= 1323/854 BOT CHORD 1 -12 =2450/ 4076,11 -12= 2450/4076,10 -11=- 1915/3347, . 10-13= 1915/3347, 9-13= 1915%3347 WEBS 3-11 =- 777/557, 4-11= 58/467, 4-9=- 525/249, 5-9 =- 701 /591, 7 -9= 1688/2861 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 withstandir j 11.1 • .• '1i at 'oiant� except (jt =lb) 8=830, 1=757. U'1V QM feStrinDIS 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all ni • d at all pare PA points along the Bottom Chord, nonconcurrent with any other live loads. CIVLL 1 61AJC11>RAL MOM LOAD CASE(S) Standard . tl�it>f1IATJOlMClt1/M, MOM NIB - me Mel •a.» NS. f1A11i141N . JUN 0 9 2011 Job 6-2 -11 Truss HH4A Truss Type MONO HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:40 2011 Page 1 I D: 3ZMFVuWCw9QM8CoAxBjSNz8dex- EVH? OPHzyY4a70AVtsXmgJitl8uorUFfraritRz8dML 1 3-10-0 I 11-0-0 18-7-0 26-2-0 3-10-0 7-2-0 -I 7 -7-0 1 7 -7-0 • Scale = 1:46.6 6x12 MT20H= • 3.00 FE 2x4 I I 3x5 = 5x6 = ' 3 4 5 6 .'- 4x60% 2 d.1 - p. Oil ii 4 = • 12 11 13 10 . 9 14 8 15 7 3x5 11 • 6x6 = 3x4 = 6x8 = 3x4 • I 3- I 11-0-0 18-7-0 • 26-2-0 11 04-0 7 -2-0 7 -7-0 1 7 -7-0 Plate Offsets (X,Y): [3:0- 8- 0,0 -2-8] - LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress lncr YES Code FBC2007/TPI2002 CSI . TC 0.74 BC 0.66 WB 0.75 (Matrix) DEFL in (Ioc) I/defl IJd Vert(LL) -0.24 8-10 >999 240 Vert(TL) -0.48 8-10 >558 180 Horz(TL) - 0.03 7 n/a n/a PLATES GRIP MT20 244/190 MT2OH 187/143 Weight 124 Ib ', FT = 0 °!0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied o03 -3-3 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP_No.3 *Except* - - BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. 6-7: 2 X 4YP No.2ND WEBS 1 Row at midpt 2 -10, 6-8 • • MiTek recommends that Stabilizers and required . cross bracing be installed during truss erection, in accordance with Stabilizer Installatiortguide. • REACTIONS (Ib /size) 7=1184/0 -8-0 (min. 0-1-10), 11=1678/0-8-0 (min. 0-2-5) - Max Horz 11= 215(LC 3) Max Uplift7= 707(LC 3), 11=- 899(LC 3)- FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2= 195/919, 2- 3=- 2256/1264,3 -4= 2248/1349, 4-5=-2247/1349, - - 5-6- 2247/1349, 6-7 =- 1099/731 BOT CHORD ': 1-12=-867/208, 11-12=-867/208, 11-13=-867/0, 10-13=-867/0, 9-10 =- 1277/2104, 9-14= 1277/2104, 8-14- 1277/2104 WEBS 2 -11= 1522/946, 2 -10- 1295 /2473, 3-10= 191/253, 3-8= 120/256, . 4-8=- 692/582, 6- 8- 1334/2219 NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust);7CDL= 5.0psf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 bottom live psf chord load nonconcurrent with anyothcr 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir except (jt =lb) 7=707, 11=899. 6) This truss has been designed for a moving concentrated load of 200.Otb live located at all points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Iiec I..aJ.. • g - ' atiMinalka on. forattarD ii • •- • •- d at all pa PA GVL Il. nus 112. MOM . 1ii11111 sub =MCIMgM,U W MO • JUN 092011 Job 6-2 -11 Truss HH5 Truss Type MONO HIP - Qty 2 Ply 1 , Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, Fl. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 0717:04:41 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoPxBjSNz8dex- ihrNDIIbjsCRIW iRZ2?DXE0bYETawpo4HFGQiz8dMK I 2-4-0 I 7-8-0 13-0-0 19-7-0 26-2-0 I I I I 2-4-0 5-4-0 5-4-0 6-7-0 6-7-0 Scale = 1:46.6 4x10 = . 2x4 I I 4x6 = • 3.00 FIF 4 5 6 MI 3x4 Q. 3 8x10%1 2 NI- 1� Ill v. • ell 13 92 14 11 15 • 10 9 16 8 17 3x4 6x6 = 3x4 4x10 = 3x4 • 3x4 = 1 2-0-00 2140 7-8-0 I 13-0 -0 19-7-0 • 26-2-0 I I - 1 I 2-0-0 0-4-0 5-4-0 5-40 6-7-0 6-7-0 Plate Offsets (X,Y): [4:0-5- 4,0 -2-4] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL to BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI • TC 0.84 BC 0.60 WB 0.79 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 0.21 9-11- >999 240 Vert(TL) -0.36 8-9 >788 180 Horz(TL) 0.06 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 131 Ib °! FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied oit3-3 -4 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP;,No.3 • _ - - BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS ' 1 Row at midpt 6-8 • MiTek recommends that Stabilizers arid required . cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • REACTIONS (Ib/size) 7= 1290/0 -8-0 (min. 0-1-13), 12=1572/0-8-0 (min. 0-2-3) Max Horz 12= 253(LC 3) Max Uplift7- 762(LC 3),12=- 828(LC -3) • . FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 232/616, 2-3=- 2862 /1521,3 -4 =- 2502/1397, 4-5- 1951/1154, • 5-6 -1951 /1154, 6-7- 1216/781 BOT CHORD 1 -13=- 574/221,12 -13=- 574 / 221,12 -14=- 574/221,11 -14= 574/221, 11 -15- 1622/2715,10 -15 =- 162'2/2715, 9-10- 1622/2715, 9- 16- 1406/2387, 8-16= 1406/2387 . WEBS 2 -12- 1420/847, 2- 11=- 1342 /2617, 3-9= 417/231, 4-9 =- 31/362, 4-8= =- 488/282, 5-8=- 610/516, 6-8=- 1227/2075 NOTES • ' 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live Iced nonconcurrent with anvuii 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandirg except (jt =lb) 7= 762,12 --828. 5) This truss has been designed for a moving concentrated load of 200.OIb live located at all points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard . i * •ie llve luaus. • atig �. gammon PA . ni d at all CIVIL / 61111WURAL • P% MA 113. 00011512 ' • . . Mae III ts BMX MIL I O *3301 1110 GM 1121 Mx. deNt341* • . JUN 0 9 2011 0 Job 6-2 -11 Truss HH6 Truss Type a MONO HIP Qty 1 Ply Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 0717:04:42 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- AtPIR5JDUAKIMJKu 4HZEmImDDxWFJMBxJx 3-10-0 7-0-0 11 -10-6 , 16-7-0 21 -3-10 26-2-0 2011 Page 1 gyJz&dM, 3-10-0 3-2-0 ' 4-10 -6 4-8-10 4-8-10 4 -10-6 Scale = 1:46.6 3.00 •5x12 = 2x4 1l 3x8 = 3x4 = 2x4 11 3x10 = 3 4 5 7 8 •' 4x6 6 Z - • ^ \Ail •, J — ' PI d1 _ 1,....1 •.-...-.:. 4 16 15 14 13 11 10 17 18 12 19 20 21 3x5 1 1 3x10 = 5 x 6 WS= I I 6x12 = 3x6. x6 -I I 4x10 = • • 1 03z6 -0 3-0q4 7-0-0 1 11 -10-6 16-7-0 21 -3-10 26-2-0 3-6-0 0410 3-2-0 4-10 -6 4-8-10 4-8-10 4 -10-6 Plate Offsets (X,Y): [3:0- 6- 0,0 -2 -0], [14:0- 3- 8,0 -1-8] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.40 11 -13 >663 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.62 11 -13 >429 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC200711P12002 (Matrix) Weight: 248 Ib ` FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or,.4 -1-5 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. 4 WEBS 2 X 4 SYP No.3 _ - - BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. OTHERS 2 X 4 SYPINo.3 REACTIONS (lb /size) 9= 2584/0 -8-0 (min. 0-1- 13),15= 3248/0 -8-0 (min. 0-2-4) • Max Harz 15=138(LC 3) Max Uplift9=- 1598(LC 3),15= 1911(LC 3) • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250,(1b) or less except when shown. TOP CHORD ' 1.2=- 283/985, 2- 3=- 4678/2889, 3- 47820/4859, 4-5 =- 7820/4860, 5-6 =- 5562/3441, 6-7 =- 5562/3441, 7-8=- 5562/3441, 8-9 =- 2439/1609 BOT CHORD 1- 16= 936/306,15 -16 =- 936/306,15 -17 =- 936/169,14 -17 =- 936/169, - . 14-18= 2790/4451,13 -18 =- 2790/4451,12 -13=- 5029/8115, . 12 -19=- 50298115,11 -19=- 5029/8115,11 -20= 5029/8115, 10- 20= 50298115,10 -21=- 193/312, 9-21= 193/312 WEBS 2- 15=- 3087/1877, 2- 14=- 31358259, 3-14=-701/567, 3-13=-2204/3587, 4-13= 925804, 5-13 = 377/180, 5-11= 0/397, 5-10=- 2729/1697, 7- 10=- 8721169, 8-10= -3471 /5610 NOTES • 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-5-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8)1a— ' • • - •A • ; S section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B = . �`-.3 ' -' (1 1 1 ( ( -) Qom. indicated. • COMM* BONIBRI PA 3) Wind: ASCE 7-05; 146mph (3 -second gust); TCDL =5.Opsf; BCDL= 5.Opsf; h =15ft; Cat. II • -- •; C-C CM. 1611UG11RAL • . Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 P!. 1S BB. MOM 4) Provide adequate drainage to prevent water ponding. .. 1W Si SO IM MO O PIMRONDA S*S 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 0 ds. 1L0 fJ W *14a Mt. NAf�z4II' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandinD 100 IL up+f n at ikon d( *) except Qt =1b) 9 =1598, 15 =1911. JUN 0 9 2011 Continued on page 2 Job 6-2 -11 Truss HH6 Truss Type MONO HIP Royal Truss Corporation, Hialeah Gardens, FI. 33016 NOTES 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) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 419 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-8=-188(F=-98), 1-14=-20, 9- 14=- 42SF =22) Concentrated Loads.(Ib) Vert: 14=- 706(P)' Qty Ply 2 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:42 2011 Page 2 ID: 3ZN7FVuWC w9QM8CoAxBjSNz8dex- AtPIR5JDUAK MJKu?HZEmknDDxWFJMBxJx gyJz8dMJ Maaptinfite a . faltregaan MALMO Weft PA CM. / SMUCURAL • . P!. mm EILONIVA In. it 3'!wORMC! II" ILCOL ►I2N IL- I ei 11142111 Mt. (30/1634 JUN 0 9 2011 Job 6-2 -11 Truss J1 Truss Type MONO TRUSS Royal Truss Corporation, Hialeah Gardens, 8.33016 1 o• 1-0-0 ' Qty 4 Ply 1 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:42 2011 Page 1 ID:3ZN7FVuWCw90M8CoAxBjSNz8dex AUDIRSJDUAKIMJKu ?HZEmImO8xj5JZOxJx gyJz&dM 1-0-0 3.00 FIF Scale = 1:4.9 2 1-0-0 1-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 16.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI • TC 0.02 BC 0.00 WB 0.00. (Matrix) DEFL in (Ioc) I/defl Ud Vert(LL) -0.00 1 >999 240 Vert(TL) . -0.00 1 >999 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP Weight: 2 Ib FT = 0% LUMBER TOP CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 1= 41/0 -8-0 (min. 0 -1-8), 2=41/Mechanical Max Horz 1 =19(LC 3) Max Uplift1 =32(LC 3), 2=-36(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250. (Ib) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 146mph (3 -second gust); TCDL= 5.Opsf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 5) This truss has been designed for a moving concentrated Iced of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. • LOAD CASE(S) Standard 4. CRAM; Mann PA CML / sT* n*A1. • PE m41 Ea MON VWiLMtOR !M11LOW %BBO m.. e01111/10111111 041i-d1/103124M4 JUN 09 2011 Job 6-2 -11 Truss J3 Truss Type MONO TRUSS • Qty 2 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MTek Industries, Inc. Tue Jun 07 17:04:43 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex •e4z7eRKrETS9 Tv4Y 4TiyKWWL3K20e5XbkNUmz8dM I 3-0-0 3-0-0 3.00 12 2 I Scale =1:7.3 o • • Ohm • 1ft-quill a.