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RC-10-1946Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 160775 Permit Number: RC -11 -10 -1946 Scheduled Inspection Date: June 08, 2011 Inspector: Bruhn, Norman Owner: FAUSTIN, ALIX Job Address: 201 NW 103 Street Miami Shores, FL Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Final Work Classification: Addition Phone Number Parcel Number 1121360161120 Building Department Comments CARPORT ATTACHED TO HOUSE 13' X 22' X 8' Inspector Comments Passed -of Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. June 07, 2011 For Inspections please call: (305)762 -4949 Page 21 of 24 4to- Atiftioe 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 u 2010 Permit No. f_C- (v —\ q`tc. Master Permit No. Permit Type: MECHANICAL C' OWNER: Name (Fee Simple Titleholder): "9/ Fix/ i i1 Phone #: 3�gO3 DSO! Address: / /O.3 --- City: -71. / s "" ,--7 r' State: .P Zip: 3 3 5b Tenant/Lessee Name: Phone#: Email: e7 /®)C il 0 Co d m JOB ADDRESS: jaw f03 Jr City: Miami Shores County: Miami Dade Zip: 3 / 5O Folio/Parcel #: Is the Building Historically Designated: Yes NO `X. -- Flood Zone: CONTRACTOR: Company Name: ! CZ-41?-6,--t Phone #: 3 ' 6 (/ /Ai J Add ress• � (f C CitrZ17 l t-IVt,. ►i State: Zip: , TV Qualifier Name: Phone #: State Certification or Registration #: Certificate of Competency #: 12 — Contact Phone #: (� p ®, pO </ Email Address: DESIGNER: Architect/Engineer: Std Value of Work for this Permit: $ Type of Work: AtAddress Description of Work: DAlteration f Phone#: Square/Linear Footage of Work: 4°3 ew DRepair/Replace DDemolition m+ s***********m * *** * * *w *w *** * * + * * * * * * * *' Fees' ************** a:* *********+a***** * * * ** * * ** ** Submittal Fee 'J ., Permit Fee $ _�yS CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 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, BOTT .RRS, HEATERS, TANKS and AIR CONDmONERS, 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 conunencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approve and a reinspection fee will be charged. Signature �: — C,�� Signature 0 er or Agent i Contractor The foregoing instrument was acknowledged before me this t 1 The foregoing instrument was acknowledged before me this day of 26 , 2010 , by 41 A X. 640S TI , day of , 20 _, by who is personally known to me or who has produced �' J-' who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. \\\\ //, ... ./7 to NOTARY PUBLIC: Sign: Print: My Commission Expires: 2 c_ ' NOTARY PUBLIC: Sign: Print: My Commission Expires: ********************** a*************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** * * ** * * * * * * * * * * ** t% Zoning ■ APPROVED BY !/ Plans Examiner Structural Review Clerk (Revised 07 /10/07)(Revised 06 /10/2009)(Revised 3/15/09) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: ' X DATE: ADDRESS: J( /% (Q 3 j'i7Wo pi4; 331 so Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two - family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with - holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner - builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, ma act as my own contractor with certain restrictions even though I do not have a license. Initial 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or I nse numbers on permits and contracts. Initial 4. I understand that I may build or improve a one family or two - family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I b' or substantially improved it for sale or lease, which violates the exemption. Initial 1 5. I understand that, as the owner- builder, I must provide direct, onsite supervision of the construction. 