-'1M_ 3x4 = 3x6 II • 41410111111.- 41 44111 3x10 II ti' I 2-8-0 3-0-0 2-8-0 I 0-4-0 I • * ** Design Problems * ** REVIEW REQUIRED Analog warning - check design Plate Offsets (X,Y): [1:0- 4- 8,0 -0-2], [1:0- 1- 4,1 -8-5], [1:0- 0- 4,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rip Stress Incf YES — Code FBC2007/TPI2002 CSI TC 0.23 BC 0.00 WB— 0.00 (Matrix) DEFL in (Ioc) Udefl L/d Vert(LL) -0.01 1 -2 n/r 90 Vert(TL) -0.00 1 -2 . n/r 80 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 *244/190 Weight: 13 Ib 'r FT = 0% LUMBER • BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly.applied or 3-0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEDGE BOT CHORD Rigid ceiling directly applied or 10-0 -0 00 bracing. Left: 2 X 6 SYP No.2ND MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 105/0-8-0 (min. 0-1-8), 1=105/0-8-0 (min. 0 -1-8), 2= 105/Mechanical • Max Horz 1= 120(LC 3) Max Uplift1= 173(LC 3), 2=-208(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.. • NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=173, 2=208. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • • ' , A��.1 iGtb di id d� dIl lxu ial • arannella ova. LING ItraMMIRII. PA CWL 1 611NGl1IRIl. •. MIL Me E8.0006SQ VW 1* >lllh 1111401 MAIL RAM 1111 DOW ill 08/0363406 f11 t. . JUN 09 2011 0 Job 6-2 -11 Truss J3A Truss Type MONO TRUSS Royal Truss Corporation, Hialeah Gardens, FI. 33016 • Qty 2 Ply 1 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:43 2011 Page 1 ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- e4z7eRKrETS9 Tv4Y 4TIyKVnL 420e5XbkNUmz8dM 3-0-0 3-0-0 Scale = 1:7.3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI• TC .0.28 BC 0.34 WB 0.00 (Matrix) DEFL in (loc) Vert(LL) 0.00 1 Yert(TL) -0.02 1 Horz(TL) 0.00 Ildefl n/r n/r n/a Ud 120 90 n/a PLATES GRIP MT20 244/190 Weight: 9 Ib FT = 0% LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 2=285/Mechanical, 3=29/Mechanical Max Horz2=1048(LC 6), 3=- 1048(LC 6) Max Uplift2=- 200(LC 3) Max Grav2= 314(LC 6), 3=229(LC 7) FORCES (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2==- 373/1091 BOT CHORD 1-4=-1048/390, 3-4= 1048/390 Structural wood sheathing directly applied or 3-0-0 oc purlins. fi Rigid ceiling directly applied or 5-9-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7- 05;146mph (3 -second gust); TCDL= 5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) 2=200. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard averamilso on. talgalam CMILTNS BBlrrllem PA CIVIL / 611111 flW1. Pg. a34! Ea MOM m. DIM UNIAaMI. USDA nN ta• nwr3r1• awry JUN 0 9 2011 Job 6-2 -11 Truss J5 Truss Type • • MONO TRUSS Qty 12 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33018 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:44 2011 Page 1 ID: 3ZN7FVuWGW9QM8CoAxBjSNz8dex- 6GXVrmKT ?na ?bdUH6hcir9scJIH nTtEmFTx0Cz8dMH I 5-0-0 5-0-0 2 3.00 Fr Scale = 1:9.9 • ' _ • r, or .... o • . • v 1 3x4 = 3x6 !I • ®, 3x10 II 4 3 r' I 2-0-0 2-4-0 '5-0 -0 2-0-0 1 0-4-0 I 2-8-0 Plate Offsets (X,Y): [1:0 -4-8,0 -0-21, [1:0 -1-4,1 -8-51, [1:0- 0-4,Edge] LOADING (•sf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI . TC 0.52 ' BC 0.55 WB 0.00 (Matrix) DEFL in (Ioc) l/defl Ud . . Vert(LL) -0.09 1 -3 >612 240 Vert(TL) -0.13 1-3 >430 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 844/190 Weight 19 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied og570 -0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEDGE - — BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. Left: 2 X 6 SYP No.2ND • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/ size) 2=203/Mechanical, 3= 45/Mechanical, 1= 249/0 -8-0 (min. 0-1-8) • Max Horz 1= 105(LC 3) • Max Uplift2=- 184(LC 3),'1= 133(LC 3) Max Grav2=203(LC 1), 3= 245(LC 7).„1= 313(LC 6) .. • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. - NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.0psf; h =15ft; Cat: II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent witb any other live Toads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt =lb) 2=184, 1=133. 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. LOAD CASE(S) Standard • • C@eI LTNGr BrGI'► PA GM / 611GIGARAL • . 23345 SA OMNI . vim soTIMMINR�%AII * E1N ia- owsofa Pare ow)fiZ4II4 • • JUN 092011 • Job 6-2 -11 Truss J7 Truss Type MONO TRUSS Qty 10 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, Fl. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:44 2011 Page 1 ID:3ZN7FVuWCw 9QMBCoAxBjSNzadex-6GXVrmKT?na?bdUH6hcir9scjlCAnTtEmFTx0Cz8dMI- 7-0-0 • 7-0-0 3.00 12 2 O/ Scale =1:13.7 q * 7 • • 3x4 = • • 4 • 3x6 II• 3 3x10 II 4" Yi I 2-0-0 2-4-0 7-0-0 • I0 2-0-0 -4-0I 44-0 i. Plate Offsets (X,Y): [1:0-4- 8,0 -0-2], [1:0- 1- 4,1 -8-5], [1:0- 0- 4,Edge] - LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007TTPI2002 CSI TC 0.52 BC 0.86 WB 0.00 (Matrix) DEFL in (Ioc) l/defl Ud Vert(LL) -0.27 1-3 >294 240 Vert(TL) -0.43 1-3 >183 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight 26 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied o*7 -0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEDGE _ — ._ BOT CHORD Rigid ceiling directly applied or 5-11 -4 oc bracing. Left: 2 X 6 SYP No.2ND " • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=293/Mechanical, 3= 65/Mechanical, 1= 359/0 -8-0 (min. 0-1-8) • Max Horz 1= 145(LC 3) Max Uplift2=- 259(LC 3), 1=- 187(LC 3) Max Grav2= 293(LC 1), 3= 265(LC 7),_4 =363(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat: II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent witb 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 100 Ib uplift at joint(s) except (jt =ib) 2=259, 1=187. 5) This truss has been designed for a moving cdncentrated Iced of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. LOAD CASE(S) Standard CaelLT.ili OG1� PA CM. 1 511�IGlIRAL •. L .. ®ac ova. Oterlastra • Pt MA Ell MOM VI MI3311twACE P1at11A00* 3311. .: " IL MN WW1 PAW 611116/361401 • JUN 0 9 2011 Job 6-2 -11 Truss M113 Truss Type MONO TRUSS Royal Truss Corporation, Hialeah Gardens, FI. 33016 1 Q Ply • 1 1 Job Reference (optional) 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:45 2011 Page 1 I D: 3ZN7FVuWCw9QM8CoAxBjSNzadex- aS4u36L6m5isDn3TgP7xNNPp49gBWgJO ?vDUZezBdMG 5-0-0 o• 5-0-0 3.00 FIF 2 4x4 3 3x4 = 2x4 115 7 7x6 = o 1 4-2-0 4-2-0 5-0-0 0-10-0 Scale =1:10.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.42 BC 0.36 WB 0.44 (Matra) DEFL in (loc) 1/defl Vert(LL) 0.00 4-5 >999 Vert(TL) 0.00 4-5 >999 Horz(TL) -0.01 3 n/a Ud 240 180 n/a LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 3= 114/Mechanical, 5= 1373/0 -8-0 (min. 0 -2-6), 4=- 728/Mechanical Max Horz 5= 105(LC 3) Max Uplift3= 114(LC 1), 5=-733(LC 3), 4=- 1180(LC 7) Max Grav3= 9:3(LC 3), 5 =1696(LC 7),•4=323(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=- 363/1015 BOT CHORD 1- 6=- 963/381, 5-6=- 963/381, 5- 7=- 963/276, 4-7=-963/276 WEBS 2- 5=- 1519/746, 2- 4=- 415/1449 PLATES 6RIP MT20 244/190 Weight: 18 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 5-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erecctidn, in accordance with Stabilizer Installation' guide. . NOTES 1) Wind: ASCE 7-05; 146mph (3- second gust); TCDL =5.0psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00 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 100 Ib uplift at joint(s) except (jt =lb) 3=114, 5= 733, 4=1180. 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 has large uplift reaction(s) from gravity Toad case(s). Proper connection is requ upward movement at the bearings. Building designer must provide for uplift reactions indi LOAD CASE(S) Standard Ved'LO'SI iuu uab ayalnsc cat arrOteracOmo no. taritaaro =11.M INGINEIRI, PA CM. / 61111IGflRM. Pp. ma la COMO 1D1111117!1/ IMO= 1111. UMW MN iL• flrN>Ni Mfr 01/103624/04 JUN 0 9 2011 Job 6-2 -11 Truss V24 Truss Type HIP • Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, FI. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:46 2011 Page 1 ID: 3ZN7FVuWew9C 1M8CoAxBjSNzBdex- 2reGGSMkXOgjrxefE6eAaac14Z2WFMoXDZz155z8dMF 3-5-0 7 -9-10 12-0 -8 16-3-6 20-8 -0 24-1 -0 3-5-0 4-4-10 4-2 -14 4-2 -14 4-4-10 3-5-0 Scale = 1:40.5 3.00 FIT 6x8 = - 3x4 = • 2�. 3 4 5 6 76x8S 1 `-S 141 i1 _ — M ° t i - v_ 15 14 16 13 12 11 17 10 18 9 19 3x4 3x4 % 3x8 I I 3x4 = 3x8 I I 3 x 8 I I • • i `+' 43 -6-12 I 7 -9-10 I 12-0 -8 16-3 -6 20-6-4 24 -1-0 3-6-12 4-2 -14 42 -14 l 42 -14 l 42 -14 l 3 -8.12: Plate Offsets (X,Y): [2:0 -5- 12,0 -2 -0], [7:0-5-12,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 90.0 BCDL 10.0 Rep Stress Incr YES Code FBC2007/TPI2002 WB 0.10 (Matrix) Horz(TL) 0.00 9 n/a n/a `, Weight: 70 Ib FT = 0% LUMBER . • BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied 006;0 -0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEBS 2 X'4 SYP_No.3 _ _ BOT CHORD ..• •- Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabil¢ers and required • cross bracing be installed during truss erection, in REACTIONS All bearings 24-1 -0. accordance with Stabilizer Installation guide. • (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) 1, 8 except 14== 222(LC 3), 9=-222(LC 3), 13=- 292(LC 3), 11= 268(LC 3); 10=- 292(LC 3) ._. • 'Max Gray All reactions 250 Ib or less-at joint(s)1, 8 except 14= 396(LC 1), 9= 396(LC 1);13= 495(LC 6), 11=455(LC 1), 10= 495(LC 5) • . FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ` WEBS 2 -14=- 333/267, 7- 9=- 333 /267, 3- 13=- 406/336, 4- 11=- 371/309, 6-10 =- 406/336 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-05; 146mph (3- second gust);TCDL= 5.Opsf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1 .00 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 Toad nonconcurrent with any eFher live I-4 a. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 except (jt=lb) 14=222, 9= 222,13= 292,11 =268, 10 =292. adtplrethmaso (me. 7) This truss has been designed for a moving concentrated Toad of 200.OIb live located at all mi st:r d at all 61r PA points along the Bottom Chord, nonconcurrent with any other live loads. pailigrala6 CIVIL b11UGaRIiL • Pp. 1334 BB. OOIO R LOAD CASE(S) Standard 1119ia11fb1118MCtt'IMl.R 4UN i •, . IL. 13161111411, IWbf 01,400 . JUN 09 2011 e Job 6-2 -11 Truss V28 Truss Type HIP Qty 1 Ply 1 Job Reference (optional) Royal Truss Corporation, Hialeah Gardens, Fl. 33016 7.250 s Mar 23 2011 MiTek Industries, Inc. Tue Jun 07 17:04:48 2011 Page ID: 3ZN7FVuWCw9QM8CoAxBjSNz8dex- ?1m0h8O 304R4Eo2LXge n1IEMgGjGzghtS89zz8dMD I 7-5-0 11 -10-9 16-2 -7 20-8 -0 28-1-0 1 I l I 7-5-0 45-9 4-3-13 4-5-9 7-50 Scale =1:47.2 3.00 rir - 6x6 = 2x4 I I 2x4 II 6x6 = 2 _ 3 4 5 • • c5 V IPa low -;-- [3 . - 3x4 5 13 12 14 11 10 3x4. 9 8 15 7 16 2x4 I I 3x4 = 3x4 = 2x4 1 1 2x4 I I 2x4 I1 ' • • 4, 7-6-12 ( 11 -10-9 16-2 -7 20-6 -4 • 28-1 -0 1 1 7-6-12 4-3-13 4-3-13 43-13 7-6-12 Plate Offsets (X,Y): [2:0- 3 -0,0 -2 -12], [5:0-3- 0,0 -2 -12] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.55 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.40 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 88 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied csI640 -0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. WEBS 2 .X4 SYP,No.3 - _ BOT CHORD Rigid ceiling directly applied or 6-0-0 to bracing. MiTek recommends that Stabilizers and required • cross bracing be installed during truss erection, in. accordance with Stabilizer Installation guide. REACTIONS All bearings 28-1 -0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 1 =- 152(LC 3), ' 6= 1'52(LC 3),'12=- 382(LC 3), 7=- 382(LC 3), 10=-253(LC 3), 8=-253(LC 3) Max Gray All reactions 250 Ib or lessat joints) except 1 =331(LC 12), 6= 331(LC 17), 12=708(LC 5), 7= 708(LC 6), 10=486(LC 6), 8=486(LC 5) - • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ' ' WEBS 2 -12 =542/ 406, 5-7=- 542 / 406, 3-10=- 409!303, 4-8=- 409/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 146mph (3 -second gust); TCDL =5.0psf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOLL') .00 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 Toad nonconcurrent with any other live Toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstands Ib uplift at joint 6, 382 Ib uplift at joint 12, 382 Ib uplift at joint 7, 253 Ib uplift at joint 10 and 7) This truss has been designed for a moving concentrated Iced of 200.OIb live located at all j i'1 'I . n 1 c-1 (-) QM eafgatejra •ni d - -' 1 .`:r - points along the Bottom Chord, nonconcurrent with any other live loads. =UM rA OVL 1 1111NG11RAL • . LOAD CASE(S) Standard' �' MEN . MI NIA II AN ZIEDA 3161 , ' - 11L- NEN IWAND la. OINU dIN JUN 0 9 2011 1 1 Eddie .Davies Royal Truss, Inc. Medley, FL Re: End Jac k Connect:oil Detail- Top chord to comerjacic/Hip girder Dear Eddie, As y� u requeaed, investigation the connection regyirearnentslor °p.n.:ended jacks in a stand:J.', . . .1-7.-carifiri4e:t bosed on the following .piiimeters: Sc acinq: 2 - o.o. &wit" Load: 30 + 15. + 0 +10 PSF • MAUd: 146 MPH, COmponents and4Cladding loads..ASCE 7-og per FBC 2001 OccupanCy.categoryli,_exposure C‘25.k.,aboye.ground,.10 PSF dead load. Lumber: 2x4 No. 2 SYP. minimum top andlioftom-chotd (nOyiebs) Pitch: 2:12 to 6:12 led Toe-Nail papacity 154 * .83 * .77.! 1.331 130# • . • Approved Hurricane Clip Min. capacity 400# each direction. Span Uplift • Bottom Chord-Reaction 331# f • „ -..; . rvi V 1 ■■••■•• Top Chord Connaction (2), 16d Toe-nalls (2), led Toe-nails (3), 16d 1 rchnectic..r, if you have any questions regarding this matter, please do not hesitate to call. Sincerely, (2). 16d Toe-nails 1/4E) &jrIiiic4cj ovik, viorimort cm. DOWERS. PA all. 1 STRUCTURAL P.. MAI EIS. ODOM vta to 3W1 mat itanca IL. IIJ 81447B PM- WM 361404 JUN 09 2011 Eddie Davies Royal Truss; Inc. - Medley, Re: Comer Jack Connection Detail- CJ5 ..;. Dear Eddie, .you2 uesto:i.:u► on;the�o • • , i #or,aS.�^:i .. 4 7.,r s stback pane topchord,and:endv dcai xxoa.3 's lbl a:aerr raei based on the following parameters: Grravity mod: 30.1- 15 + .0+ 14 PSF " . Wind Load:. 146 MPH, Components and Cladding ku4ds, ASCE 7 -05 per P C 2001 Occupancy,category ll exposure-C,`25. ft. above ground, 10 PSF dead load. L_wrber. 2x4 No. 2 SYP.n inimum top and bottom chord .:,. : i 3 : 1 2 6 1 2 6:12 -; i --16d Toe- Nail-Capacity r 154.'P-_83 * :?7 *'1:33 13tJ# X54 ,. Mimic . . span s End Reaction . `: , -Top: ^hold« L Bon. Ch. Total '' _ + : '.1'p%. ..?-,,C,, •r. Whit ' C35 7-0-14 , 447# 662# (3) 16d Tee ; ::; - (3).164 3 780# _ + . awls _ - , Toanails l If you have any questions regarding this matter, please do not hesitate to call. SInccrcly, tkona%Lorn / . me Es 0010552 IRO it Nth UM= nwt RAMA IWO Ili- OM u» iwc- hw►26346• • JUN at! 2011 Valley Trusses . • 1•.••• :tr.. ..,..Supportibg Truss lb, •■■■•,■••■••■•• ■■•■■■•• A ia••■ MMEIM. • MI 1111 1111 441 .4 ,N.,••r■ AN,115, • .1••■••■•■■•■•■■■••••11/ 41,0,110,M, 13111 ..1111■■••Ii. ■••■••■•,1,..•••■••■10 IP" .A1 .■••'IMP Continuous Bracing @ 24" o.c. in areas without ptyw. sheathing Partial Roof Layout 12 .J4to7 Pitch Valley Trusses @ 24" o.c. . ,. . bved.20 risiiEd to bliss vii 2-Zid - - "•` ''.4.A I ice 43 a s• ; - orbeirei MA banomchnid _ •-:,::,=iofioatieytriiiirit.';'.•: ` -. -:.T'-• • -1 - - --' 7 '. -t Nam • .. . .,...,.. ..: • - .,. . ... . .. ... 14-..t....Y,L.:,:kt•-_- • -• 7.1-5.;:....",.'••%••••il.:::.4. arrovide amt.bracing on verrimis once, TreattwaCtEraculli to verticals w/ 2, 10d nails. Bracing must be tied tO a Coax! poird at ends. (b) Max. spacing for vertical siuds is 6' - 0". (c) Conn. for uplift with min. 1-1/4" 16 ga twist strap at 4' - Cr o.c.. with 4. 10d *nails each side of strap. (ASCE 7-05 FBC 2007) • (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 croft bracing at 24" o.c. Valley Truss -"` • s •-.1USITaPelir 0Alset!ii.atei. tiustiei 24"-o.c. • • • " • -. Design Leeds: 30 + 15 + 0 + 10 PSF, 33% DOL. • 7.- Wind Speed 146 MPH, 10 PSF Dead load . . Lumben2x4.No. 2 ND SYP min. chords • --72x4 t4o. 3 SYP min. webs kE) arkatello 9sitriman CatteD4211605, PA STPILIIRAL • . 22411 E. OMNI wilik =tact net sima mos (J314442) PAX- C34 IM • JUN 09 2011 National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 -2187 www.nateval.org Fax: 703/931 -6505 INTERNATIONAL CODE COUNCIL NATIONAL EVALUATION REPORT Report No. NER -510 Re- Issued May 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 -1324 800 - 328 -5934 infoaUSPconnectors.com www.USPconnoctors.com EVALUATION SUBJECT: USP "LUMBER CONNECTORS Page 1 of 10 Copyright@ 2003, National Evaluation Service, Inc. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were perforated by the National Evaluation Service, Inc. (NES), and NESspeciftcallr does not make any warranty. either expressed or implied, as to arty finding or other matter in this report or as to any product covered by this report. This disclaimer includes, hut is not limited to, merchantability. This report is also subject to the limitation listed herein. 1 Page 2 of 10 National Evaluation Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 INSTALLATION. 1.0 SUBJECT USP Lumber Connectors: 1.1 Butterfly Hanger CLBF Series 1.2 Rafter Clip and Stud Plate HCPRS Series 1.3 Hurricane Anchor HCPL Series 1.4 Truss Tie Down Strap (True Tie) HDPT Series 1.5 Girder Truss Strap /Hold -Down SGP Series 1.6 Joist Hanger HUS Series 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models EVIDENCE SUB Re- Issued May 1, '003 back to the NES ho e page 3.1.1. Butterfly Hanger CLPBF• Series: The Butterfly hanger is a U- shaped connector that supports structural lumber and is nailed to the face of the supporting ::.:wood member. It is die = formed ,from.NoA8 -gauge'galvanized steel: Refer to .Table 1_for. connector dimensions fastenerschedules and allowable loads. ,3.1.2. Rafter: Clip and Stud Plate 11CPRS Series: The rafter clip and stud plate, fabricated from No. 18 gauge, galvanized steel, .:are - irregular-shaped connectors that connect the top and bottom plates to stud :members. Refer to Table 2 for fastener schedules and allowable Toads. 3.1.3.,,Hurricane ,Anchors 4ICP _ eries :-fThe Hurricane :anchor is a .framing anchor.that connectsxafter..niembers to the iouble top plate or to.tud members. The anchors are die formed from No. 20 gauge galvanized steel. Refer to Table 3 for anchor dimensions, fastener schedules and allowable loads. 3.1.4:TrussTie Down.Strap(Trae••_: 'ie).HDPT,Series: The truss tie down strap is a 13/4- inch -wide strap that is U- shaped with 19- inch -long twisted ends. The strap straddles the top chord of a truss and connects to the double top plate. The strap is die formed from No. 18 gauge . galvanized steel. Refer to Tables 4 for connector dimensions, fastener schedules' and allowable loads. 3.1.5 Girder Truss Strap /Hold- Down-SGP Series: The girder truss strap is an L- shaped connector that resists tension forces only. The connector is used with an ASTM A1011 steel washer, measuring 3 by -3 by 1/4 inches that has a long -slot hole, and a' /2- inch - diameter bolt. The strap is manufactured from 14 gauge steel. Refer to Table 5 for strap /hold -down dimensions, fastener schedules and allowable Toads. 3.1.6 Joist hanger HUS Series: The HUS hangers are designed to support nominal 2x dimensional lumber and 1 -3/4 inch structural composite lumber. The joist hangers are fabricated from 16 gauge steel. The joist hangers are pre - punched for 16d common wire nails. The joist nails are driven at a 45° horizontally toward the header so as to penetrate through the joist end into the header, so that the joist is also toe - nailed to the header. Refer to Table 6 for joist hanger dimensions, fastener schedules and allowable loads. 