6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner - builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner - builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govem owner - builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mvfloridalicense.com/dboripro/cilbri ; ex.h Initia 11. I am aware of, and consent to; an owner - builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the inform •,ion •t I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, ff an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner - builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractors workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and retumed to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this —' day of r 1 , 20 Q 0 By r / who was personally known to me or who has Produced there License or / D OWNER as ide�nhfcation. ```��ti�� / Aft/ * ,. . .0:- row• egA ..... 0 R r FLORIDA DEPARTMENT OF HEALT Rick Scott Governor February 23, 2011 Alix Faustin 201 NW 103 St Miami, FL 33150 RE: Contingency Letter Application Document No: AP994222 Centrax Permit Number: 13 -SC- 1301635 OSTDS Number: 201 NW 103 St Miami, FL 33150 Lot:9 Block:10 Subdivision: West Miami Shores Sec B Dear Applicant: This will acknowledge receipt of an application dated 02/16/2011 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. From a review of your completed application, it has been determined that your existing system is adequate for the proposed use (carport construction). If you have any questions on this matter, please call our office at (305) 623 -3500. Enclosures cc: Sincerely, Joseph Piverger, Engineer Specialist II Miami -Dade County Health Department 1725 NW 167 St, Opa Locka, FL 33056 Phone: (305) 623 -3500 Miami Shores Village Building Department RECEIPT PERMIT 104 DATE: I, A) I X - - ❑ Contractor ❑ Owner ❑ Architect ed up 2 sets o 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 er, 9)01 Ku) 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 Department to continue permitting process. Acknowledged by: s � PERMIT CLERK INITIAL• RESUBMITTED DATE: PERMIT CLERK INITIAL: 2I/Li Permit No: 10 -1946 Job Name: February 14, 2010 1) Provide HRS approval. Miami Shores Viiiage Building Department Building Critique Sheet 3rd 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 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 Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: RC-' ° I)ILIC DATE: I, ❑ Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) u Tr C.N-43 Address: "?...CA Nu-) 1,05 ST 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 Department to cj tinu -rmitting process. Acknowledged by: PERMIT CLERK INITIAL: N% pl.- r,►.,�t �, RESUBMITTED DATE: 1 '-t 1 Z01 e04-.evLf 1tO .r. PERMIT CLERK INITIAL: Permit No: 10 -1946 Job Name: January 11, 2010 Miami Shores Viiiage Building Department Building Critique Sheet 2nd 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) Provide HRS approval. 2) Zoning approval is required. (This is a metal roof.) 3) The PA for the aluminum is designed under the wrong code. It must be designed for the 2007 code with 09 supplements. 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 FA-)( 36s_ 32Y-9C0 (98- 1 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 Permit Na RC -11 -10 -1946 Issue Date: Not Issued TAPPEita Expires:Not Issued Folio Number:1121360161120 Owner's Name: ALIX FAUSTIN Job Address: 201 103 Street Miami Shores, FL Owner's Phone: Total Square Feet: Total Job Valuation: 403 $ 500.00 Contractor(s) HOME OWNER Phone Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 1/5/2011 Comments: METAL ROOF CAN NOT EXCEED 300 SQUARE FEET IN AREA A FLAT ROOF CAR PORT IS ALLOWED PROVIDED IT IS NOT A METAL ROOF. PLEASE CONTACT THE BUILDING OFFICIAL TO MAKE SURE THE ROOF YOU PROPOSE IS NOT CLASSIFIED AS A METAL ROOF. Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: 10-- I G4,1 DATE: 101„J l 51 OOf010 ❑ Contractor ❑ Owner ❑ Architect Picked 2 sets of plans and (other Address: eciq om3 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 Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE. PERMIT CLERK INITIAL: Permit No: 10 -1946 Job Name: November 8, 2010 Miami Shores Village Buildin g Department artment Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 785.2204 Fax: (305) 756.8972 Page 1 of 1 1) Zoning approval is required. 2) PA for aluminum is designed under the wrong code. The design must be under the 2007 FBC. 3) The PA submitted is a bad copy. The pages are cut off and all information is not available. 4) The foundation must be a minimum of 8' below finished grade. 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 sheet and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 305 400) - 750L-t J 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 Nfumber:1121360161120 Owner's Name: ALIX FAUSTIN Job Address: 201 103 Street Miami Shores, FL Owner's Phone: Total Square Feet: 403 Total Job Valuation: $ 500.00 i Contractor(s) HOME OWNER Phone Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: Comments: METAL ROOF CAN NOT EXCEED 300 SQUARE FEET IN AREA Planning and Zoning C Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)75 6-8972 era Permit NO. RC-11-10-1946 issue Date: Not Issued Expires:Not Issued Owners Name: ALIX FAUSTIN Job Address: 201 103 Street Miami Shores, FL Folio Number:1121360161120 Owner's Phone: Total Square Feet: 403 Total Job Valuation: $ 500.00 Planning and Zoning Criteria and Comments Approved: No Date Denied: Comments: METAL ROOF CAN NOT EXCEED 300 SQUARE FEET IN AREA 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 Owner's Name: ALIX FAUSTIN Job Address: 201 103 Street Folio Number:1121360161120 Miami Shores, FL Owner's Phone: Total Square Feet: 403 Total Job Valuation: $ 500.00 Contractor(s) HOME OWNER Phone Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 2/4/2011: Yes Comments: METAL ROOF CAN NOT EXCEED 300 SQUARE FEET IN AREA A FLAT ROOF CAR PORT IS ALLOWED PROVIDED IT IS NOT A METAL ROOF. PLEASE CONTACT THE BUILDING OFFICIAL TO MAKE SURE THE ROOF YOU PROPOSE IS NOT CLASSIFIED AS A METAL ROOF. 2/4/11 NEW PLAN OK. NO SURVEY WAS PROVIDED WITH PLANS, OWNER IS RESPONSIBLE FOR MEETING ALL REQUIRED SETBACKS. 0 0 O Z .E9 cc Lu -'E f-_ o V U NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TiME OF FIRST INSPECTION PERMIT NO. STATE OF FLORIDA: COUNTY OF MIAMI -DADE: AX FOUO NO. THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Legal des tion of . •perty d str.. t/ 2. Description of improvement: 3. Owner(s) name and address: Interest in property: Name and address of fee simple titleholder 4. Contractor's name, address and phone number. 111111111111111111111111111111111111111111111 CFN 2O11REJ1373O9 OR f'k 27603 Ps 32401 tips) RECORDED 03/02/2011 14:55 :56 HARVEY RUVIN, CLERK OF COURT MIAMI -DADE COUNTYr FLORIDA LAST PAGE Space above reserved for use of recording office 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)47., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Uenor's Notice as provided in Section 13.13(1)(b), Florida Statutes. Name, address and phone number. 9. Expiration date of this Notice of Commencement (t a exphaflon date Is 1 year from the date of recording tWess a different date Is speifled) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 71.3, 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 YOUR NOTICE OF COMMENCEMENT. Signature(s) of Owner(s) or Owner(s)' Authorized Officer/Director/Partner/Manag Prepared By Prepared By Print Name Print Name Title/Office Title/Office STATE OF FLORIDA COUNTY OF MIAMI -DAD The kn wied ed before day By CI Individually, c ❑ Personally known, or produced the following type of identl(i Signature of Notary Public: Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 5 FLORIDA STATUTES Under e penalties of perjury, l declare that I have read the foregoing and E -true, AWL. of . 2011 ACA , a : c o g re me this or as rlt(/ �ii�(i�'T."11rff fo lAWAVIRIErs i1VN r il/_,�l%` V !irV,,, i ! r woveYpuBue.SrATEOF FLOM l,• ' Claudia V. Cubillos t.z.:r -cots 11: :;on *DWI Signature(s) ,•�.yv s) orb• er( )'s Authorised Offk�r/Director/Partner/Manager who signed above: •By /. 111FAM ek. By 123.01 -52 PAGE 3 3/10 °ear s Fitires: IMOD= inutiro Pamela Mr= e' CONSULTING ENGINEER P.E. 1 1 1 2 7 Rational Analysis and Engineering Design Calculations comply with Florida Administrative Code Section 61G15-23 and Florida Building Code 2007 Open Terrace at 201 NW 103rd Street Miami, Florida Charles C. Mitchell P.E. # 11127 Seal: aziMP,§11110, v16§00510%,,e. 4.004, iX1111-011P-, WINDO5 v1 -1 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: Charles C Mitchell F Company Name: Description: 201 NW 103rd Street, Miami, FL User lrrput Data Importance Factor 1 1 � Structure Type Building 146 mph Basic Wind Speed (V) ruc category (I, II, III, or I Exposure (B, C, or D) II C Struc Nat Frequency (n1) 1 Hz Slope of Roof 0.3 :12 Slope of Roof (Theta) Type of Roof 1.2 Monoslope Deg Kd (Directonality Factor) 0.85 Eave Height (Eht) 8.50 ft Ridge Height (RHt) 8.50 ft Mean Roof Height (Ht) 8.50 Width Perp. To Wind Dir (B 13.25 ft ft Width Feral. To Wind Dir (I. 28.50 ft allcutated Parameter Type of Structure Height/Least Horizontal Dim 0.64 Flexible Structure No Ca icurlhtedpararr)etejs Importance Factor 1 1 � Hurricane Prone Region (V >100 mph) Table 6 -2 Values Alpha = I 9.500 900.000 0.00 zg = 1 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Partially Enclosed Buildings 0.55 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I = 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Factor Category is Rigid Struc Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 res Ipl ed Method Zm lzm Cc * (33/z) "0.167 Lzm I *(zm /33) ^Epsilon Zmin East Pctor Category 11 Rigid Structures - Complete A.alysis 0.85f 15.00 ft Q (1/(1 +0.63 *((Min(B,L) +Ht) /Lzm) ^0.63)) ^0.5 Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.2281 427.06 0.9550 0.9013 ft Gust Factor Summary Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.851 Fig 6 -5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Partially Enclosed Buildings 0.55 -0.55 Aog = Tot Area of Openings in Bldg Envelope Vi = Unpartitioned intemal volue Ri = 0.5 *((1 +1/(1 +(Vi/(22800 *Aog)) ^0.5)) - ft^2 - ftA3 0.0 2/1/2011 Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 1 of 4 2/1/2011 WINDO5 v1 -1 Detailed Wind Load Design (Method 2) per ASCE 7 -05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib /ft^2 Pressure (Ib/ft ^2) Windward WaII* +GCpi -GCpi 15 0.85 1.00 39.37 5.12 48.43 Figure 6 -6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems (Method 2) Vari L L Kh Kht Qh Formula 2.01 *(15 /zg) ^(2/Alpha) Topographic factor (Fig 6-4) .00256 *(V) ^2 *I *Kh *Kht *Kd value 0.85 1.00 39.37 Units 1 Khcc Qhcc Comp & Clad: Table 6 -3 Case 1 .00256 *V ^2 *I *Khcc *Kht *Kd 0.85 39.37 psf psf II Pressure Coe f icients, Cp Surface Windward Wall (See Figure 6.5.12.2.1 for Pressures) Cp 0.8 Roof-Pressure Gc efficients, Cp Cp Roof Area (sq. ft.) - Reduction Factor 1.00 Calculations for Wind Normal to 13.25 ft Face Additional Runs may be reced for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 13.25 ft wall) -0.29 -31.44 11.87 Leeward Walls (Wind Dir Normal to 28.5 ft wall) -0.50 -38.39 4.92 Side Walls -0.70 -45.08 -1.77 Roof - Wind Normal to Ridge (Thetaac10) - for Wind Normal to 13.25 ft face Dist from Windward Edge: 0 ft to 17 ft - Max Cp -0.18 -27.68 15.63 Dist from Windward Edge: 0 ft to 4.25 ft - Min Cp -0.90 -51.78 -8.47 Dist from Windward Edge: 4.25 ft to 8.5 ft - Min Cp -0.90 -51.78 -8.47 Dist from Windward Edge: 8.5 ft to 13.25 ft - Min Cp -0.50 -38.39 4.92 Dist from Windward Edge: > 17 ft -1.30 -65.16 -21.85 Roof -Wind Parallel to Ridge (All Theta) - for Wind Normal