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design Toads for the connectors are based on the lowest load obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test load with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification® for Wood Construction, based on wood, with a specific gravity of 0.55. Page 3 of 10 National Evaluation Report No. NER -510 E roduct EvaNluS ati • n Listing .0P`PROPERTY FO WHIC i r EVALUATIONi SOUGHT* INSTALLATIO1 IDENTIFICAT1O EVIDENCE; SUB Re- Issued May 1, 2003 back to the NES h • me page The connected wood member shall be designed for the design Toads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, CM, specified in the applicable building code. 3.3 Materials 3.3.1 Steel: All devices listed in this report are fabricated from ASTM A653, SS Grade 33 steel, with galvanizing complying with ASTM A924, G60. Steel coated or galvanized thicknesses are No. 10 gauge (0.1345 inch), No. 11 gauge (0.1196 inch), No. 12 gauge (0.1046 inch), No. 14 gauge (0.0747 inch), No. 16 gauge (0.0598 inch), No. 18 gauge (0.0478 inch), No. 20 gauge (0.0359 inch) and No. 22 gauge (0.0299 inch). The uncoated minimum steel thickness of the connectors shall not be Tess than 95 percent of these listed thicknesses. 3.3.2 _Wood: Lumber shall be nominal dimension lumber having a minimum -- .specific gravity of 0.55, such, as southern pine, with a moisture content of 19 percent or Tess. 3.3.3 Fasteners: Nails shall be.common wire nails having a minimum bending yield. strength, Fyb, of 90,000 psi. Common wire nails conform to the nominal sizes - specified in Federal. Specification FF- N -105B -Bolts have a minimum bending yield strength, Fyb, of 45,000 psi. 4.0 ' INSTALLATION 4.1 General USP_- Lumber Connectors,shall be$instailed-:in accordance with-thernanufacturer's published .. installation instructions.::: The- :manufacturer's published `installation instructions and this report shall be strictly adhered to and a. copy of these ...instructions shall be available at all times on the job site during installation. The instnactions . within this-: report.4goyeim4Ahere• .are- any conflicts between the manufacturer's published installation" instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 and a moisture content less than :l9 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for .other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design load afteradjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name /and or trademark, series designation and this National Evaluation Service evaluation report number, NER -510 for field identification. 6.0 EVIDENCE SUBMITTED - 6.1 Calculations prepared and sealed by Dole J. Kelley, Jr., P.E. 6.2 Reports of Load Tests, prepared by ATEC Associates, Inc., for the following joist hangers and timber connector devices: CLPBF (Report No. 8555 dated November 19, 1992; and Report No. 33504 dated August 4, 1987); TPP4 (Report No. 4964 dated July 20, 1991); HCPR/L (Report No. 4955 dated July 10, 1991); HCPLR/L (Report No. 4954 dated July 10, 1991); HCPLR/L (Report No. 9805 dated October 21, 1993); HCPEL (Report No. 4996 dated July 17, 1991); HCPTA (Report No. 4402 dated May 7, 1991); HDPT2 (Report No. 9803 dated October 18, 1993); HCPRS (Report No. 7503 dated June 17, 1992); HA5(HCPRS) (Report No. 0583 dated November 30, 1988; and Report No. 7503 dated June 17, 1992). 6.3 Reports of Load Tests prepared by Product Testing, Inc., for the following joist hangers and timber connector devices: CPC44 (Report No. 94- 0036/6251 dated April 9, 1994); HDPT (Report No. 94- 0010/1349 dated Page 4 of 10 National Evaluation Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 PROPERTYFOR WAICH; EVALUATION IS SOUGHT January 17, 1994); HCPFA (Report No. 94- 0029/6251 dated March 29, 1994). 6.4 Engineering calculations for HUS 2x ands 1.75x Joist hanger connector Series, signed and sealed by Thomas A. Kolden, P.E., 9 -13 -2002. 6.5 Test reports on Toad testing of HUS Series Joist hangers under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 02- 50331, September 6, 2002, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 7.0 CONDITIONS OF USE INSTALLATI The ICC -ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that USP Lumber Connectors described in this report complies with or are Suitable altemates to that specified in the 2000 International Building Code@ with 2002 Accumulative Supplement, the 2000 International Residential Code@ with 2002 Accumulative Supplement, the BOCA National Building Code /9999, the 1999 Standard Building Code©, the 1997 Uniform Building Codeml, and the 1998 International One and Two Family Dwelling Code subject to the following -conditions: 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted atthe time of permit application. 7.2- Connector loads are determined in accordance with the applicable Code. The allowable .. loads -shall notr.exceed- those shown in-the tables of this report. Loads in the tables are predicated -on the use-of fasteners indicated in the tables,: wood with a minimum specific gravity -of 0.55 and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire -retardant treatment and preservative treatment. - 7.3.. •::Allowable loads in the attached - tables are for.connectors only. All framing members shall be designed in accordance with the requirements of their q.. appropriate design specifications as referenced in,the applicable Code • Loads designated. as ; "normal °. loads _area permitted -to be increased for - duration of- load -in accordance with the 1997 -AFPA National Design. ,....Specification©:for Wood Construction up to/he allowable tabulated for 115 %, 125 %, 133 %and 160 %. • 7.5....- Calculations are to be submitted at timerof permit application. The3individual performing such calculations shall possess the necessary credentials regarding competency -and qualifications.:asrequired by the applicable Code and the professional, registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC -ES website. Footnotes for Tables 1 through 6: (Refer to the bottom of each table for applicable footnotes.) Re- Issued May 1, 2003 back to the NES home page 1. Design Toads are based on calculations that assume a wood species having a minimum average specific gravity of 0.55, such as southern yellow pine. 2. Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. The nails shall also conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts shall have a minimum bending yield strength, Fyb, of 45,000 psi. 3. Header material shall be at least 3 inches thick. 4. Allowable loads are based on the lowest of the following: 4.1 Seat bearing of 460 psi. 4.2 Ultimate test Toad divided by three. 4.3 Test load producing 1/8 -inch deflection. 5. Uplift loads include a 331/3 percent increase for compliance with the Uniform Building Code and Standard Building Code, and a 60 percent increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift Toads include 331/3 percent for wind and seismic conditions and require use of load combinations of Section 1605.3.1 or 1605.3.2 of the International Building Code. No further increase is permitted. 6. Allowable loads are beyond the scope of this report for conditions where permanent Toad adjustment factor, 0.90, controls. 7. Connector installation shall be restricted to concrete construction. Concrete shall be normal weight having a minimum compressive strength of 2,500 psi. 8. Lateral loads are perpendicular to the rafter or joist. 9. Allowable Toads are for the number of fasteners specified in the table installed in each end of the straps. Page 5 of 10 National Evaluation Report No. NER -510 Table 1— CLPBF Series Joist Size Stock No. Steel Go. Dbnensionssin.) Fastener Schedule A9owablp Loads (Lbs.) W H D Header Joist 1001E 115% 125% Up9ft 133% 160% 2x4 CLPBF 18 • 1-9116 2 -12 2-112 (12)6d (3)6d 900 950 950 300 360 (12)6d (6)85 900 950 950 600 720 (12)8d (3)8d 850 950 950 380 460 (12)8d (6)85 950 950 950 " 710 855 Note= 1,2,3.4.5,6 Values based an 1 -12"thickness. Figure 1- CLPBF Butterfly Hanger Page 6 of 10 National Evaluation Report No NER -510 Table 2 — HCPRS Series Mlles: 1, 2, 4, 5, 6 Figure 2 — HCPRS Htirricane/SeismicAnchors' Dimensions (in.) Fastener Schedule Allowable hells (Lbs.) Stock Steel UPI* No. Ga. W1 W2 H Stud , Pie 133% 160% HCPRS3 18 2-9116 6-114 5-114 (6) 8d (6) 8d 540 540 (6)1Od (6) 10d 540 540 HCPRS4 18• 34916 T -14 5.114 (6) 8d (6) 8d 540 540 (6) 10d _ (6) 10d 540 540 Mlles: 1, 2, 4, 5, 6 Figure 2 — HCPRS Htirricane/SeismicAnchors' Page 7 of 10 National Evaluation Report No. NER -510 Table 3 — HCPL Series Dimensions (in.) Fastener Schedule Allowable loads (Lbs.) Stock Steel F7 F2 ' Uplift No. Ga. W H Rafter Plate Stud 133% 160% 133% 160% 133% 160% HCPLL 20 1 -12 6 (4)6d (4)6d (4)64• 145 145 95 85 400 480 (4)8d (4)84 (4)8d' 145 145 95 95 510 520 KKR 20 1.12 6 (4)84 (4)64 (4)84• 145 145 95 95 400 480 _ (4)84 (4)84 (4)6d• 145 145 95 95 510 520 Notes:1.2, 8.8 %ppfies to stud . Figure 3— HCPL Hurricane/Seismic Anchors Page 8 of 10 National Evaluation Report No. NER -510 Table 4 — HDPT Truss Tie Down Strap Series Fastener • Size • Alternate Fastening Schedule ABoviable Uplift Loads Loads (Lbs.) • Total Nwnber of Fasteners 2 Allowable Loads (Lbs.) 6 Stock Steel 12 Fastener F1 Size No. Ga. Description Schedule 133% 160% 2x HDPT2 18 Single True Tie (4)10d 450 450 (2) 2x HDPTD 18 Double True Tie (4)10d 450 450 Fastener • Size • Alternate Fastening Schedule ABoviable Uplift Loads Loads (Lbs.) • Total Nwnber of Fasteners 2 4 6 8 10 12 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% - 8d 220 265 440 530 660 790 880 1055 1100 1320 1320 1585 10d 265 3'10 535 640 800 960 1065 1280 1335 1600 1600 1920 16d 320 385 640 770 960 1150 1280 1540 1600 1915 1915 2300 WET l, 2, 6, 9 Figure 4 — HDPT Truss Tie Down Straps (True Tie) 0 Page 9 of 10 National Evaluation Report No. NER -510 Table 5 — SGP Series Notes 1,2 5, 6, 7 Figure 5— SGP Tension Tie Steel Gauge Dimensions (In.) Fastener Schedule Allowable Loads (Lbs.) Stack Anchor UpU1! No Strap Plate W D L CL Bolt Strap 133% 160% SGP2 14 114 1.55 4 18.114 1 -12 (1)17 (14)10d 1455 1455 (14)16d 1455 1455 Notes 1,2 5, 6, 7 Figure 5— SGP Tension Tie Page 10 of 10 /.. National Evacuation Report No. NER -510 Table 6 — HUS Series Stock Steel Hanger Dimensions Fastener Schedule" Allowable Loads (Ibe.) Number Gle. W H D Header Joist Fe, = 460 psi Fe, = 825 psi Fe, = 675 psi Uplifts . (In.) (In.) (In.) Qty Type Qty Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% HUS26 16. L 5/8 5 7/16 3 14 16d 6 16d 2590 2975 3080 2590 2975 3235 2590 2975 3235 1925 1925 HUS28 18 15/8 7 3/16 3 22 16d 8 16d 3145 3310 3415 3890 4050 4160 3900 4275 4345 2570 2570 HUS210 16 1 518 9 3/16 3 30 16d 10 16d 3415 3615 3750 4180 4360 4495 4385 4585 4720 3205 3205 HUS175 16 1 13/18 511132 ' 3 14 16d 6 16d 2590 2975 3235 2580 2976 3235 2590 2975 3235 1925 1925 HUS177 16 1 13/16 7 3/32 3 22 `.18d .8 16d 3490 3655 3780 3900 4345 4345 3900 4345 4345 2570 2570 HUS179 18 113/16 9 3/32. .3' 30' 16d 10 16d 3760 3960 4095. 4625 4830 4965 4890 5090 5226 3205 3205 rwac.7,n nazarmaP 1IDT s45N 1psts689KPa• 1 A 18d nett Is 312 Inches tong and 0.182 Inches In diameter. 2 The 18d naes driven Into the)oist shall be Installed at 30 to 45 degrees horizontally toward the header. 3 Uplift bads include a 33.1/3%or 60% Increase for wind or setsndc load conditions. No further Increase shell be Permitted. Figure 6 1y BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 14305 Southcross Drive # 200. Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1107 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the .AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: JL, JUS, SKR & HJC Joist Hangers. APPROVAL DOCUMENT: Drawing No. MD0207, titled "Face Mount Joist Hanger" prepared by United Steel Products Company, sheets 1 and 2 of 2, dated 02/07/07, with no revisions, signed and sealed by Robert W. Lutz, P.E., bearing the Miami Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06-0601.03 and consists of this page 1, evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 07 -0214.20 Expiration Date: June 04, 2011 Approval Date: May 31, 2007 Page 1 United Steel Products Company. A 1. NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawing No. MD0207, titled "Face Mount Joist Hanger" prepared by United Steel Products Co., sheets 1 and 2 of 2, dated 02/07 /07, with no revisions, signed and sealed by Robert W. Lutz, P.E. B TEST Test reports on wood connectors; per ASTM sealed by C. R. Caudel, P.E. Report No. Wood Connector 1. 06 -6047 JUS24 2. 06 -6048 JUS26 3. , 06 -6049 JUS28 4. 06 -6050 JUS210 5. 06 -6062 JL24 6. 06 -6063 JL26 7. 06 -6064 1L28 8. 06 -6065 31210 9. 06 -6066 SKH26 10. 06 -6067 HJC26 ° 11. 06 -6068 HTC28 D1761 -88 by :Product Testing, Inc., signed and Direction Date Upward & Down 10/09/06 Upward & Down 10/12/06 Upward & Down 10/17/06 Upward & Down 10/20/06 Upward & Down 10/30/06 Upward & Down 11/01/06 Upward & Down 11/03/06 Upward & Down 11/06/06 Upward & Down 11/13/06 Upward & Down 11/22/06 Upward & Down 12/01/06 C CALCULATIONS 1. Face Mount Hangers. Series Calculations prepared by United Steel Products Co., signed and sealed by Robert W. Lutz, P.E. D STATEMENTS 1. - , No Financial Interest Letter issued by United Steel Products .Co., dated January 26, 2007, signed by Robert W. Lutz, Y.E. 2. Letter of Code Compliance issued by.United Steel Product&Co., dated January 26, 2007, signed and sealed by Robert W. Lutz, P.E. 3. NOA Renewal Request Letter issued by United Steel Products Co., dated February 2, 2007, signed by Robert W. Lutz, P.E. 4. Code Compliance Letters issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. E -1 Carlos M. Utrera, P.E. Product Control Examiner NOA No 07-0214.20 Expiration Date: June 04, 2011 Approval Date: May 31, 2007 PRODUCT CODE GAUGE DIMENSION FASTENERS FASTENERS ALLOWABLE LOADS H W A H D A HEADER JOIST DOWN UPLIFT (1607) 18 1 9/16 HJC26 12 5 7/8 3 5/8 3 1/41 3/4 (16) 16d (12) 10d 2020 1975 HJC28 12 5 7/8 6 3/4 3 1/41 3/4 (20) 16d (14) 10d_ 3220 2010 1. PUBLISHED LOAD IS FOR TOTAL OF HIP AT 45 DEGREES AND JACK.. AT 90 DEGREES COMBINED. 2. MINIMUM HEADER THICKNESS SHALL BE 2 INCHES FOR 16D NAILS., 3. ALLOWABLE DOWN LOAD LISTED IS AT 1007. DURATION OF LOAD. ' TYPICAL HJC INSTALLATION GENERAL NOTES' - 1. STEEL SHALL CGNFORM TO ASTH A653, STRUCTURAL. GRADE 33, UON AND A MINIMUM GALVANIZED COATING OF G-90. 2. FASTENERS ARE CONW]N WIRE NAILS INLESS OTHERWISE NOTED. 3. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B, A SHORT TERN DURATION FACTOR OF 60X FOR WILD LOAD CONDITION. 4. ALLOWABLE DOWN LOADS ARE NO INCREASED BY SHORT TERM DURATION FACTOR. 5. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOODS CONSTRUCTION 2001 EDITION IN ACCORDANCE WITH ASTM D1761. 6. LUMBER SPECIES IS SOUTHERN PINE. PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT (1607) JUS24 18 1 9/16 3 1/8 1 3/4 1 (4) 10d (2) 10d 745 N/A JUS26 18 1 9/16 4'13/16 1 3/4 1 (4) lOd-_S4) 10d (4) LOd 990 1240 1040 1160 JUS28 18 1 9/16 6 11/16 1 3/4 1 6) 1Ori JUS210 18 1 9/16 7 13/16 _1 3/4 1 (8) lad (4) 10d 1490 1115 1. Spedfled Joist nails shall be Installed at 30 to 45 degrees horizontally such that they penetrate through the end of the Joist and Into the header. 2. Minimum header thickness shall be 1 3/4 Inches for 10d nails. 3. Allowable DOWN load listed Is at 1007. Duration of load. 4. Uplift Load listed as N/A had uplift capacity less than the required 700 pounds. TYPICAL JUS INSTALLATD]N JUS i'l:nl)L'cr idEMWED a's ,gy :rE *glee Meg E,0:MO7 iS"tarts' • S e(44%; 11. 15j 1e Pruases coiswei 20 11 UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, Mt 4TGONERY, MN. 56069 PHONE (507) 364 -7333 NAME' FACE MOUNT JOIST HANGER DATE' 02/07/07' ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET' 1 OF 2 DRAWING # t MD0207 MDADE PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST . DOWN-. UPLIFT (1607.) SKH26 16 1 9/16 5 1/4 1 7/81 3/16.(6) 16d (6) 10d x 11/2 900 870 1. Miter cut required on end of joist to achieve allowable loads. 2. Minimum header thickness shall be 2 inches for 16d nails. 3. Allowable DOWN load listed Is at 100% Duration of load. 4. SKH26 Is skewed Right and Left. TYPICAL SKH26L INSTALLATION SKH26L GENERAL NOTES' 1 STEEL. SHALL COFIFMN TO AM! A653. STRUCTMAL GRADE 33, UON AND A MINI/011 GALVANIZED COATING OF 5-9D. a FASTENERS ARE MOON WIRE NAILS MESS OTHERWISE NOTED. 3. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED 3. A SHORT TERM DURATION FACTOR OF 60Z FOR WIND LOAD CONDITION. 4. ALLOWABLE DOWN LOADS ARE NO INCREASED BY SIERT TERM DURATION FACTOR. 5. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOODS CONSTRUCTION 2001 EDITION IN ACCORDANCE WITH ASTM 31761. 6. LUMBER SPECIES IS SOUTHERN PINE. PRODUCT CODE GAUGE DIMENSION FASTENERS ALLOWABLE LOADS W H D A HEADER JOIST DOWN UPLIFT (1607.) JL24 20 1 9/16 3 1 1/2 15/16 (4) 10d (2) 8d x 1 1/2 490 N/A JL26 20 1 9/16 4 3/4 1 1/2 1 1/2 15/16 (6) 10d 15/16(10) 10d (4) 8d x 1 1/2 (6) 8d x 1 1/P 740 1P30 700 940 JL28 20 1 9/16 6 3/8 JL210 20 1 9/16 8 1/4 1 1/2 15/16 (14) 10d (8) 8d x 1 1/2 1720 1170 • 1. Minimum header thickness shall be 1 3/4 Inches for lOd nails and 2 Inches for 16d nails. 2. Allowable DOWN load listed is at 100% Duration of load. 3. Uplift Load listed as N/A had uplift capacity less than the required 700 pounds. TYPICAL JL26 -2 INSTALLATION JL26 -2 PROM= RENEVJEU es tecoyin with Ow Naffs :a�• ter, f /`-« j U^' a rrudt�f 20 1/ UNITED STEEL PRODUCTS COMPANY 703 RIDERS DRIVE, MINTCDPERY, MN. 56069 PHONE 0507) 364 -7333 NAME, FACE MOUNT JOIST HANGER DATEI 02/07/07 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET, 2 OF 2 DRAWING # N MD0207 MDADE J 1 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol • BECOME ALERT - HEED ITS MESSAGE. ACAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result In personal injury or damage to structures.' HIB -91. Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES© It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store. handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to,: be interpreted as superiorto the projectArchitect's or Engineersdesign specification for handling, installing and bracin. wood trusses for apartIular roof orfloor .These . recommendations are based upon the collective experience of leading technical , CAUTION The bulder, b ulding ontraco ,lcg '.sed contracto4 erector orerection contractor tsad f vlsed to obtain and read the entire bookie uCom `mentary and Recommendations for;Handl[ng; Irt . Stalling. & Bracing Metal. Plate Connected -.Wood Trusses, =.1=918 •9:0 from`the Truss P[ateJnstifute. " DANGER: 'A DANGER designates a condition where failure to follow instructions or heed warn - _; ing will most likely result in serious personal injury or death or damage to structures: WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833.5900 personnel inthewoodtruss industry, but must, dueto the nature of responsibilitie involved, be presented as a guide for the use of a qualified building designer c installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibilit . for damages arising from the use, application or reliance onthe recommendation and information contained herein by building designers, installers, and others Copyright © by Truss Plate Institute, Inc. All rights reserved. This document c any part thereof must not be . reproduced in any form without written permissiar of the publisher. Printed In the United States of America. a: it Ipfneer4fyAraciflp should be no less ha fade'`Fm. rkeda lumber All, connections ^° Y should a 'made wi ll trtinimuni` of 2 -16d nails.' All 'trusses: ssumed 2' on- center or less. All rnuitl•ply , russes shpuld Re connected together: in actor - 4rtc, lth'desigr}. draw Jngs: OHO :tc1r>istaliation. �AUTIO9V" �Trusiles" shouldr ilot unioadect on rough ter altp ors ueven surface whl h` could. .