to 28.5' ft face Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 2 of 4 Dist from Dist from Dist from Dist from Kh = Kht = Qh = Theta = 2/1/2011 WINDO5 v1 -1 Detailed Wind Load Design (Method 2) per Windward Edge: 0 ft to 17 ft - Max Cp -0.18 Windward Edge: 0 ft to 4.25 ft - Min Cp -0.90 Windward Edge: 4.25 ft to 8.5 ft - Min Cp -0.84 Windward Edge: 8.5 ft to 13.25 ft - Min Cp -0.56 * Horizontal distance from windward edge ASCE 7 -05 -27.68 -51.78 -49.88 -40.28 15.63 -8.47 -6.57 3.03 Figure 6 -10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *ImpFac *Kh *Kht *Kd Angle of Roof 0.85 = 1.00 = 39.37 1.2 Deg 'oast Load Cases llnll Dfrection Wind Pressures on Main Wind Force Res sting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.40 0.55 -0.55 39.37 -5.91 37.41 2 -0.69 0.55 -0.55 39.37 -48.82 -5.51 3 -0.37 0.55 -0.55 39.37 -36.22 7.09 4 -0.29 0.55 -0.55 39.37 -33.07 10.24 5 -0.45 0.55 -0.55 39.37 -39.37 3.94 6 -0.45 0.55 -0.55 39.37 -39.37 3.94 1E 0.61 0.55 -0.55 39.37 2.36 45.67 2E -1.07 0.55 -0.55 39.37 -63.79 -20.47 3E -0.53 0.55 -0.55 39.37 -42.52 0.79 4E -0.43 0.55 -0.55 39.37 -38.59 4.72 Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 3 of 4 2/1/2011 2a 4a 3e WINDO5 v1 -1 Detailed Wind Load Design (Method 2) per ASCE 7 -05 a 2' 2? 1 3''-- 2' P11 F3 2 2a Theta • Note: The image shows aGabled roof, but Fig- 1 1 also applies to some monoslope cases a = 1.325 Ht Double Click on any data entry li »e to . __> 3.00 ft Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (Ib /ft^2) Max Min Max Min Joist _ 2 2 14.33 68.45 1 0.22 -0.92 30.18 -57.74 Joist 14.33 68.45 2 0.22 -1.22 30.18 -69.51 Joist 2 14.33 68.45 3 0.22 -1.38 30.18 -75.99 Column 0.33 8.5 24.08 4 0.84 -0.93 54.70 -58.25 Column 0.33 8.5 24.08 5 0.84 -1.14 54.70 -66.49 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 4 of 4 1 .SC LATED PAS FTG OR'UPLIFT CARACITY INPUT DATA: FOOTING WIDTH DEPTH 3 FT 2.5 FT CONC.SLAB LENGTH 3 FT WIDTH 4 FT DEPTH 0.33 FT LENGTH 4 FT P =FTG LOAD 3375 LB S =SLAB LOAD 792 LB A =BEAM WEIGHT 112 B= COLUMN WEIGHT 210 LB C =WALL LOAD 0 LB D =ROOF GRAVITY 618 LB (DL= I0PSF) RESULTANT 5107 LB (UPLIFT 3,192 LB REINF. BARS 4 #5 (EA. WAY TOP & BTM.) IF.O.S. 1.5999 MAX UPLIFT= 3,192 LBS 6 (Refer to wind load calcs for wind pressures) Net•press..in zone° 1.50 OK Net press. In zone 2 = psf'1) psf: psf psf +10 psf .73:0-.psf • • • • (ASCE -7 :0.6D+ W) Lbs Lbs Uplift Pressure ZONE 1 = Uplift Pressure ZONE 2 = Gravity Dead Load = -45.14 psf -68.8 f Gravity Live Load = Joist spacing = s 15 psf 30 psf 1.33 feet a= 4.5 feet L1= 9.5 feet Truss Span Lt= 14 feet DEAD LOAD LIVE LOAD 15 psf 30 psf UPLIFT AND GRAVITY CAPACITY FOR WOOD JOIST (OPEN TERRACE: Wind Design per ASCE 7 -05 Mean Roof Height Net Upliftfs shown herein are based on (GROSS UPLIFT) less 10 PSF(DEAD LOAD) per ASCE components and Cladding zones 1 and 2 ZONE 1 ZONE 2 ZONE 3 -55.14 -78.8 psf -78.8 psf a a a a TYPICAI 132" COX PLYWOOD DECKING NAILED TO TRUSSES w Sd NAILS, AS PER ZONES. ZONES O Sc O : 1Od NAILS ® 6"o.c. THROUGHOUT. ZONE O : 10d NAILS 0 4 "o.c. AT EDGES. : 10d NAILS ® 6"o.c. AT INTERMEDIATES. ROOF PLAN SHOWING ZONES 1, 2 & 3 'UPLIFT PRESSURE CAPACITY FOR COMMON TRUSS GRAVITY LOAD CAPACITY FOR COMMON TRUSS (OPEN TERRACE FOR ALEX FAUSTINO 2a Project: Location: Roof Rafter 1 Roof Rafter [2009 International Residential Code(2005 NDS)] 1.5 INx7.25INx14.0FT(13 +1) @16O.C. #2 - Southem Pine - Dry Use Section Adequate By: 37.6% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.34 IN L/462 0.00 IN L/5772 Dead Load 0.17 in 0.00 in Total Load 0.50 IN U310 0.00 IN Ulnfinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS Upper Live Load @ A Upper Dead Load @ A Upper Total Load @ A Lower Live Load @ B Lower Dead Load @ B Lower Total Load @ B LOADS 195 pif 97 plf 292 plf 226 plf 113 plf 339 pif REACTIONS 260 Ib 129 Ib 389 Ib 302 Ib 151 Ib 452 Ib