• canusedamage.`to the.truss; r 3. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installs -. 1 on begins or lift bundled trusses by the bands.. • , WARNING: Do not use damaged trusses. - -' Trusses stored vertically should be braced to prevent toppling or tipping. A DANGER: Do not store bundles upright unless 7 properly braced. . A -;: DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 WARNING: Do not attach cables, chains, o hooks to the web members. Tag Une Approximately Approximately 1/2 truss length Y2 truss length Truss spans less than 30'. Spreader Bar Less than or equal to 60' Tag Line I WARNING: Do not lift single trusses with spans greater than 30' by the peak. • MECHANICAL» INSTALLATION' Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag -: Una Strongback/ SpreaderBar 10' Approximately 35 to 34 truss length Strongback/ SpreaderBar Greater than 60' Toe In Approximately '/a to.35 truss Ien • h Less than or equal to 60' Al or above mid - height j Vii\ \ i�.!►//i %� �,_ Approximately 35 to % truss length • Greater than 60' Tag Line; CAUTION: Tem oia b elm th1sit trusses witt simil F br.i rte-* .,. ris t-k -cog acn9�.atrangem t l re' e_e ag e . ecommencled D sign Spectflcatton 10 ,,m AP: ra- cusses DSB-89raand.. sametceses:determinethdt I GROUND BRAGING,BUILD NG;INTERIOR 4 t .RT• t stall 01 siaII otr .m. i .r acc ordal OQaia:Cta{ r10gr ppactgg posit motel ROUND B CING.--BUILDING EXTRiOR *Typical vertical attachment Plan End Watt Blocking k t i \i Ground Brace Verticals GBV) Ground brace „J,�verticat (\ itt trues of trie d trap or trusses ( Ground brace IMera (LB0) ��— 2nd floor Ground brace diagonals (GBD) Note: 2 ^d floor system shall have ' adequate capacity to support ground braces. • Grou ,• :i brace latera :(1.5 j - _ group o grcoup of t. End brace (ES) 1 Strut ground S ) j�l ' 1 ; / /,% stake 1�floor Driven ground stakes CAUTION: Ground bracing required for all Installations. Frame 2 Typical horizontal tie member with multiple stakes (HT) 12 4 or greater i urar''' SPAN; . ,..., ,;;; MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) ." ;'' •: TOP CHORD DIAGONAL BRACE SPACING (DBS) -: "` 1# trusses] SP /DF SPF /HF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle, togatherand caueecollapee inhere iano diago- nal bracing. Diagonal bracing should be naUed to theunderside of the top chord when purine are attached to the topside of the top chord. • ,- PITCHED "TRUSS SPAN . MINIMUM i PITCH `; ' • DIFFERENCE 9 �; TOP'CHORD ,' t; LATERALBRACE SPACING(LBS) . ... TOP CHORD , DIAGONALBRACE" SPACING (DBS) P ... #..trusses'] ,° SP/DE' 17 -SPF/HF , '12 Up to 28` 2.5 7' Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer ur - ugtas r- to HF - Hem -Fir SP - Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required 12 5 (-- All lateral braces lapped at least 2 trusses. Frame 3 Top chords that are laterally braced can buckle togethersnd cause collapse if there is no diago- nal bracing. Diagonal tracing should be nailed to the underside of the top chord when purhna are attached to the topside of the top chord. SCISSORS TRUSS 12 ---1 4 or greater - ti:Nr 1114 liNrip. 4.4!■, , 14 ,r-,..- k".., , _ .,,,,„„ 1,,.... ,tr,„... .....„,.,,,, rjr.„ ,„„_, . \ , , , ,,,,„,„ ...Airr„..,......._____„ ,.,, ...... ., , ..,,, _. ,„ .7.4, v...„ ........_ , ,,,......, SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LB& - BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) 1# trusses] SP /DF SPF /NF Up 10 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional ennlnnRr DF - Douglas Fir -Larch HF . Hem -Fir Bottom.chord.4iagonai bracing-repeated, at each end of the building and at same spacing: As top.chord diagonal bracing.,._ �Ca%l o.YA, •• d '�- F °r h?•f�.:%S� '- �Y. _ '.v 7 "a. �n -� • �F lF3N Ga failu1tofp114WAhese- io :Oln n datiott 'coaid esw e�rer' ers nal� striia c;t nn! �getsezb i1 "bra. SP - Southern Pine SPF - Spruce - Pine -Fir All lateral braces lapped at least 2 trusses. CHORD PLANE` 1 Gs Cross bracing repeated at each end of the building and at 20' intervals. /-- Permanent continuous lateral bracing as specified by the truss engineering. S0 00 0 WEB MEMBER PLANE SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) r# trusses] SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" _ 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce - Pine -Fir a 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand ausecollapse if there isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. Continuous Top Chord Reteral Brace Required 10° or Greater Attachment Required 20 Mewl 30" or greater The end diagonal brace for cantilevered .trusses must be placed on vertical webs in line with the support. 4 End diagonals are esstitia{� .c stability and must-be dupliclit • both ends of the truss system. • t WA U G Failure #o: foriow tJ, ese recgmmendatio5s,coujdrestait • sev re ape so na� jui �atlda a9 0 % se 4' 11 Nil ,ir 9 . ` "` • 4x2 PARALLEL CHORD.TRUSS:TOP CHORD` Top chords that are laterally braced *an buckle togetherand cause collapse If there ianodlago- nal bracing. Diagonal bracing should be nailed tothe underside of the top chord when wiles are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required I 10° or. Greater Attachment , Required -' 30yA8S1 Saes • All lateral braces lapped • at feast two '' Cusses. End diagonals are essential for.; stability and must be duplicatedon" both ends of the truss system. Frame 5 P 31/Za Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. MONO TRUSS I SPAN MINIMUM PITCH • TOP CHORD LATERAL BRACE SPAC1NG(LBs) TOP CHORIS' DIAGONAL BRACE SPACING (DBs) [it trusses] SP/OF 17 SPF/HF 12 Up to 24' 3/12 Ilt. Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professions engineer DF - oughts Fir-Larch HF - Hem-Fir SP - Southern Pine SPF - Spruce-Pine-Fir Diagonal brace also required on end verticals. 12 —13 or greater 46,4, a. _Top chords that are laterally braced can buckle togetherand causecollapaelfthere lane nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purtina are attached to the topside*/ the top chord. AR lateral brac, lapped at least trusses. Continuous Top Chord Lateral Brace 10" or Greater Required Attachment • Required PLUMB Truss Depth D(In) Lesser of D/50 or 2" Gt,,E0lutittc1cIlolnktibierecii t71 tialf r -.zoo aft^111•-4- ' • ■ • F."t"VITT?4?;,:191 a V . OSIO 1-INSTALLATION7C•LEFIANCES: D(in) ;'.D/Oci''.i:. 6(ft) ''' 12" 1/4" 1' 24" 112" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' Maximum Misplacement Plumb Line 1 Tr tl.-1141 1 OUT-OF-PLUMB INSTALLATION TOLERANCES. . . WARNING: Donot cut trusses. .1. L(In) Length WE!) BOW .... ......... ..... ..... • ...• •• • •• ........ ........ t Lesser of L/200 or 2" -Jr t(in) .......... .......... ! ........................ • ... ................... • • • • ........................ L(in) Lf200 L(ft) 50" 1/4" 4.2' 100" 1/2' 8.3' 150" 3/4" 12.5' Lesser of L/200 or 2" Lan) U200 1(11) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT-OF-PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should _ construction loads of any description be placed on unbraced trusses. Frame 6 JOB :i1 -7250 LOCATION SKETCH [SCALE 1 "= ZOO' - -- _ - .. IN . so■ �' t . Y 3 �.: 4 ., 103,49' T. • /� 'BO • – N N 15. . B l .. V — . 'f .. -foal an,R ." I5 P 0Rzi.Z� 5° i. o f�l: 1E77 l_ AC as , . do IS' 494 . . • a g5' 15' N. a5 Cryr d*: Gl '. .. g• p .. 18 ` -fss7' S , —` �V 49.9' • G s •,. •-�. - S7 /... {.. ^� G • ,iii .i9 �l r .', •l I':' ., /"'1V I--; 1 �F� 4 . "0 D tog =a�an� y LEGAL DESCRIPTION:Lot ded in Plat Book 47,Page 9,Block 58 4,M[IMI of the Public SHORES Records ESTATES,according of Miami -Dade to County,Florida. the Plat thereof as recot- - GENERAL NOTES 1) OWNERSHIP IS SUBJECT TO OPINION OF TITLE. 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS. PROPERTY. 3) (2.22) DENOTES THOSE ELEVATIONS REFERRED TO NGV DATUM. 4) LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. • AE 5) THIS PROPERTY IS WITHIN THE LIMITS OF THE FLOOD ZONE • 6) NO UNDERGROUND LOCATIONS WERE DONE BY THIS COMPANY. CERTIFIED TO Arnaldo Batista DATE: March 22,2011 • APPLICABLE ZONING, UNDERGROUND, ZONING AND BUILDING SET BACKS, MUST BE CHECKED BY OWNER, . ARCHITECT OR BUILDER BEFORE DESIGN OR CONSTRUCTION BEGINS ON THIS PROPERTY. 1 HEREBY CERTIFY: That the attached Plan of Survey of the above described property Is true =u and correct to the best of my knowledge, information and belief, as recently surveyed and platted under my direction, also that there are not above - ground encroachments other than those shown. This survey meets the minimum technical standards set forth by the Florida Board of Land Surveyors pursuant to Chapter 61G17 -6, Florida Administrative Code, Section 472 -027, Florida Statues. SURVEYING, INCA L.B. NO. 3333 aro D. Alonso 6187 NW 167TH STREET, H5 Pr. : ssional Land Surveyor Certificate No. 3590 MIAMI, FLORIDA 33015 , State of Florida 305/512-4940 THIS IS A BOUNDARY SURVEY NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL • PLAN OF SURVEY SCALE I" = zde Pte. - t QA-Rg_k.up-c C. I , S 3 ik E- . O�t� Q Ate t A....ARC DISTANCE AIC -AIR CONDITIONNG CBS...CONCRETE BLOCK STRUCTURE O.U.L..OVERHEAD UTILITY LINE CL..CLEAR CIL..CENTER LINE RAD...RADIAL ENC... ENCROACHMENT : RNN...RIGHT OP WAY... FIP „.FOUND IRON PIPE OJL.OVER HEAD W.M.-WATER METER CJL...CHORD DISTANCE PR-PROPERTY LIVE CONC„.CONCRETE P.H. FIRE HYDRANT UP...UTILITY POLE R...RADIUS U.E...OTIJTY EASEMENT .CENTRAL ANGLE R...RADIUS PL...PLANTER T. TANGENT C.13-CATCH BASIN MH.....MANHOLE CLF. ..CHAN LINK FENCE W.F. -WOOD FENCE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purpose. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU-2, sheets 1 through 4, titled ` NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13/03, with last revision on 07/19/06, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 05- 0701.04 and consists of this page 1 and evidence pages El and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.gov/buildingcode NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 Page 1 Nu -Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -2, sheets 1 through 4, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13 /03 with last revision on 07/19/06, prepared by Nu Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 05- 0701.04" B. TEST 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. Test reports on wood connectors per ASTM DI761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Retort No. Wood Connector Direction PT 02 -4073 NVTA PT 02 -4075 PT 02 -4074 PT 02-3938 PT 03 -4177 PT 03 -4202 PT 03 -4271 PT 03 -4270 PT 02 -4095 PT 02 -4096 31- 22456.0002 PT 04 -4698 PT 04 -5036 NVTA NVTA NVTA NVRT36 NVRT36 -T NVRT36 -T NVRT24 -T NVUH26 NVBH24 NVTA & NVTAS NVTH24 NVTH24 C. CALCULATIONS Report of Design Capacities prepared. by V. Product Model No. of Pages 1. NVBM24 7 through 8 2. NVRT 9 through 14 3. NVTA & NVTAS 1 through 6 4. NVTA & NVTAS 1 through 14 5. NVRT 15 through 15 "Submitted under NOA No. 04. 1202.01" Upward Upward Upward Upward Upward Upward Upward Upward Up & Downward Up &Downward Lateral Date 11/06/02 11/07/02 11/06/02 08/06/02 02/03/03 02/19/03 03/27/03 03/27/03 01/17/03 12/03/02 07/06/02 Upward Parallel/Perpendicular 04 /15/04 Upward Load 12/10/04 N. Tolat, P.E. Date 05/05/03 05/05/03 05/05/03 02/06/03 07/07/03 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 Signature V. N. Tolat, P.E V. N. Tolat, P.E. V. N. Tolat, P.E. V. N. Tolat, P.E. V. N. Tolat, P.E. 8' rlos M. U ra, P.E. Product Control Examiner NOA No: 08- 0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED EMATERIAL CERTIFICATIONS E. STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/03 signed and sealed by V. N. Tolat, P.E. "Submitted under NOA No. 04-120Z01" 2. Letter to Nu -Vue Industries issued by Building Code Compliance Office on 08/10/04 and signed by C. F. Font, P.E. "Submitted under NOA No. 04-1202.01" G. OTHER 1. Notice of Acceptance No. 08-0326.11, issued to Nu Vue Industries, Inc., approved on 09/14/06 and expiring on 08/21/08. E -2 Carlos M. Utrera, P.E. Product Control Examiner NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length Product Code Gauge seat Gauge strap 18 NVTA -18 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 28 NVTA -28 NVTAS 222 20 14 28 NVTA -28 NVTAS 224 20 14 30 NVTA -30 NVTAS 228 20 14 38 NVTA-36 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 20 14 No of Fasteners each strap 10d Maximum Allowable Load (Ibe) 1.2 Single & Double Straps Uplift Single Strap ppb e1 N A L1 Single & Double Straps 5 757 1514 250 500 8 805 1810 280 500 7 854 1708 250 500 8 902 °1804 280 500 9 981 *1902 250 500 10 999 *1998 250 500 11 1048 *2088 250 500 12 1098 *2192 280 500 13 1145 *2290 250 800 14 1193 *2280 250 500 "Note: For 8 or more nale per strap, use double truss for double straps. General Notes: 1. Steel shall conform to AS1M A853. structural grade 33 (Min. yield 33 kW) and a mintmum galvanized coating of 0 60 per AS1M A525. 2. Allowable loads are based an National Ong epeal9oettans (NDS) for wood oonstructlen, 2001 Edition and Florida Building Code 2004. 3. loads are for Southern Pine species with a epectfla gravity of 0.55. Allowable loads for other species shall be adjusted accordtngls 4. have r�� Penetration P factor 0-0.55 for common wire nails and 5. Allowable loads for wind uplift have already been increased by a duration tabulated 1.8 for anchor nags. 335 steel stress Inareaes b not used N the B. N for mare than one direction for a sloe connection cannot be added together. A directions 9 must IsM�u which �fattow divided Into components In the gftla + , , + - 1.o 7. Allowable loads are based an 1r thick wood members unless otherwiaa noted 6. All Us beams and grouted concrete masonry shall comp)* with chapters 19 and 21 of 2004 FBC. Concrete far tie beans and grout and mortar for concrete masonry be a min. of 2500 pet. Concrete masonry shall comply with ASTM 9. All testa have been oenducted M accordance with AS1M 0 -1781. NVTA TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length (ITO Product Code Gauge seat Gauge strap 18 NVTA -18 NYTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 218 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 NYrAS 220 20 14 28 NVTA -26 NVTAS 222 20 14 28 NVTA -28 NVTAS 224 20 14 30 NVTA-30 NVTAS 228 20 14 38 NVTA -38 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 20 14 Perpendicular to wall No. of Fasteners each strap 10d x 1.5° Maximum Allowable Load (Ibs) Uplift Single Strap UPlltt Doubie L1 Single & Double Straps L2 Single & Double Straps 8 1032 2236 250 500 8 1127 2254 385 585 7 1138 2272 520 830 8 1144 *2288 520 630 8 1153 *2308 520 630 10 1161 *2322 520 630 11 1170 *2340 520 630 12 1178 *2356 520 630 13 1187 *2374 520 830 *Note: For 8 or more nails per strap, use double trues for double straps. IWD111JCF t&YISE1 amispUrslibiliollhat �8• L2 Parallel L to wait VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 '*^- Concrete Tie Beam or Tle with conrete Sled 0 m r � , • , Holes Dta. aiambisvile aildiojeate tboF NVTA, NVTAS O 0 0 Nu - Vu e Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 PHONE: (305) 694-0397 FAX: (305) 694 -0398 NVTA AND NVTAS TRUSS ANCHORS DWG Sheet Date: Revisions:July 7, June 15, 2005 Jun. 1s. NU -2 1 of 4 FEB. 13, 2003 2006 July 19, 2008 TABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 18 NVRT -18 14 18 NVRT —t8 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT -24 14 30 NVRT -30 14 36 NVRT -38 14 48 NVRT -48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL. Lama . Flat Ties Twisted Ties 8 4 725 724 10 8 861 880 12 8 998 998 14 7 1138 1132 Notes 1. Specify 'F' for Flat and i for Twisted when ordering. 2. Fastener values are based on a minimum m 13" thick wood members. 3. • Indicates na of nails in each connected wood member. 4. See General Notes, sheet 1. UPLIFT TABLE 0 NVRT Twisted Rafter lies to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT -18 14 18 NVRT -18 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT-24 14 30 NVRT -30 14 38 NVRT -39 14 48 NVRT -48 14 Notes No. of 16d nails to Wood Framing No. of " diameter Tapcons to Concrete Maximum Uplift Load (lbs) 4 8 722 5 7 888 8 8 991 7 9 1125 1. ITN topeone shall be embedded a minimum of 14' Into concrete tiebemn or tlebeam farmed with aonarete filled masonry. ITN tapcons shall have a min. edge distance of 23' and minimum spacing of 1e as shown. 2. See General Notes, Sheet 1. 3. AS tapcene must be In the same row space at 1Xi" an centers. Do not use holes in the to row. Strap must be long en to accommodate required tapoona. reti 1,4151,0 mow 2�' Min. edge distance Reinforcement required Tie Beam formed with concrete filled masonry or concrete tie beam VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 18123 LANTERN CREEK LANE HOUSTON, TX 77088 3" 13" 0 0 0 4' 1" o -- NVRT - An- chor Holes dia. (b" 14" ralr18d Papomie N V u- Vu e Industries. Inc. 1083 -1089 East 29 Street Hialeah, Florida 33013 PHONE (305) 8944 -0397 FAX (308) 894 -0398 NVRT FLAT AND TWISTED RAFTER TIES DWG #: Sheet: Dote: Revisions.bly 1 2 NU -2 3 of 4 203. 13, 2003 Jan. 10, 2008 July 19, 2009 Truss plate rev. to transfer load to bottom chord Reinforcements Required StraP Douubble Truss e Concrete Tie Beam or Tie Beam farmed with concrete filed masonry 5 Nolte in Front On.) Nails 10d x 1.6' A"'8"s —No' 1G7XG?II$ 4?* TABLE 7 Truss Anchors NVTH H Length (in) Product Code Gauge seat Gauge strap 12 NVTH -18 18 14 14 NVTH -18 18 14 18 NVTH -20 18 14 18 NVTH -22 18 14 20 NVTH -24 18 14 No. of Fasteners in each Strap 10d x 1.5` Maximum Uplift Loads (Ibs) Single Strap on Single Truss Double Strops on Double Truss 1032 2084 8 1222 2444 7 1275 2550 8 1329 9 1383 2786 10 • 1437 2874 22 NVTH -28 18 14 24 NVTH-28 18 14 28 NVTH -30 18 14 32 NVTH -38 18 14 44 NVTH -48 18 14 VIPIN N. TOLAT, PE (C141L) PL. PM. 8# 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77086 11 1490 2980 12 1544 13 1598 3198 NVTH N u — Vu e Industries. Ina 1058 -1058 Nest 89 8trset 'Galosh, Florida 88018 Phone: (895) 694 -0897 Pon 806 694 -0898 8978 ANCHORS DWG !: Sheet Date: Retake= NU -2 4 of 4 aax 19, 2008 TABLE 3 NVBH 24 BUTTERFLY HANGER Notes 1. Use all specified fasteners In schedule to achieve values Indicated 2. Values are based on 1r header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER F FASTENER =mom =mom ALLOWABLE LOADS Ohs) ki Ol i 1 la a ORAN SL ADS 2x4 NV8H24 18 12 8 1113 Notes 1. Use all specified fasteners In schedule to achieve values Indicated 2. Values are based on 1r header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER Notes: 1. Use all specified fasteners In schedule to achieve values indicated. 2. Values are based on 3" header thickness and 1r Joist thickness. 3. See General Notes, Sheet 1. VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 18123 LANTERN CREEK LANE HOUSTON, TX 77088 SYMM.® Mid Span UPUFT f86elier t0 fsllsAfs DOWNWARD LOAD 8uili�glis�� A seesteeNe0 :F . -•d Nu — Vu a Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 PHONE (308) 854 -0397 FAX (305) 884 -0398 NVBH 24 AND NVUH 26 HANGERS DWG Sheet: Date: `" " Revisions: July 7, 2003 Jas 1A 2008 NU -2 2 of 4 FEB. 13, Jan. 10. 2008 July 18, 2008 F FASTENER ALLOWABLE LOADS (Ibe ) ti IN 2 0.� DOWNWARD WIND UPUFT 1 $ GRAVITY LOADS LOAD 24 NVUH28 14 20 10 2233 1213 Notes: 1. Use all specified fasteners In schedule to achieve values indicated. 2. Values are based on 3" header thickness and 1r Joist thickness. 3. See General Notes, Sheet 1. VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 18123 LANTERN CREEK LANE HOUSTON, TX 77088 SYMM.