RAFTER SUPPORT DATA A t3 0.46 in 0.53 in Bearing Length open flat roof Charles Mitchell StruCalc Version 8.0.103.0 2/1/2011 6:17:27 PM page LOADING DIAGRAM, RAFTER DATA Interior Eave Span Length 13 ft 1 ft Rafter Pitch 0.25 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Sheathing/sheetrock applied to bottom of joists -bottom of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Southem Pine Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 975 psi Fb' = 1587 psi Cd =1.15 CF =1.23 Cr =1.15 Fv = 175 psi Fv' = 201 psi Cd =1.15 E = 1600 ksi E_min = 580 ksi Fc -1= 565 psi E' = 1600 ksi E_min' = 580 ksi Fc -1' = 565 psi Controlling Moment: 1263 ft-Ib 6.499 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -392 Ib 12.997 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 9.55 in3 13.14 in3 Area (Shear): 2.92 in2 10.88 in2 Moment of Inertia (deflection): 27.68 in4 47.63 in4 Moment: 1263 ft-lb 1738 ft-lb Shear. -392 lb 1459 Ib NOTES RAFTER LOADINQ Uniform Floor Loading Roof Live Load: LL = Roof Dead Load: DL = Slope Adjusted Spans And Loads Interior Span: L -adj = Eave Span: L -Eave -adj = Rafter Live Load: wL -adj = Eave Live Load: wL -Eave -adj = Rafter Dead Load: wD -adj = Rafter Total Load: wT -adj = Eave Total Load: wT- Eave -adj = 30 psf 15 psf 13 ft 1 ft 40 plf 40 plf 20 pif 60 plf 60 plf Project: Location: Roof Beam 2 Roof Beam [2b09 International Residential Code(2005 NDS)] 3.5 IN x 9.25 IN x 9.5 FT #2 - Southem Pine - Dry Use Section Adequate By: 51.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U1094 Dead Load 0.06 in Total Load 0.16 IN U712 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 998 Ib 998 Ib 536 Ib 536 Ib 1533 Ib 1533 Ib 0.78 in 0.78 in BEAM DATA Span Length 9.5 ft Unbraced Length -Top 1.3 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 1.15 open flat roof Charles Mitchell StruCalc Version 8.0.103.0 2/1/2011 6:18:21 PM page of LOADING DIAGRAM MATERIAL PROPERTIES #2 - Southem Pine Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -- to Grain: Base Values Adjusted Fb = 975 psi Fb' = 1325 psi Cd =1.15 CI =1.00 CF =1.18 Fv = 175 psi Fv' = 201 psi Cd =1.15 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - -L = 565 psi Fc - -1-' = 565 psi Controlling Moment: 3641 ft -Ib 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1533 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 32.98 in3 49.91 in3 Area (Shear): 11.43 in2 32.38 in2 Moment of Inertia (deflection): 58.36 in4 230.84 in4 Moment: 3641 ft -Ib 5510 ft -lb Shear. 1533 Ib 4344 Ib NOTES 9.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 30 psf DL = 15 psf TW= 7 ft LL = 30 psf DL = 25 psf TIN = 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 9.5 ft Beam Self Weight: BSW = 8 plf Beam Uniform Live Load: wL = 210 plf Beam Uniform Dead Load: wD_adj = 113 plf Total Uniform Load: wT = 323 plf A.) Design values. Bolt to be used: Size(D)= Hole= Im= Is= Hilti Kwik Bolt II (Carbon Steel) 5/8 inches 3/4 inches 3 inches 0.25 inches B.)'Ed to distance rot:ailments for bolt; a.) Parallel to Grain: (1.5D)= b.) Perpendicular to Grain: - Loaded edge (4D)= Unloaded edge (1.5D)= C. end distance real+em+nts for bolt; a.) Perpendicular to Grain:(4D)= b.) Parallel to Grain. Compression (4D)= b.) Parallel to Grain. Tension (5D)= d tam NDS Tab (Diam.) (Diam.) (Member thickness) (Side member thick.) Load Perp. To Grain= Load Parall. To grain= Load Factor Cd= Load Perp. To Grain= Load Parall. To grain= 2 1/2 D.) Spacing rebuiements forrbol .. in.Rob a.) Parallel to Grain: (4D)= b.) Perpendicular to Grain:(3D)= Spaci±a reauiemens3b a.) Parallel to Grain: (1.5D)= b.) Perpendicular to Grain: when I/D <= 2 when 2 <I /D <6 when I/D > =6 No. of Bolts= inches inches inches 21/2 inches 21/2 inches 31/8 inches en- Ror B 21/2 inches 1 7/8 or required spacing for attached members. 