® Mid Span UPUFT f86elier t0 fsllsAfs DOWNWARD LOAD 8uili�glis�� A seesteeNe0 :F . -•d Nu — Vu a Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 PHONE (308) 854 -0397 FAX (305) 884 -0398 NVBH 24 AND NVUH 26 HANGERS DWG Sheet: Date: `" " Revisions: July 7, 2003 Jas 1A 2008 NU -2 2 of 4 FEB. 13, Jan. 10. 2008 July 18, 2008 UPLIFT STRAP CONNECTOR NVUCC 3/4" Power Fasteners Wedge Bolts PRODUCT: CAE PLYS :xx. (k) Allawabie UDII t Loads OW : 2 4 Solis. Afowablo Lateral i oads(lba} L1A L1B L2 NWGG -1 PPAKIC-2 3100 3100 NMUCC: -3 11496. 11490 10040. ib04o 14410 168 . 3100. 5200 NWCC -4 3190 NYUCC -5 5 61 11490 • 10040 17500 5200 3100 5200 Notes: L1 A applies to 2 upper' bolts & 4 bolts. L1B applies to 2 Lower bolts. — L2 Ppppllies to all bolts. Roof Values at L .(&i) 90P •Rafter °2X¢ RQtter 2X8. 5.6. 3/12.. 7.7 4/12: 8.4 5/12. 7.1 7.9.. 7/12 8.7. 11.0 6/12 11.9 Structural Notes: 1. Design conforms to FBC 2007. IBC 2006 and. NDS 2005. 2 We thick Structural steel shall conform to ASIM A36, yield strength 36000 psi Load Value Shown are based . on Steel Stress without 33% increase. 3. All welding shall be minimum ifi with E70 electrodes and shall conform to latest AISC /AWS codes. All contact areas shall be fully fillet welded. 4. All " diameter bolts through wood shall be per ANSI /ASME Standard 818.2.1. 5. The Lateral loads ,shalt- not exceed the Truss Chord Capacity. 6. Lateral loads combined with uplift loads, shall satisfy the following equation: Actual Uplift 1ctu4( 1, qctuqq Allowable Uplift {oacable L1 + AflorraDIe <� 1.0 7. All Power Fasteners wedge bolt anchors shall be per Power Fasteners ;Cate. Minimum anchor embedment shall be 6 *. Minimum normal weight concrete shall be 2000 psi. Anchor diameter- is W. Bolt Values are without 33% increase 8. U�ppiift and Lateral values shown ore reduced for bolt spacing and edge distance per Power Fasteners Catalog. Uplift loads` shall not exceed Truss chord capacity. VIPIN N. TO AT, PE (CIVIL)FL. REG.:# 12847 15123..LANTERN CR a 3.IANE a i o 4"",x7068 9. Uplift values are also controlled by compression perpendicular to grail of-565 psi for Southern Pine per NDS -2005. For other species, contort. Engineer for values.. . 10, Provide plywood shims to close the gap between truss chords to obtaln full bearing and prevent bending of thru bolts. 11. All products' ore pointed Royal Blue for easy identification. 11711.8 /11R Lopez Professional Engineering LLC. Maria E. Lopez P.E # 60157 525 SW 63 Ave Miami,F133144 IS01SAik Ph-786-380-0734 PROJECT: RE -ROOF AT ADDRESS: 10611 NE 10 PL MIAMI SHORES, FL STRUCTURAL CALCULATION INDEX: PAGE: 1- Wind Load Analysis 01 2- Check Footing for Up-Lift 01 2- Steel Beam Design 02 3- Check Existing Footing ... 03 2'7 Maria E Lopez, P.E Lic. # 60157 MECAMind Version 2.0.3.0 per ASCE 7 -05 Developed by f/MCA Enterprises, Inc. Copyright 2011 :...meea.a _errr s-3 . -. yrs "many Mame : Address City • State • File Location: Protect No. . Designed By . Description : Customer Name : Proj Location : C: \Program Files (x86)\NECAWind \Default.wnd Basic Wind Speed(V) = Structural Category Natural Frequency Importance Factor = At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang at Eave= user £_ imt Data: 146.00 mph II N/A 1.00 9.90 0.11 0.15 0.20 0.20 3.67 : 12 11.79 ft 14.58 ft 2.00 ft 2 Bldg Length Along Ridge = 35.17 Structure Type Exposure Category Flexible Structure Kd Directional Factor 7 Bt Bm 1 Z•min Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area = Building = C = No 1.00 90n . nn ft • 1.00 0.65 • 500.00 ft 15.00 ft - 17.00 Deg = Hipped • 9.00 ft = 1076.00 ft" ft Bldg Width Across Ridge= 32.50 ft Main Wind Ponce Resisting Figure 6 -5 internal Pressure Coefficients for Buildings, GCpi Part - Enclosed Bldg +GCpi = 0.55 Part - Enclosed Bldg -GCpi= -0.55 Reduction Factor for Large Volume Buildings, Ri Ri: 0.5 *((14- 1 /(1 +(Vi /(22800 *Aog)) ^0.5))(Egn. 6 -16) = 1.000 Lao as : 1) + Gcp_i. = +0.55 - Ri Notes: 2) -GCpi = -0.55 * Ri Wind Pressure on Ccwponeats and Cladding Width of Pressure Coefficient Zone "a" = 3.25 ft Description Width Span Area Zone Max Min Max P ft ft ft ^2 GCp GCp psf Min P psf Truss 1 Truss 1 Truss 1 Girder Girder Girder Jack Jack Corner Jack Corner Jack 2.00 2.00 2.00 2.50 2.50 2.50 2.00 2.00 3.00 3.00 25.50 25.50 25.50 25.50 25.50 25.50 5.00 5.00 7.00 7.00 216.75 1 216.75 2 216.75 3 216.75 1 216.75 2 216.75 3 10.00 1 10.00 2 21.00 2 21.00 3 0.300 0.300 0.300 0.300 0.300 0.300 0.500 0.500 0.436 0.436 -0.800 -1.200 -1.200 - 0.800 -1.200 - 1.200 -0.900 -1.700 -1.539 -1.539 39.374 39.374 39.374 39.374 39.374 39.374 48.639 48.639 45.654 45.654 - 62.536 - 81_065 - 81.065 - 62.536 - 81.065 - 81.065 - 67.168 - 104.226 - 96.763 - 96.763 MECAWind Version 2.0.3.0 per ASCE 7 -05 Yiw.mecaencerar'.ses. ccw. Developed by MECA Enterprises, Inc. Copyright 2011 Company Name : Address City State File Location: 5/22/2011 Project No. Designed By Description Customer Name Proj Location C: \Program Files (x86)\MNCAWind \Default.wnd Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Alpha At Am Cc Epsilon Slope of Roof L: Roof Hor. Width ft Ht: Mean Roof Ht Um= In_out Data: • 146.00 mph = II • N/A - 1.00 • 9.50 - 0.11 1 - 0.15 = 0.20 = 0.20 = 3 : 12 - 25.50 ft Structure Type Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin = Building = C No = 1.0-0 = 900.00 ft - 1.00 = 0.65 = 500.00 ft - 15.00 ft Slope of Roof(Theta) = 14.04 Deg D: Roof Length along Ridge= 12.00 = 9.00 ft Type of Roof = Pitched Main Wind Force Resisting System{MWFRS) Figure 6 -5 Internal Pressure Coefficients for Buildings, GCpi Open Bldg +GCpi = .00 Open Bldg -GCpi = .00 Wind Pressure on Conseunents and Cladding Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Cn Cn Max P ft ft ft ^2 Max Min psf Min P Paf Truss Truss Girder Girder ^o L DLr O - DL (X, FOc,T7,•16 = /60)4 C < o.q ©C. 2.00 25.50 2.00 25.50 4.50 25.50 4.50 25.50 216.75 1 216.75 2 216.75 1 216.75 2 rcv•- U LET.' co, ciaap-F. 2S PsiX g. t 16.9GX ti x a toe x�� /50 x 3x fix: !.G 0:5f- 1.100 -1.113 1.100 -1.113 1.100 -1.113 1.100 -1.113 1.9 Zs 3731 446 4 /6eV 6 7% 4 6, 377 < 6,585 43.312 43.312 43.312 43.312 - 43.816 - 43.816 - 43.816 - 43.816 DCretn.L. 209 PROJECT SUBJECT SHEET No. OF BY DATE JOB No. L - 2G PSF x 1 -} 3,S - 3`>3 ' _ 0.37 tC. ^t = 3C) PsF >< t` -- 456 4.4t = o.(44 l L 3F.i M.= 0:37 r� t tA= o.45z /4/ft td -t L-4.t3tc- \J _ 4 . t3 —5 05E Ts cx3x�A9 Title : Job # Dsgnr. Date: 12:02PM, 22 MAY 11 DizsCrIPtion ScoPe Rev. 580000 User. KW- 03305664. Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software escription SB-1 Design Page 1 General Information Code Ref: AISC 9111 ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X3X5/16 Center Span 10.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 it Elm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0ksi Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.370 0.440 Summary Using: TS6X3X5116 section, Span = 10.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF =1.000 Actual 10.336 kit 17.644 ksi 0.743 :1 4.135 k 1.103 ksi 0.077 :1 2 as *4 as *6 #7 Wit k/ft lQft ft ft Moment Ib : Bending Stress fb /Fb Shear fv : Shear Stress fv / Fv AHcmabie 13.919 k ft 23.780 ksi 27.000 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL+LL Defl) -0.304 In 843.5 :1 394.7 :1 Force & Stress Summary Max. M + Max. M - Max. M Left Max M Right Shear Left Shear Right Center Defl. Left Cant Defl Right Cant Dell DL 10.34 k -ft 4.84 4.13 k 1.93 4.13 k 1.93 -0.304111 0.000in 0.000 in ...Query Defl c 0.000 It 0.000 -0.142 0.000 0.000 Reaction ( Left 4.13 4.13 Fa c aldd per Eq. E2-1, KlJr< Cc Section Properties TS6X3X5l16 1.93 1.93 «_ These columns are Dead LL LL+ST t81 Center t0i Center 10.34 4.13 4.13 -0.304 0.000 0.000 0.000 4.13 4.13 -0.304 0.000 0.000 Live Load placed as noted -» LL LL +ST .. kft k -ft kft kft k k 0.000 0.000 0.000 0.000 0.000 4.13 4.13 0.000 In 0.000 in 0.000 in 0.000 in k k Depth Thickness Width Area Rt Values for LRFD Design.... J 6.00:1 in 0.3131n 3.000 in 4.98 1n2 1.500 in 17.900 1n4 Weight bat lYY Sxx SYY Rxx Rory Zx Zy 16.92 Wit 21.100 1114 6.980 1n4 7.030 1n3 4.650 1n3 9.110 in 1.180 In 2030 in3 5.560 1n3 PROJECT SUBJECT SHEET No. OF BY DATE JOB No. • E-C t.ST,A.DG Aje.e (to OF 25 DL-r-c5 ISO x 0.CD7 x GB X ci PL. 1 00 \ A \ tl OA- Vi.-)Lyv /50 x tr_ %tan coslo zIG=5 too 00 ZOO 410* C7" Project lcication: Wall Footing International Building Code(2005 NDS)j Parting Size: 16.0 IN Wide x 10.0 IN Deep Continuous Footing LengiludinalReinforcement (2) Conthurousff4 Bars TransverseReinforcement #4 Bars 9.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Ylekl Concrete Reinforcement Cover. Qs = 2000 psf Pc = 2500 psi Fy = 40000 psi c= Sin FOOTING SIZE Width: Depth: Effective Depth to Top Layer of Steel: W= 16 in Depth = 10 in d = 625 in giBirtiAkriZE Stems!! Width: 0 in Stemwall Height 0 in Stemwall Weight 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear. Anowebte Beam Shear: Transverse Direction: Bending Calculations: Factored Moment Nominal Moment Strength: ReirentCalculations: Concrete Compressive Bkck Depth: Steel Required Based on Moment Min. Code Req'd Reinf. ShrinkiTemp. Controling Reinforcing Steel: Selected Reinforcement Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Longitudinal Diralon: Reinforcement Cam: Min. Code Req'd Reinf. ShrinkiTemp. Controlling Reinforcing Steel: Selected Reinforcement Reinforcement Area Provided: Qu = 1524 psf Qe = 1875 psf Wreq = 1.08 in2 Vu1= 291 lb Vc1= 5625 lb Mu = 5322 in-lb Mn = 0 in-lb a= 0.38 in As(1) = 0.02 in2 (ACI- 10.5.4)As(2) = 0.24 in2 As -reqd = 0.24 in2 Trans: #4's @ 9.0 in. o.c. As = 024 in2 Ld = Ld sup = 15 in 5 in (ACI - 10.5.4): As(2) = 0.32 in2 As -reqd = 0.32 in2 Longitudinal: (2) Cont #4 Bars As = 0.39 in2 Frtchard Gard 9240 W. Calusa Club Dr. + mind 6- 333186 StruCalc Version 8.0.105.0 5/22/2011 1240:14 PM LOADING DIAGRAM 10 in 0 0 3" 1333333 ft FOOTING LOADING Live Load: PL= 556 lb Dead Load: PD = 1476 lb Total Load: PT= 2032 lb Ultimate Factored Load: Pu = 2661 lb