8.3B 1000 Ibs 1570 Ibs 1.3 Ibs 2600 Ibs 4082 Ibs 2 '.FLORIDA BUILD.ING CODV,%v/; Spacing between outer Rows of Bolts < 5" 1 inches I /D= 4 4/5 inches 2.5D= 1 4/7 inches (51 +10D)/8: 2.65625 inches 5D= 31/8 inches Actual load: Perp to Grain 3120 GOOD STEEL COLUMN NOTE: VERIFY DIMENSIONS WITH TRUSS MANUFACTURER NOTE: - ALL 1 /2 "o THRU BOLTS TO BE ASTM A307. - ALL 1/4" STEEL PLATES TO BE ASTM A36. ALL SPECIFIED MATERIALS ABOVE TO BE EQUAL OR BETTER. -- 1/4" FILLET WELD FOR ALL PLATE CONNECTIONS. - ALL BOLT HOLES TO BE 7/8 FOR 3/4 BOLTS. (2) 5/8" diameter anchorSTD. ASTM 307steel adequate A.) Design VValues. Bolt to be used: Size(D)= Hole= Im= Is= DESIGN FOR DOUBLE SHEAR - CONNECTIONS. A 8TH EDITION I NDS 2005 AND 2007 FBC REQUI PROJECT:OPEN TERRACE ENTS THRU BOLT ASTM 307 5/8 inches 3/4 inches 3 inches 0.25 inches (Diam.) (Diam.) (Member thickness) (Side member thick.) B.) Edna) distance tvp iemertfs" frrr" dolts. a.) Parallel to Grain: (1.5D)= b.) Perpendicular to Grain: Loaded edge (4D)= Unloaded edge (1.5D)= C.) End distance, i Load from NDS Table 8.3B Load Perp. To Grain= Load Parall. To grain= 1000 Ibs 1510 Ibs Load Factor Cd= 1.3 Ibs Load Perp. To Grain= Load Parall. To grain= 4000 Ibs 6040 Ibs 2 1/2 1 s ca): recto eme f • r bolts: a.) Perpendicular to Grain:(4D)= b.) Parallel to Grain. Compression (4D)= b.) Parallel to Grain. Tension (5D)= nts D.):Spacinq °:repul�ements for° sits" iri<3t w a.) Parallel to Grain: (4D)= b.) Perpendicular to Grain:(3D)= No. of Bolts= inches inches inches 21/2 inches 21/2 inches 3 1/8 inches ).St}acins =requiements between Rows fo : a.) Parallel to Grain: (1.5D)= b.) Perpendicular to Grain: when I/D <= 2 when 2 <1/13<6 when I/O > =6 Spacing between outer Rows of Bolts < 5" 2 1/2 1 7/8 1 I /D= 4 4/5 2.5D= 1 4/7 (51 +100)18: 2.65625 50= 31/8 4 inches or required spacing for attached members. inches inches inches inches inches Actual Toad: Perp to Grain 3120 GOOD .0. ® COLUrT1 1 .,4C,fCET S11="EC1P1C.4.4411- 1C11■4 = - ALL ova.- =LON. TI -IIVi OOLTO TO .010=1 A3D'T_ ALL t 1.1-AT80 TO MR NMITT A4�le_ t AT®ItAL_6 AOOH6 TO O8 0 - 1 #.4 PILLBT 11.1101.= AL1. i"O— .ALL I t ATE GTION0, - ALL MOLT •- I00-00 TO Oi a/44 =LON- NOm 6d' p1ATy. MOLT4. - o�g1N 1mi'JIOLT O.l y.Op LO6 2roVAPLT sc Q - 9410a LOS STEEL CC>J_Llt ir∎L CAi 3=,ET.41L (4) 5/8" diameter anchorSTD. ASTM 307steel adequate Project: Location: Column 1 Column [2009 International Residential Code(AISC 13th Ed ASD)] HSS 3 x 3 x 3/16 x 9.16 FT /ASTM A500- GR.B -46 Section Adequate By: 94.5% VERTICAL REACTIONS Live Load: Vert- LL -Rxn = 1995 Ib Dead Load: Vert- DL -Rxn = 1063 Ib Total Load: Vert- TL -Rxn = 3058 Ib COLUMN DATA Total Column Length: Unbraced Length (X -Axis) Ly: Unbraced Length (Y -Axis) Ly: Column End Condtion -K (e): 9.16 ft 9.16 ft 9.16 ft 1 COLUMN PROPERTIES HSS 3 x 3 x 3/16 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 3 in Column Wall Thickness: t = 0.174 in Area: A = 1.89 in Moment of Inertia (deflection): Ix = 2.46 in4 Section Modulus: Sx = 1.64 in3 Plastic Section Modulus: Zx = 1.97 in3 Rad. of Gyration: rx = 1.14 in Column Compression Calculations: KUr Ratio: KLx/rx = 96.42 Controlling Direction for Compr. Calcs: (Y -Y Axis) Flexural Buckling Stress: Fcr = 24.61 ksi Controlling Equation F7 -1 Nominal Compressive Strength: Pc = 28 kip Combined Stress Calculations: H1 -1b Controls : 0.05 Controlling Combined Stress Factor: 0.05 NOTES, dy= 3 in ly = 2.46 in4 Sy = 1.64 in3 Zy = 0 in3 ry = 1.14 in KLy /ry = 96.42 open flat roof Charles Mitchell StruCalc Version 8.0.103.0 2/1/2011 6:25:13 PM page /of LOADING DIAGRAM, B AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 1995 Ib PD = 1000 lb CSW = 63 Ib PT = 3058 Ib ANCHOR STRAP Actual(fu) Uplift(LBS 491 Actual(f1) ParaII. Load Actual (f2) Perpen. Load 31.2 177.3 SIMPSON HIS 20 Nailed (20) -10d nails ANCHOR STRAP SIMPSON H10 Nailed (8) -10d nails AIIowFU) Uplift(LBS) Allow(L1) ParaII. Load 1170 0 Alow.(L2) Perpen. Load 0 AIIowFU) Uplift(LBS) Allow(L1) Parall. Load 905 505 Alow.(L2) Perpen. Load 450 INPUT DATA: fu /FU 0.237 f1 / L1 f2 / L2 fu /Fu + f1 /L1 + f2/L2 < 1 0.062 0.394 P IN 0. Wind Pressure= Building Width= Building length= Wall High= Lateral Perpen. Load = Lateral Parallel. Load = 39.4 psf 88 feet 31 feet 9 feet 177.3 plf 31.2 pif APEXSIM200301 Used for Florida State Wide Product Approval # FL1423 Products on this Report which are approved: Product Florida # Product Florida # DSP FL1423.1 HTSM16 FL1423.11 H14 FL1423.2 HTSM20 FL1423.12 H16 FL1423.3 LOT2 FL1423.13 H16-2 FL1423.4 LTA1 FL1423.14 H16 -2S FL1423.6 MGT FL1423.15 H16S FL1423.6 MTS24C FL1423.16 H8 FL1423.7 MTS28C FL1423.17 H8Z FL1423.7 MTS30C FL1423.18 HOAIOKT FL1423.8 MTSM16 FL1423.19 HOAMIOKTA FL1423.9 MTSM20 FL1423.20 HM9KT FL1423.10 SSP FL1423.21 SI PSON SIMPSON STRONG -TIE COMPANY, INC Note: Used to obtain FL 1423; See cover sheet for applicable products Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32246/ 904/821 -5200 Evaluation reports are the opinion of the evaluation entity, based on the findings, and in no way constitute or imply approval by a local building authority. Apex Technolgy, in review of the data submitted, finds that, in their opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Apex Technology has reviewed the data submitted for compliance with the Florida Building Code. Apex Technology is not responsible for any errors or omissions to any documents, calculations, drawings, specifications, tests, or summaries prepared and submitted by the design professional or preparer of record who are listed in the Substantiating Data section of this report. REPORT NO.: SIM200301 EXPIRES: January 1m, 2006 CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 4120 DUBLIN BLVD., SUITE 400 DUBLIN, CA 94568 1. PRODUCT NAME Truss to Wall Connectors H8, H14, MTS24C, MTS28C, MTS30C, H16, H16S, H16 -2, H16 -2S, MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGA10, HGAM10, LTA1 Truss /Girder Tiedowns LGT2 and MGT Stud to Plate Connectors SSP and DSP 2. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code Page 1 of 10 Simpson Strong -Tie Note: Used to obtain FL1423; See cover sheet for applicable products TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model No. Length (in.) Fasteners Southem Pine/Douglas Fir -Larch Allowable Uplift Loads Spruce-Pine-Fir allowable Uplift Loads Truss/Rafter CMU (Then) Concrete (Titen) (1331160} (133/160) H16 18 18% 2- 10dx1% 6-'/4x2 %4 61/4x1% 1470 1265 H16-2 18 18% 2- 10dx1% 6'/4x2'/4 6%4x1% 1470 1265 MTSM16 16 16 7 -10d 4!1/4x21/4 4 - %x1% 875 755 MTSM20 16 20 7 -10d 41/4x2%4 4 - %x1% 875 755 HTSM16 14 16 8 -10d 4- 1/4x2% 4 -%x1% 1175 1010 HTSM20 14 20 10 -10d 4- %x2% 4- '/4x1% 1175 1010 HM9° 18 - 4- SDS'/4X134 5- %x21/4 5- 1/4x1% 805 690 HGAM10" 14 - 4-SDS %4X1' /2 4 - %x2% 4- %x2'/4 850 850 LTA1° tintme 18 - 12- 10dx1% Embed Embed 1420 1220 1. Loads include an increase 33% or 60% for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Allowable loads are for one anchor. A minimum rafter thickness of 2' /z° is required when H8 connectors are installed on each side of the truss and on the same side of the plate. 3. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP) , and allowable F2 load shall be 200 lbs (DFUSYP) & 170 Ibs (SPF). 4. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 5. LTA1 allowable F1 load shall be 485 Ibs (DFUSYP) & 415 lbs (SFP), and allowable F2 load shall be 1425 lbs (DFUSYP) & 1225 lbs (SPF). All loads are based on bond beam construction with a minimum of (1) #5 reinforcement. 6. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2' /z° must be used when framing anchors are installed on each side of the joist and on the same side of the plate. Typical MTSM /HTSM Application Page 7 of 10 Moisture barrier not shown Simpson Strong -Tie